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Home My WebLink AboutB16-0384 040-070-003o I - a 0 s _ v , r _ mac. _ • -,. -�-. - c .Q . _. - _ -, _�. • 1 , t` BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspectiornewtl not be scheduled until completed report submitted APN: Oyu' 6-7o-00,-6 -7O_o0 Building Permit # Q SA - 03 �O -Y Owner Jobsite Address: Jobsite Contact: Company: Owner Phone: Project Type: .-1 Construction -1 Demolition Submit completed form In person or by . \ mall to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Jobsite Phone: MATERIAL Rouse,Recycle Disposal Tonnonnega Tenneco Tonna e ACTUAL FACILITIES/SERVICE PROVIDERS USED Inert Material (Concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Percent recycled/reused % Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): Date: Circle which Final Report returned with comments: (Initial) Date: Final Report approved: (Building Inspector) Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. Bu, tc•County, WC 9 E-5 CLm N L 0 r m 00 w E N � U •c O °t > Eo O N r N d �a s m ^ c ca c d'13 d o a. a°io Ln o €� BN N N r ° 0 0 d c c r -725 010 N 'ii a") m C7 . > a d a > 5 ° ° a n Utr .rte c d c c E a v O cer Ta m mn v t] a r € co cr ra EL 0) LL LL d v y tj U U Z to Z E m E c 00000-86 TRB+Associates Date: April 11,2016 To: Brett Wayland Agency. County of Butte TRB+ Project Number. 16.054.103.2 Final Plan Review Page 1 of 2 -r - (via email) infoa-waylandconstruction.net Cc: Philo Hunt; Nancy Springer; Deborah DeBrunner; Jordan DeBrunner, Amber Franzino Email: phuntabuttecounty.net; nsprinpera-,)buttecounty.net; ddebrunneraabuttecoutny.net, jdebrunner(a_buttecounty.net; afran2ino aabuttecounty.net (via email) RE: Plan Review for: Davis Residence Project Address: Pasatiempo Drive, Chico, CA ,Agency App. No.: B16-0384 TRB+ Project No.: PC16.054.103.2 The following documents were received for review: Plans: (2 sets) Sheets dated 3/31/16: Sheet 1 to Sheet 8 Sheets dated 2/15/16: SN, SD1, SD2, SD4 Sheets dated 3/30/16: SD3 Structural Calculations: (2 copies) A. Johnson, dated 2/17/16 Energy Calculations: (2 copies) M. Ramirez, dated 2/9/16 Truss Calculations: (2 copies) C. Soon Ong dated 3/31/16 Other: (1 copy) Response received 4/6/16 - (2 copies) Response Structural A. Johnson dated 3/30/16 (1 copy) Mini Plans (1 copy) Square Footage verification (2 copies) Plot Plan Plans have been reviewed for compliance with the Building Department requirements contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. There are no further comments; however, the condition cited on the following page applies. Sincerely, TRB + ASSOCIATES, INC. Nicolas Ho ICC Certified Plans Examiner TRB + Associates, Inca BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216+ San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 ss www.TRBplus.com Agency. County of Butte TRB+ Project Number. 16.054.103.2 CONDITION: 1. Prior to permit issuance, engineer of record to provide letter indicating they have reviewed updated supplemental truss drawings dated March 31, 2016 or provide stamp and signature on updated shop drawings. 0 TRB +Associates , j. Agency: County of Butte RECEIVE® TRB+ Project Number. 16.054.103.1 Initial Plan Review APR 0 6 2P o Page 1 of 5 Date: March 14, 2016 TRB AND ASWCJ095 To: Brett Wayland (via email) infoa- aylandconstruction. net Cc: Philo Hunt; Nancy Springer; Deborah DeBrunner; Jordan DeBrunner Email: phunt(a)buttecounty.net; nspringera-buttecounty.net; ddebrunnera-buttecoutny.net, idebrunner(a.buttecounty. net (via email) RE: Plan Review for: Davis Residence Project Address: Pasatiempo Drive, Chico, CA Agency App. No.: B1670384 TRB+ Project,No.: PC16.054.103.1 At the County of Butte's request, TRB + Associates has completed its plan review for the project listed above. Please see the section entitled "FORWARD" on the following page for information on the scope of the review, instructions on how to resubmit, and contact information for your project. The following documents were received for review: Plans: (2 sets) Sheets dated 2/17/16: Sheet 1 to Sheet 8 Sheets dated 2/15/16: SN, SDI to SD4 Structural Calculations: (2 copies) A. Johnson, dated 2/17/16 Truss Calculations: (2 copies) M. A. Hernandez, dated 2/11/16 Energy Calculations: (2 copies) M. Ramirez, dated 2/9/16 Other: (1 copy) Square Footage verification (2 copies) Plot Plan Plan review comments are listed on the following pages Sincerely, TRB + ASSOCIATES, INC. Todd Bailey, PE ICC Certified Plans Examiner BUILDING SOLUTIONS for MUNICIPALITIES ss 1(�- bogy �UTTE . COUNTY APR ®1 2016TRB+ Associates, Inc. 3180 Crow Canyon Place +Suite 216 + San Ramon, CA 94583 T 925 866.2633 DEVELOPMENT F 925 790.0011 SERVICES www.TRBplus.com PROJECT DATA Occupancy Group: Type of Construction: Number of Stories: Conditioned Floor Area (s.f.): Total Garages (s.f.): Fire Sprinkler System: Valuation: R -3/U VB Two / 3883 1760 ' Required $800,000 1 Agency: County of Butte TRB+ Project Number: 16.054.103.1 FORWARD ' ■ This plan review is only for the purpose of evaluating compliance with the provisions contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. Please note that our review does not encompass provisions, regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other authorities outside the jurisdiction of the Building Department. ■ Please address all of the following items and return a copy of this list, along with a response sheet, indicating the location of all required changes to the plans, specifications and/or calculations. Be as specific as possible. in your responses so that we may expedite your recheck. ■ If any changes have been made to the plan documents unrelated to those items identified in this comment list, please list the changes on a separate sheet and include in your resubmittal documentation. ■ Please submit two (2) complete revised sets of plans and plan documents, wet stamped and signed by the Architect and/or Engineer of Record, to: County of Butte Department of Development Services 7 County Center Drive Oroville, CA 95965 N OR i, SEE REPLY 1 RED NEXT TO TRB + Associates, Inc. COMMENTS. Attention: Todd Bailey , 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 - 4 ARCHITECTURAL COMMENTS Review performed by: Nicholas Ho Al. Please provide safety or tempered glazing'at the following locations,per CRC Section R308.4: a. 2'6"x4' window in the first floor bathroom near the sliding glass door DONE b. 3'x3' window at the shower enclosure in the master bathroom INOT REQ. - TOP AT 8' HEIGHT A2. Please provide handrails on at least one side of stairways with four or ore risers. appears exterior stairways at the left courtyard, right porch, and rear porch have at least f CRC Section R311 7 8 our noels. Page 2 of 5 M NOT REQUIRED. HOUSE WILL HAVE PATIO SURROUNDING STAIRS THAT WILL ELIMINATE THE NEED. SEE EXTERIOR ELEVATIONS. TRB+ Agency: County of Butte TRB+ Project Number: 16.054.103.1 A3. Please indicate carbon monoxide alarms shall receive their primary power from the building wiring and shall be equipped with a battery back-up. CRC Section R315.1.2 DONE A4. Please indicate carbon monoxide alarms shall be interconnected in a manner that activation of one alarm shall activate all of the alarms in the individual unit. CRC Section R315.1.3 DONE A5. Please specify how access to the under -floor space at the entry, office, and dining room area will be provided. It appears the current under -floor access openings do not provide access to this area. CRC Section R408.4 JADDED ACCESS AT THAT LOCATION MECHANICAL COMMENTS PLEASE NOTE THAT -THE ATTIC VENT CALCS FOR THE SEPARATE GARAGE WERE MOVED TO JUST No comments noted. ABOVE THE SECTION ON SHEET 5. PLUMBING COMMENTS • P1. Please specify or provide detailing depicting the special venting requirements for island sinks. CPC Section 909.1 & Butte County Submittal Requirements ADDED NOTE ELECTRICAL COMMENTS E1. ' Please provide an electrical plan legend.. DONE C 1 E2. Please provide a receptacle outlet in bedroom #3 at the wall space between the closet f and the door. CEC Article 210.52(A) DONE 1 ENERGY COMMENTS EN1. Please indicate all lighting installed in attached and detached garages shall be controlled by vacancy sensors. CEnC Section 150.0(k)6 DONE EN2. Detail A/5: Please specify the following insulation values on the plans to match the Title 24 I Documents. a. R-21 insulation for walls DONE b. R-21 insulation for floor crawlspace DONE C. R-38 insulation for roof attic DONE i GREEN BUILDING COMMENTS No comments noted. i • Page 3 of 5 1 RB+ t FLOOD ZONE COMMENTS M Agency: County of Butte TRB+ Project Number: 16.054.103.1 F1. Sheet 3: Please specify that the exterior HVAC conditioning unit shall be at least one foot above the base flood elevation (132.3 feet or higher) er Butte Coun!y Ordinance 26-24(b)(1). CRC Sections R322.1.6 and 322.2.1 ADDED TO THE NOTES AT SHEETS 1,3 & 8. F2. It appears from elevation plan that the foundation Ven 11-11 __ a ion openings are elevated more than 1 foot above the ground level. Please show the bottom of each foundation vents/flood opening to be'no more than 1 foot above the ad'acent ground level. CRC Section R322.2.2 #2.3 CHANGED ON ALL EXTERIOR ELEVATIONS. WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS Not in a SRA zone. No comments noted. STRUCTURAL COMMENTS JBY OTHERS . Sl.'. Please provide grid lines on the plans to facilitate plan review and comments. Sheet 1 S2. Privacy wall at court yard: Steel posts are called out on the plan. Please provide structural calculations and construction details to show the steel posts bottom anchorage. S3. Skylights are shown at the Porch roof. Please show the structural framing around the skylight openings. ISHOWN AT DETAIL 2/5 ON SHEET 5. S4. For the stair located at the -Entry, please show the size of stair stringer beams, landing beams and their supports on the plan. r , S5. Please provide handrail construction details and calculations capable of resisting a single concentrated load of 200 lbs. applied in any direction at any point along the top rail.(show ,member sizes, connections etc) in accordance with ASCE 7-10 4.5.1; CBC 1607.8.1 S6. Please clarify the structural framing members at the Trellis: 4x4, 5x5 and 6x8 steel members are called out at the Trellis: the sizes appear to be for wood members. If steel members are desired to be used, please indicate the thickness of steel members and their FY strength on the plan. Sheet 2 S7. Attic furnace is shown at the Hall ceiling. Please indicate the weight of the furnace on the plan. The weight of the furnace shall,, be provided for the roof truss design. S8.- For the 8 feet span header beam located at the rear side of the detached Garage, It appears that the column footings for the column supporting the header beam are missing. Please verify. Sheet 3 S9. For the 14 feet span header beam located at the rear side of the porch, It appears that the column footings for the column supporting the header beam are missing. Please verify. Agency: County of Butte TRB+ Project Number: 16.054.103.1 S10. For the 5'/4'x11 7/8" floor beam located between the living room and the kitchen, It appears that the column footing for the column supporting the floor beam on the front end is missing. Please verify. Sheet 5 S11. Please clarify the rectangles shown on the garage roof: are they dormer vents? If so please show the structural framing at the dormer and how they are attached to the roof trusses. S12. Please clarify how the lateral forces are transferred at the following locations, provide details to demonstrate as necessary: a. For the shear wall located between the courtyard and stairs/Office (shear wall length = 11.5 ft), the elevation of the top plate is 10 feet at the Stairs/Office 2nd floor, and the elevation of the top plate is 12 feet at the living room low roof. Please demonstrate how the lateral force is transferred from the shear wall top plate to the low roof diaphragm. b. For the shear wall located between the Kitchen and Bath/Pantry (shear wall length = 7.5 ft), "Drag B" strap is specified at this location, but the elevation of the top plate is 10 feet at the Bath/Pantry low roof, and the elevation of the top plate is 12 feet at the living room low roof. Please show how the strap is attached to the top plates with different elevations. C. For the drag truss located between the Two Car Garage and the Porch (3100 lbs is indicated as collector force on sheet 5), the elevation of the top plate is 10 feet at the Two Car Garage, and the elevation of the top plate is 12 feet at the Porch low roof. Please show how the lateral force is transferred from the drag truss to the low roof diaphragm. Structural Calculations S13. Please provide structural calculations for the column foundations. Please use the worst case load condition for each type of footing. Roof Truss Calculations S14. It appears the weight of attic furnace shall be included in the trusses D05B calculation. Please verify and revise if required. See comment S7 for weight of the furnace. S15. For drag truss C07D, web members or truss blocking are not shown from span 6-10-4 to 20-3-9: please clarify how the wall sheathing are attached to form a continuous load path for the lateral forces to be transferred from the roof diaphragm to shear wall below the truss. [END] Page 5of5 1RB+ i ®. Summit Structural Design 383 Rio Lindo Ave #200, Chico, CA 95926 p. 530.592.4407 www.summitchico.com j RESPONSE TO PLAN CHECK #1 Project: Davis Residence, Pasatiempo Drive, Chico, CA 95973 Plan Check Number: B16-0384 TRB+ Project Number: PC16.054.103.1 Structural Plan Check Comments: S1) See revised plans for grid lines. S2) Privacy wall is a deferred submittal item. See Sheet 1 for deferred submittal note. S3) See revised roof framing plan sheet 5 for sky lite framing info, S4) See revised plan sheet 4 for stair landing framing as well as stair stringer framing and support locations. S5) Steel handrail is a deferred submittal item. See sheet 2 for deferred submittal note. 56) Steel trellis is a deferred submittal item. See Sheet 1 for deferred submittal note. S7) See revised sheet 2 for furnace weight. S8) Maximum beam reaction (Garage - 132) is 2010lbs... continuous footing adequate. S9) Maximum beam reaction (House - B11) is 2536lbs... continuous footing adequate. S10) See revised plan sheet 3 for F2 footing. S11) See revised plan sheet 5 for architectural dormer clarification. S12) a. The 11.5ft shear wall located at the courtyard and stairs is resisting loads from the high roof diaphragm as well as the 2"d floor'sub-diaphragm. The additional shear wall (L = 12') along grid line 2 is resisting the lateral loads from the lower roof sub - diaphragm. b. See revised plan sheet 1 for note to shear 7.5ft shear wall to roof above. c. The lateral loads from the porch are resisted by the shear wall panels along grid lines C and E. The 31001b drag truss is only a drag truss in -order to transfer the roof diaphragm loads from the garage/laundry into the 11.5ft shear wall below at grid line D. S13) See attached gravity foundations load map and calculation justifying allowable capacity of typical one and two story continuous foundations as well as spread footing capacities based on 1500 psf allowable soil bearing. S14) Furnace weighs 190 lbs per HVAC contractor. Truss by others. S15) Truss by others. Detail 13/SD4 shows typical drag truss load transfer to double top plate. 03/3o�t c� U ARCHITECTURAL DORMER FRAMING ABOVE BY OTHERS \— PROVIDE ST12 STRAP FROM EACH STUD TO RAFTER/BLOCK BELOW E.N. TRUSSES, BY OTHERS TH 2X PLATE WITH 16d AT 6" O.C. TO TRUSS BELOW, TYP. X6 BLOCK WITH LUS ANGER EACH END, TYP. --- 2X SHAPED BLOCK WITH (2) 16d AT 16" O.C., TYP. DETAIL y 17 NO SCALE \ ` ` . . ' J � PROJECT.- PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: AT www.suinniltclilco.com DATE: DESIGN OF �j ' ! '®r, -Rna��"��`~ r | | | | | U RA c, T, | PROJECT: � � . PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: www.summifchico. corn DATE: DESIGN OF Vtrev ;t34F--- + , ._,....F... ..�.�_ .-......... 4!{, -4.3.1.1L/ ��-..fir.._.. .._-j•-_.•-. _ ... If LLJ Y-1 C114 W • s Summit Structural Design Project: Page: Engineer: Date: esign of: foundations Soil Bearing: 1500 psi Concrete stem wall (Non-retaining):'(fc'_2500 psi) 8" wide with (1) #4 continuous at top of wall and #4 at 18" O.C. full height. Provide Ito at 18" O.C. vertical developed by hook into footing. U.N.O. Masonry stem wall (Non -retaining): 8" solid grouted (('rn _ 1500 psi) with #4 at 24" O.C. each way. Continuous footings: (fe' = 2500 psi) Width Thiekn.ess C.ap_(ptf) Reinforcing 12 12 1500 (2) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 3750 (4) #4 cant. Spread Footings:(fc'=2500 psi) Reinforcing Cap. Sonnnector Label Size Thickness Ea.,W„ay Kips Simpson F1 V-0" Sq. 12 (1) #4. 1.5 PB F1.5 1'-6" Sq. 12 (2) #4 3.375 PB' F2 2'-0" Sq. 12 (3).114 6 PB F2.5 2'-6" Sq. 12 (4) #4 9.375 PB F3 3'-1)" Sq. 12 (4) #4 13.5 CB F3.5 3'-6" Sq. 12 (5) #4 18.375 CB F4 4'-0" Sq. 12 (5) #4 24 CB F4.5 W -T Sq. 12 (6) #4 30.375 CB F5 5-0" Sq. 12 (7) 1$4 37.5 CB F5.5 5'-6" -Sq. 12 (5) #5 45.375 CB F6 6'-0" Sq. 18 (8) #5 54 CB F6.5 6-6" Sq. 18 (g) #5 63.375 CB_ Note; Bottom of each looting shall be at least 12" below finished grade or as per local requirements. x,=l"r.,� y�2r'!"' S�.y,��y�yY^�}.$�T7'S'G�" °�' _ •rr � .. ...* +� y�,. eao test' w u711:1fI 411-1 s�t't�;ss'� a r:; s i sinVa,, _M «---�--- pap iyNip' InoWl ssn8i Moa i E j A ALI 1 1 � cv.BQ cr?3G 6d �w R _ N i , I,: 1 ; 1 J MJ ' xl..s — - -�.�. ...�.. �, � at•:1\ If ij V _ .�' . �.: � '� '^""•' i.tyur • w.P«-__.. .a I .• ,�.� tai }!1 l.x� •1E 8.1 if i�j i ( •i �i y y 3 ,Tiuss ,Truss Tgpn ?Oty Ply ngVls" 15tx ass aa7C AMC 1 f Jou `.. rin1: 7. 4...... ............. ._.......-. ..�.. .. ....._ .. _....,tiQiarence(ogliotial}_ SYSTEMS PLUS LUMSFR CO. ANDEriSpN, CA, 'tarty Lobua Rim; 7.640 a Nov 10 2015 f'640 s Nov 1 b 701 S Mi rok lQusirfos Inc- Moon Fob 15 09•31 07 ?0 t 0 Pogo 1 ID.?y8in7iN67nlOIBkOK3doEzySFs-inSxPxMXijw1'SkbiOZNVR02LKp770u r5919ii.)6vkvMY 10-5.11, _ ."12 0.0.13 fr-a,__ 17•.1-!2...,....-20 3;9 ... 24-0.0 '25.0.0 i...... _ 3;8-!,......._ ,. ..0.10-4 r . 3.8.7 3.1.13 3.7.7 I.6.5t 1.6.5 3.7.7 9.1-13 8.827 -1.0 0 5x8 ( 3x6 �! • � (�'-i'� 3x6 - 10.00`12 � ax8 i! 2x4 E1 �;•� 4xII 1. T1/1 34 3x5 y< r r �! W3 W3 ��'' . `� f i v15� vd4 4 S W6 "'• �vJn 132 2y;:. ..-»....-..,,_....,... -.. «. L.....a..c •. „,... -. _........_ _....__ _... ......... .... ...._ ...... O N M L K 4x12 315 6x8 8x8 - 3'x5 s, 012 " 84 _"?'1-12.._20.3•x3 24-0-0....._. 3 8 7 3 1 t3 10:3'8. .. 3! 13 LLS -B-7 Plate Oltsvts.(X,Y)-- (A ! 0 O,dfle1; (C;4 6,S EtlgeJ,,[G 0.6,5 EdyeJ (1.t 0 O EiiggJ (L 0.3 f3,0 5 .12J. IM.0.3.8 0 5 12) LOADING (psi) SPACING- 2.0.0 TCLL 20.0 1 (Roof Snow -20.0) Plate Grip DOL 1.15 TCDL. 15.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012r rPI2007 .0.70 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x8 DF SS WEBS 2x4 DF Stud/Std G 'Except' W1,W3: 2x4 OF No.18Btr G CSL DEFL. in (10c) I/doff L/d TC 0.76 Vert(LL) •0.24 L -M X999 240 BC 0.52Vorl(TL) .0.70 L -M >411 180 WB 0.26 Hor;,(TL) 0.02 1 n/a n/a (Matrix -M) Attic -0.11 L:M 1099 360 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) Aa 128910.3.8 (min. 0.2-10), 1=1364/0.3-6 (min. 0.2.12) Max t•torz A--252(LC 27) Max UpliflA.-1232(LC 30), I 1252(LC 33) Max Grav A-2487(LC 49), I=2559(LC 50) FORCES. (lb) - Max, Comp./Max. Ton. • All forces 250 (lb) or loss except when shown. TOP CHORD A -B.:•3234/1719, B"C 3045;1294, C -D=-1843/894, D -E--298/818, E.F 2981817, F -G=-1845/894, G -H=•3043/1294, H-1--3200/1712 BOT CHORD A-0=-136412654, N -O 974/2363, M -N=•649/2080, L -M=-51911803, K -L=-871/2182, 1-K=-1259/2473 WEBS O -P 2085/4, F -Pm -208514, C -M=0/1097, G -L-011093, B-0-51711 15, H-KII-554/113, B.M,,_488/299, H -L=•456/299 Scato - 1$V PLATES GRIP MT20 220i195 Weight: 176 lb FT 20% Structural wood sheathing directly applied or 3-9-14oc purlins. Rigid ceiling directly applied or 6.0.0 oc bracing, Except: 10.0-0 oc bracing: L -M. _..._..._� �..._.._ ._ _.-_..._...___...._. i MiTok recommends (hitt Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (14) 1) Wind: ASCE 7.10; Vult-I 10mph (3 -second gust) Vasd-87mph; TCDL-6.0psf; BCDL-6.0ps1: h=251t; Cal. 11; Exp C; onclosad; MWFRS (envelope) gable end cone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL -1.33 2) 7 -CLL- ASCE 7.10; PI -20.0 psi (flat roof snow); Category 11; Exp C: Partially Exp.: Ct. t 3) This iruss has been designed for greater of min roof live load of 14.0 psi or 2.00 times lint root load of 20.0 psi on overhangs non-concunont with other live loads. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf pn the bottom chord In all areas whore a rectangle 3-6-0 tail by 1-0.0 wide will fit between file bottom chord and any other members. 6) Ceiling dead load (5.0 psi) on momber(s). C -D, F -G: D -P, F -P: Wall dead load (5.0psf) on momber(s).0-M, G -L 7) Bottom chord live load (40.0 psi) and additional bottom chord dead load (10.0 psi) applied only to room. L -M 8) A plate rating reduction of 2095 has been applied for (lie green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1232 ib uplift at joint A and 1252 Ib uplift at joint 1. 10) This truss is designed In accordance with the 2012 International Building Coda socifon 2306.1 and referenced standard ANSI/TPI i, 11) This truss has been designed for a total drag load of 3100 ib, Lumber DOL=(1.33) Plato grip DOLm(1.33) Connect truss to resist drag loads along bottom chord from 0.0.0 to 24.0.0 for 129.2 ptf. 14 "Semi-rigid pitchbreaks veil!) fixed heels" Member and fixity model was used in the analysis and design of this iruss. 13) Attic room checked for L1360 deflection. f 4) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. . M Truss Type - Qty Ply DAMS ----� �russ ,'o 1512-088 D05B COMMON 2 1 Plate Offsets (X,Y)-• [C:0-4-0,Edge),[F:0-0 8,Edge)J4:0.5.8 0.2-8),[K:0-1.12,0-1-8] TL OL(ING psf20 0 SPACING- 2-0.0 CSI. Job Reference (optional) 4x5 ii ,.v.va,vw,vcviu nn,onumuauroa, niu. rrw nwi uo ii.-u.ia cvio uei ID:?y8in7jN6?nIOj8kOK3daEzySFs-OZCcycG A&;umn16ME' 7hxzFjVnD9Dy9PH63_z jrU 8-2-15 3-2-15 3r8,0 6-5-15 7.8.0 11-8-8 12-10.11 17-2.15 r 3.2.15 0---5'1 2.9. 15 1-2-1 1 3.5.9 � a6.15 6x8 Nd BSh15 = Scale = 1:60.0 C I M G 2x4 11 2x4 II 4x4 = 3x4 = 353105 , 8-2015 - -101 1 17-4-151 -1 47 42 -42 Plate Offsets (X,Y)-• [C:0-4-0,Edge),[F:0-0 8,Edge)J4:0.5.8 0.2-8),[K:0-1.12,0-1-8] TL OL(ING psf20 0 SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC .0.43 Vert(LL) -0.09 H -I >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.28 H -I >733 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.07 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 126 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS G 'Except' end verticals. B2: 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 DF Stud/Std G JOINTS 1 Brace at Jt(s): J MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation guide. 1 REACTIONS. (Ib/size) F=833/0-5-8 (min. 0-1-8), L=903/Mechanical -- Max Hoa L-2311 (LC 4) Max UpliftF=-11(LC 9) Max GravF=890(LC 16), L=1038(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1001/0, B -P=-891/0, C -P--715/51, C -Q— 400/74, D -Q=-530/3, D -E=-1122/0, E -F=-1192/20, A•L=•1104/0 BOT CHORD F -G=0/871, J -K=0/731 WEBS D•J=0/686, E -G=-314/16, G -J=0/943, E -J=-305/240, A -K=0/819 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) 200.01b AC unit load placed on the top chord, 5.8-0 from left end, supported at two points, 4.0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tsill by 1-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint F. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUILDING ENERGY ANALYSIS REPORT PROJECT: Thomas & Amy Davis Pasatiempo Drive Chico, CA 95973 Project Designer: Lynn Smith 199 Sycamore Valley Road Chico, CA 95973 (530) 891-0585 rtrswu'I #• eU� BUTTE'COUNTY DEVELOPMENT SERVICES FLEW IEWED FOR Report Prepared by: CODE MPLOAINCE Max Ramirez DATE U91- 41` BY Golden Sun Designs 22189 Samson Ave Corning, CA 96021 (530) 321-7242 BUTTE COUNTY FEB 23 ?016 Job Number: DEVELOPMENT 020416 -Davis (LS) SERVICES Date: 2/9/2016 - The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC —www.energysoft.com. EnergyPro 6.7 by EnergySoft User Number: 5733 ID: 020416 -Davis LS TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF71 R -PRF -01-E Certificate of Compliance 3 Form RMS -1 Residential Measures Summary 12 Form MF -1 R Mandatory Measures Summary 13 Y . 1 BUTTE COUNTY BUILDING DIVISION APPROVED EnergyPro 6.7 by EnergySoft Job Number: ID: 020416 -Davis (LS) User Number: 5733 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 16:48, Tue, Feb 09, 2016 Input File Name: 020416 -Davis (LS).xml CF1R-PRF-01 - Page 1 of 9 GENERAL INFORMATION 01 01 Project Name Residential Building 02 This building incorporates features.that require field testing and/or44verification;by a'certified HERS ratenunder the supervision of a CEC-approved HERS provider. 02 Calculation Description Title 24 Analysis f 55 }. , k%, 03 03 Project Location Pasatiempo Drive Compliance Margin v r. A . 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 3883 15 Number of Zones 2 16 Slab Area (ft2) 0 17 Number of Stories 2 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 17.6% COMPLIANCE RESULTS r 01 Building Complies with Computer Performence" "i 02 This building incorporates features.that require field testing and/or44verification;by a'certified HERS ratenunder the supervision of a CEC-approved HERS provider. 06 �- 'I l ',- —4� i 7k i J,,14 '1k _.i i a f 55 }. , k%, 03 This building incorporates one or'more Speciil Features shown below✓ - -' '� � V - - Compliance Margin v r. A . *--1' *0a. .... 22.93 19.55 ovI iMUUUNIY BILALDING DIVISION %PPROVED Registration Number: 216-No052471A-000000000-0000 Registration Date/Time: 2016-02-09 17:16:39 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2016-02-09 16:50:20 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 22.93 19.55 3.38 14.7% Space Cooling 46.94 51.07 -4.13 -8.8% IAQ Ventilation 0.92 0.92 0.00 0.0% Water Heating 7.56 5.25 2.31 30.6% Photovoltaic Offset — 0.00 0.00 — Compliance Energy Total 78.35 76.79 1.56 2.0% ovI iMUUUNIY BILALDING DIVISION %PPROVED Registration Number: 216-No052471A-000000000-0000 Registration Date/Time: 2016-02-09 17:16:39 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2016-02-09 16:50:20 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 16:48, Tue, Feb 09, 2016 Page 2 of 9 Calculation Description: Title 24 Analysis Input File Name: 020416 -Davis (LS).xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Floor has high level of insulation HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow Verified EER • Refrigerant Charge • Fan Efficacy Watts/CFM s HVAC Distribution System Verifications:. • Duct Sealing ! t Domestic Hot Water System Verifications: • —None — ENERGY DESIGN RATING r . This is the sum of the annual TDV energy consumption forenergy Luse components`included in the peiformance compliance approach fog therStandard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not`regulated by Title<24,;Part"6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. L, � I t.; �� elReferericeEnergy Us® _ Energy Design :Rating Margin Percent Improvement Total Energy (kTDVlf2-yr)" 118.82 717 "26 1.56 1.3% " includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 3883 1 4 2 0 1 BUTTE COUNTY BUILDING DIVISION Registration Number: 216-N0052471A-000000000-0000 Registration Date/Time: 2016-02-09 17:16:39 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-09 16:50:20 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 16:48, Tue, Feb 09, 2016 Calculation Description: Title 24 Analysis Input File Name: 020416 -Davis (LS).xml CFI R -PRF -01 Page 3 of 9 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 2682 11 DHW Sys 1 Gross Area (ft) Zone 2 Conditioned HVAC Systeml 11201 19 1DHW Sys 1 Front OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (f:2) Tilt (deg) Front Wall Zone 1 R-21 Wall 90 Front 770 189.5 90 Left Wall Zone 1 R-21 Wall 180 Left 710 134 90 Rear Wall Zone 1 R-21 Wall 270 Back 596.6 195 90 Right Wall - Zone 1- R-21 Wall 0 Right 770 65 90 Garage Common Wall Zone 1» Garage_ - R-21 Welll 240 21.3 Roof Zone,1 k 1481 Raised Floor Zone,1. +Zone` j' R-21,FloorCrawlspace` ; .r F 3 E _ 2682 Front Wall 2 2 ' R-21 -. Wall POW ''-9b V Front _ 396 70 90 Left Wall 2 ' Zone 2"4 # 3» V% R-21 Wall: VN 180 ' Leff 238.5 12.5 90 Rear Wall 2 Zone 2 R-21 Wall 270 Back 214 90 Right Wall 2 Zone 2 R-21 Wall 0 Right 342 58 90 Interior Surface Wall Zone 2—Attic Zone 2 R-21 Walll 58.5 21.3 Interior Surface Wall 2 Zone 2»Attic Zone 2 R-21 Walll 313 Roof 2 Zone 2 R-38 Roof Attic 1201 Left Wall 3 Garage_ R-0 Wall 180 Left 260 90 Rear Wall 3 Garage_ R-0 Wall 270 Back 240 90 Right Wall 3 Garage_ R-0 Wall 0 Right 260 144 90 Roof 3 _Garage_ R-0 Roof Attic 624 BUTTE COUNTY BUILDING DIVISION APPO��E Registration Number: 216-140052471A-000000000-0000 Registration Date/Time: 2016-02-09 17:16:39 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-09 16:50:20 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 16:48, Tue, Feb 09, 2016 Calculation Description: Title 24 Analysis Input File Name: 020416 -Davis (LS).xml CF1 R -PRF -01 Page 4of9 ATTIC . ` IE`""�;. V 01 02 03 04 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Garage_ Attic Garage Roof Cons Ventilated 10 0.1 0.85 No No Attic Zone 1 Attic RoofZone 1 Ventilated 10 0.1 0.85 No No Attic Zone 2 Attic RoofZone 2 Ventilated 10 0.1 0.85 No No WINDOWS . ` IE`""�;. V 01 02 03 04 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli or Area (f:2) 1.1 -factor SHGC Exterior Shading Window Window ; Front Wall (Front -90) - - 1 147.8 0.30 0.23 Insect Screen (default) Window 2 Window �, Left Wall (Left -180) - - 1 1 134.0 0.30 1 0.23 Insect Screen (default) Window 3 Window } Rear Wall (Back -270) - - 1 195.0 0.30 0.23 Insect Screen (default) Window 4 Window "" [ Right Wall (Right -0) - - 1 65.0 0.30 0.23 Insect Screen (default) Window 5 Window N -Front Wall (Front -90) - - 1 70.0 0.30 0.23 Insect Screen (default) Window 6 Window r Left '1%Va112 (Left=90 ` 1 ""'12.5 0.30 0.23 Insect Screen default Window 7 Window :' - Right Wall,2'(Right=, -h (, J J `-F r h rrr�. 1 f �, 58 0 0.30 0.23 Insect Screen (default) DOORS . ` IE`""�;. V 01 02 03 04 Name Side of Building Area (ft) 1.1 -factor Door Front Wall 41.7 0.50 Door 2 Garage Common Wall 21.3 0.50 Door 3 Interior Surface Wall 21.3 0.50 Door 4 Right Wall 3 144.0 0.14 BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 216-N0052471A-000000000-0000 Registration Date/Time: 2016-02-09 17:16:39 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-09 16:50:20 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 16:48, Tue, Feb 09, 2016 Calculation Description: Title 24 Analysis Input File Name: 020416 -Davis (LS).xml CF1 R -PRF -01 Page 5 of 9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Inside Finish: Gypsum Board • Cavity/ Frame: no insul. / 2x4 • Exterior Finish: Wood R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking Ceilings (below Inside Finish: Gypsum Board R-0 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/ Frame: no insul. /2x4 • Cavity/ Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Cavity/ Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs ; Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) 4 t, Floor Surface: Carpeted ,;-Floors Oyer" * Floor Deck: Wood Siding/sheathing/decking R-21 Floor Crawlspace Crawlspace Wood Framed Floor ' 2x8 @ 16 in. O.C. R 21 0.044 Cavity/Frame: R-21 /2x8 r (�IxiS Inside Finish: Gypsum Board Cavity/Frame: R-21 /2x6 :._��- 77 Exterior Finish: Wood Wall Exterwr Walls z.R-21 ,�Wood Framed Wall @ 16 m. O.C. R 21 0.066 Siding/sheathing/decking t a Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-38 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 Over Floor Joists: R-28.9 insul. • Inside Finish: Gypsum Board • Cavity / Frame: R-21 / 2x6 R-21 Walll Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.064 Other Side Finish: Gypsum Board • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 2 Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Floor Surface: Carpeted • Floor Deck: Wood Siding/sheathing/decking • Cavity/Frame: no insul. /2x12 R-0 Floor No Crawlspace Interior Floors Wood Framed Floor 2x12 @ 16 in. O.C. none 0.196 Ceiling Below Finish: Gypsum Board BUTTE COUNTY BUILDING DIVISION APPOVIr Registration Number: 216-N0052471A-000000000.0000 Registration Date/Time: 2016-02-09 17:16:39 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-09 16:50:20 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 16:48, Tue, Feb 09, 2016 Input File Name: 020416 -Davis (LS).xml BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required — CFI R -PRF -01 Page 6 of 9 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% WATER HEATERS 01 02p 03 04 05 06 07 08 Heating Unit Name I ` i t V%-4 V t ik.« HVAC Systeml Recirculation Tank Exterior Name Pipe Insulation 1 Compact Distribution Tank Volume Energy Factor or Distribution Insulation Standby Loss Name Heater Element Type Tank Type (gal) Efficiency Input Rating R -value (Fraction) DHW Heater 1 ,, Natural Gas -' ; , Small Instantaneous 0 0.84 185000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 01 pZ y t ,. ..03_ 6 - . "'03-' ,, 04 M ` 05 06 07 Heating Unit Name Cooling Unit Name i t V%-4 V t ik.« HVAC Systeml Recirculation Central DHW Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Control Distribution DHW Sys 1 - 1/1 — — — — — — SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC Systeml Other Heating and Cooling System Heating Component 1 Cooling Component 1 - HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES 01 02 03 Name M1 II -r r: e-^1 1AI`Pv Type Efficiency Heating Component l of III' n n n al c'' CntrlFurnace - Fuel -fired central furnace 90 AFUE PRIO t6 Registration Number: 216-No052471A-000000000-0000 Registration Date/Time: 2016-02-09 17:16:39 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-02-09 16:50:20 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 16:48, Tue, Feb 09, 2016 Calculation Description: Title 24 Analysis Input File Name: 020416 -Davis (LS).xml CF1R-PRF-01 Page 7 of 9 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 I SplitAirCond I 12 I _F 14 Not Zonal I Single Speed Cooling Component I 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Not Required Required HVAC - DISTRIBUTION SYSTEMS 01 t 02 03 04 05 06 07 Name - Type - - -. »--Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic r1 r • ■ -. - Sealed and.tested I` 1�- N It p 8 Attic None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION```' 01 ' 02 -1 C;03W " 04 f V 05 L 06 07 OS Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required — HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name BUTTE COUNTY Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan bUILDIN ,a DIVISION Required 0.58 AWR E Registration Number: 216-No052471A-000000000-0000 Registration Date/Time: 2016-02-09 17:16:39 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-09 16:50:20 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 16:48, Tue, Feb 09, 2016 Calculation Description: Title 24 Analysis Input File Name: 020416 -Davis (LS).xml CF1 R -PRF -01 Page 8 of 9 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM - IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 76.33 0.25 Default 0 Required ES P FER BUTTE COUNTY BUILDING DiVI4I011o! APPPWE Registration Number: 216-No052471A-000000000-0000 Registration Date/Time: 2016-02-09 17:16:39 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-09 16:50:20 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 16:48, Tue, Feb 09, 2016 Input File Name: 020416 -Davis (LS).xml CF1 R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: m LW. ✓Ramirez Max Ramirez Company: Signature Date: Golden Sun Designs 2016-02-09 17:16:39 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 530-321-7242 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business'and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features orsy_stem design features identified on this _Certificate.of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications_ submitted 6 -the enforcement agency -for approval4with this..building permit application. Responsible Designer Name: y r 'Responsible Designer Signature cx�amirez Max Ramirez #f. Company: p Date, Signed, g " Golden Sun Designs 2016-02-09 17:16:39 Address: License: 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 530-321-7242 BUTTE COUNTY BUILDING DIVISION APPROVED Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-No052471A-000000000-0000 Registration Date/Time: 2016-02-09 17:16:39 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-09 16:50:20 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Thomas & Amy Davis Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2/9/2016 Project Address Pasatiempo Drive Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 3,883 Addition n/a # of Units 1 INSULATION Construction Type Area Cavi (ft) Special Features Status Floor Wood Framed w/Crawl Space R 21 2,682 New Wall Wood Framed R 21 3,882 New Door Opaque Door - no insulation 42 New Roof Wood Framed Attic R 38 2,682 New Demising Wood Framed w/o Crawl Space - no insulation 1,201 New FENESTRATION Total Area: 682FGlazing Percenta e: 17.6 so New/Altered Average U-Factor: 0.30 Orientation Area(ft) U-Fac SHGC Overhang Sidefins Exterior Shades Status Front (E) 217.8 0.300 0.23 none none Bug Screen New Left (S) 146.5 0.300 0.23 none none Bug Screen New Rear (Kq 195.0 0.300 0.23 none none Bug Screen New Right (N) 123.0 0.300 0.23 none none Bug Screen New U I I E C, UILU N ' UlVi I APPRy HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 2 Central Furnace 90% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R-Value Status HVAC System Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Instantaneous Gas 0 0.84 Standard New EnergyPro 6.7 by Ener Soft User Number., 5733 RunCode: 2016-02-09716:50:58 ID: 020416-Davis LS Pa a 12 of 16 200 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the eomDliance aDDroach used. ExceDtions may aDDly. Review the respective code section for more information. Building Envelope Measures: §I 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-11 ] (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110.8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the installation of a cool roof is specified on the CF I R. § 110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF1 R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § I50.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(b): Loose till insulation shall conform with manufacturer's installed design labeled R -value. §150.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § I50.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §150.0(g)l: walls, vented attics and unvented attics with air -permeable insulation. § 150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class Il vapor retarder. In a building having a controlled ventilation crawl space, a Class 1 or Class H vapor retarder shall be placed over the earth floor of § 150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 § 150.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U - factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)1B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. §150.0(e)1C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. §150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. BUTTE INTV Space Conditioning, Water Heating and Plumbing System Measures: BUILDING DIVISim § 110.0-§ 110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certifie t the E'Rergy bi mission.-* ,.. § 110.3(c)5: Y o'. Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. § 150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. §150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of §110.2(c). § 150.00)]A: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150.00)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. §150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 200 Low -Rise Residential Mandatory Measures Summary § 150.00)2C: Pipe for cooling system lines shall be insulated as specified in § I50.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § 150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class i §150.00)3B: or Class It vapor retarding facing, or the insulation shal I be installed at the thickness that qualifies as a Class I or Class 11 vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the §150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § I50.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of §I 10.3(c)5. § 150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §I50.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than ''A inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints §150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § 150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § 150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not §150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §I50.0(m)10: Flexible ducts cannot have porous inner cores. 1 COUNTY When space conditioning systems use forced air duct systems to supply conditioned air to an occupiKb1s6a"cefl Me"yduc�sas%] ON § 150.0(m)11: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accor ane with=Reference Residential Appendix RA3. AFH(_1F Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0 m 12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The § 150.0(m)13: space conditioning system must also demonstrate airflow_ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy <_ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, § 150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of:S 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. § 150.0(o)i A: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix.RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 200 Low -Rise Residential Mandatory Measures Summary § 110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §I 10.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro- grammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: §110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of §110.9. §I50.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §I50.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. §150.0(k)1B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § t50.0 k . The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with §150.0(k)IC: §130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k) ] D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k) ] E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §130.0(c). Night lights do not need to be controlled by vacancy sensors. §150.0(k)IF: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0 § ] 50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. §] 50.0(k)2B: Exhaust fans shall be switched separately from lighting systems. §150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer § 150.0(k)2G: according to § 110.9; meets installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § I50.0(k) if: it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in ' 150.0(k)2. § 150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to §110.9, and complies with all other applicable requirements in §I50.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § I50.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. § 150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § 150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § 150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (1C) by Underwriters Laboratories or other nationally recognized testingtrating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § 150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §I50.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § I50.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and BUTTE CC,,. iii. Controlled by one of the following methods: P1 !I! it-% M1% ml., , I..I'I W I%.101'`J1M 2013 Low -Rise Residential Mandatory Measures Summary BUTTE COUNTY BL- ""_ nil/ISION APPht,_., , -:) a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically tum the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § I50.0(k)9B: following requirements: i. Shall comply with § 150.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. §150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § I50.0(k)9B or 150.0(k)9D '140.7 shall comply with the applicable requirements in $110.9, § 130.0, § 130.2, §130.4, and §141.0. § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in §110.9, § 130.0, § 130.2, §130.4, § 140.7 and § 141.0. §150.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to § 130.0(c). §I50.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for ' ' nonresidential garages in 110.9, 130.0, $130.1, § 130.4, § 140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of §150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: §150.0(k)12B: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a)l: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of §1 10.10 b through §1 10.10 e . §I 10.10(a)2: Low-rise multi -family buildings shall comply with therequirements of §I 10.10(b) through §1 10.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for § 110.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. §I 10.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): A copy of the construction documents or a comparable document indicating the information from §110.10(b) through § I I0.10(c) shall be provided to the occupant. § 110.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric'. BUTTE COUNTY BL- ""_ nil/ISION APPht,_., , -:) MINIMUM REQUIREMENTS - NEW CONSTRUCTION, U.N.O. JOB #: 020416-DAVIS (LS) RAISED FLOOR INSULATION:_ ❑ R-19 ❑X R-21 ❑ N/A WALL INSULATION:. N R-21 INSULATION @ GARAGE DEMISING WALLS:_ R-21 MANDATORY VAPOR BARRIER (ZONES 14 & 16): X❑ NOT REQUIRED WINDOWS: LOW E, NON METALLIC FRAME, MAXIMUMS = U -FACTOR @ 0.30, SHGC @ 0.23 (MILGARD STD. VINYL) ATTIC INSULATION: ❑X R-38 DUCT INSULATION: X❑ R-8 WATER HEATER, 50 GAL. OR LESS W/ EF MIN. @ 0.62: ❑ ON DEMAND WATER HEATER, W/ EF MIN. @ 0.84: ❑X HEATING, FAU: ❑X @g0% COOLING: ❑X 14 SEER COOLING: Q 12 EER . ATTIC RADIANT BARRIER ROOF SHEATHING: ❑ SECTIONAL GARAGE DOOR TO HAVE INSULATION @ R-6.4 MIN. STATE MANDATED HERS TESTING: INDOOR AIR QUALITY (IAQ): HERS rater will verify the system meets required amount of CFM airflow required for whole house ventilation, can be intake or exhaust. FAN WATT & AIRFLOW: HERS rater measures total return airflow, minimum airflow required to pass is 350 cfin per ton of condenser. Ensures system is obtaining the required amount of flow going into the duct system to operate optimally. HVAC DUCTS: HERS rater pressurizes duct system and tests for leakage not to exceed 6%. Ensures system is not leaking conditioned air into the attic, and system operates optimally. ADDITIONAL REQUIRED HERS TESTING FOR THIS PROJECT: COOLING SYSTEM: HERS rater will verify the EER rating on the cooling unit. COOLING SYSTEM: HERS rater will verify the Refrigerant charge on the cooling unit. RECOMMENDED HERS RATER FOR THIS PROJECT: BUTTE COUNTY 5 STARR ENERGY, INC. BUILDING DIVISION 835 REMOR STREET.AP P M e% REDDING, CA 96002 Ph. (530) 275-3350 Fax (530) 275-3352 adrian@5starrenergy.com ADRIAN STARR RECE,� NAR 0 1 2C,J ` TRB AND ASSOCIATE - Summit Structural Design 383 Rio Lindo Ave., Suite 200, Chico, CA 95926 530.592.4407 www.summitchico.com February 17, 2016 RE: Thomas & Amy Davis Residence, Pasatiempo Drive, Chico, CA To Whom It May Concern: I have reviewed the truss calculations by Systems Plus dated, 02/16/16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely; Andy Johnson, P.E. 1 *C'V"- `��\P BUTTE COUNTY BUILDING DIVISION APPROVED BUTTE COUNTY FEB 2 6 2016 f DEVELOPMENT SERVICC1ES PER 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitctiico.com Structural Calculations For: u Client: Thomas & Amy Davis Project,: Davis Residence Address: Pasatiempo Drive, Chico, CA 95973 APN: 040-670-003 REVIEWED FOR CODE COMPLIANCE APR 1 1 2016 T'R13 AND ASSOCIATES P Y,; I BUTTE COUNTY FEB 2 6 2016 DEVELOPMENT SERVICES 02 I W B% -(SP Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. M SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall �- be of the highest duality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards, STRUCTURAL NOTES 1. GENERAL. A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPUCABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. 'THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONST'RUCT'ION IS IN FULL AGREEMENT WITH 'THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEERJHENTHE ENGINEER Will. ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF T14E STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOTSHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND .SHALL PROVIDE ALL MEASURES NECESSARYTO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETCETERA. D) IF A PARTICULAR FEATURE OF CONSTRUCTION 15 NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN 1TSHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONSTHAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OFTHE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TOTHE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER, 2. SITE WORK/ FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = .1,500 PSF PER CBC TABLE 1804.2. 0) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE. ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR.STEPPED FOOTINGS, ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WAIL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SIHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%, 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WAL.L.S. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENTTO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 201:3 CBC. T141S ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE 11 OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.4595 BY WEIGHT, E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS ASUITABLE SLAB -ON -GRADE: AT GARAGESLABS, USE 4" THICK S.O.G. WITH 113 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3.1/2" SLAB WITH 113 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID-DEPTIH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS, G) SAW -CUT TOP Y." OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CASTAGAINSTANDPERMANENTLY EXPOSED TOSOIL• 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE. US BARS AND SMALLER: 1w' 116 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: ''Y," J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) 115 AND LARGER REOAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEELAND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING. %' APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING; STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 118" GAP ATALI. PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 7., FLOOR SHEATHING: '/," APA RATED 4812 i WITH FACE GRAIN PC•RPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.CFIE'LD, GLUE AND NAIL TO ALLSUPPORTS. PROVIDE 1/8- GAP AT ALL PANEL EDGES U.N.O, BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4, ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N,O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRIC'ATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190,1 AND ASTM b 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2.. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER)SHALL HAVE FB=3100 PSI & FV = 285 PSI MIN., AND SHALT. BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 Cl) PARALAMS: PSCS (PARALLEL STRAND LUMBER) SHALL HAVE F0= 3100 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X,229"' THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH.ONE BOLT LOCATED V-0" MAXIMUM AND (7) BOLT DIAMETERS MINIMUM FROM EACH END OF EACH PIECE. THE EDGE OF THE SILL PLATE WASHER SHALL BE LOCATED Y," MAXIMUM FROM FACE OF WALL SHEATHING. AT SHEAR WALL, LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.1,8, AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1, STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L 11.1 U.N.O. 3. ZX AND 3X RAFTERS SHALL BE. DF -L 42 U.N.O. 4, 2X JOISTS SHALL BE DF -L H2 U.N,O. S. CONCEALED BEAMS SHALL BE DF -L 02 6. EXPOSED BEAMS SHALL BE DF -L 111 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS .SHALL. BE HOT DIPPED GALVANIZED, G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CAILEDSHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT; INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS L) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE. CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFICTREATMENTAPPLIED TO WOOD. 1.) MANUFACTURED "I" JOISTS: MANUFACTURED LID (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PE.R THE MANUF'ACT'URES RECOMMENDATIONS USING A DEFLECTION LIMIT OF 1./480 U.N,O. USE A MANUFACTURED 1.1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE. RIM OR 1 "V, LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 20:3 CBC TABLE 2.304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED M THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BETAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT Or- ROOF AND OR FLOORS AND COULD LEAOTO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE AL1. MEASURES NECESSARY TO PROTECT FRAMING FROMTHE EFFECTS OF SHRINKAGE. 6.3 BEAM FFLAMING A.) BUILT UP BEAMS; ALL'BUILT UP, LAMINATED DOUBLE OR MULTIPLE 7.X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITI•i .16d NAILS AT 6" D.C. T&S U.N,O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WADS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORTS14ALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: NOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIREPLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTSITRIMMERS A.) SUPPORT: SUPPORT /ILL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITM'EQUIVALENTFRAMWG AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD I5 TO BE'CRAN5FERRED TOTNE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 3 6-5 WALL FRAMING Al DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE. OF STUD BEARING Wnll5llALl OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USF,. ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID>HEIGHT WHERE STUD LENGTH EXCEED510'-0". C.) MIS-PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK•BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT IGC REPORT. 0:) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E-) LET IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME..5TEEL.S1'RAPS WHICH 00 NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-1 D. FOR SILLAND ANCHOR BOLTSPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.0 OR LESS SHALL BE 3X NOMINAL LIN PER PIANS AND DETAILS. 6.6 CONNECTIONS s A.). HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.), ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE-TIGFI'TENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D:). LAG SCREWS SHAD. BE SCREWED, NOT DRIVEN, INTO PLACE. E.)' FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOODSHALL'BE HOT DIPPED GALVANIZEp, I 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL; BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4, B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PR10R TOTRUSS FABRICATION, C) MINIMUM TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE , TOP CHORD DEAD LOAD 15.5 PSF BOTTOM CHORD DEAD LOAD 8 PSF BOTTOM CHORD LIVE LOAD 10-PSF (NON-CONCURRENT WITH TOP CHORDtIVE LOAD) TOTALLOAD 43.5 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC I D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. .E) 'TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLICAGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER COC CHAPTER 16, DIVISIONS I, II, 111, AND NiU.N.O.. 8) ROOF LIVE LOAD: 20 PSF REDUCIBLE i C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C j .7 PROJECT' 160 ` 12 PAGE.' SUMMIT STRUCTURAL DESIGN ENGINEER: AJ www.summitchico.com DATE. u DESIGN OF �,-rex) eY G I Loci Cl s � 1 Y�........�:.._..�w....li_...._�...._...�_�. � ..__�_.�_,_. ! _.�._: k If ....1_ ..i__... �Y1�a l:.i �V ta;1�►�C��9 ,_ + VID . l r ; I 'COO FIS J -J[), VV 0 5T -17 - Tc _ 1 t- .. i.. _.. ' _ ► .. �_� _ D'RojEcr-i( PAGE, SUMMIT STRUCTURAL, DESIGN -.-NGINEER: www.sun7t7iitchico.com DA rE.- DESIGN OF Lo-tcx- cA 11 Li vi L C>\c ov &'o' • '41 -4- - - ot 101 mpq 6�1 ns .......... , j y =WE" 0 -IOU S E Summit Structural Design Project: Page: Engineer: Date: Desion of: MWFRS-Envelone Procedure (ASCE 7-10- Section 28-61 / .�" /CASE FJ i Conditions: 1. SimpleDiaphragm 2. Low-rise tt ( S m o i 4 Is1 `� 3. Enclosed 4. Regular Shaped sem` .......... �`�,, t� �C fASE 6 5. Not Flexible 6. Not Subject to: a) across wind loading b) vortex shedding r t _ c) instability (gallup/Mutter) d) channeling effect 4 e) buffeting (upwind obstructions) f b; `'��., CASE 8' "'o��i �e 7. Approx, Syrnelrical Cross Section With Flat, Gable, or Hip Roof d 451 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or the Torsional Load Cases do not Control the Design: (1) slot and hd30 it. or (2) story max and light framed or (2) story max and Ilex. diaphragrn L= 77 Long, Bldg. Dim. (ft) 2aL= 15.3 ft. T= 76.5 Transv. Bldg. Dim. (ft) 2a,= 15.3 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.4 Adjustment Factor K=,= 1 Topographic Factor Adjustment Factor for Bldg Height and h= 28 Mean Roof Height (ft) Exposure, A 0= 30 Closest Roof Angle Mean Rooi Exposure (5°,100,150,20°,250,or300) Ht. (it) B C D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 1 1.21 1.47 Location ps, 0=0 ps, 0=30 Min. Net Ovhg. 20 1 1.29 1.55 A-110 16.13 18.14 9.60 25 1 1.35 1.61 B-110 12.43 4.80 30 1 1.4 1.66 C-110 10.67 14.45 9.60 35 1.05 1.45 1.7 D-110 9.91 4.80 40 1.09 1.49 1.74 E-110 -19.40 6.97 -6.38 45 1.12 1.53 1.78 F-110 -11.00 -11.00 50 1.16 1.56 1.81 G-110 -13.44 6.05 -7.31 55 1.19 1.59 1 1.84 H-110 -8.48 -9.49 60 1.22 1.62 1 1.87 Goo,gle earth miles' km, 121 .-I C I ?18J2016 Design Maps Summary Reports USES Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in.2008) Site Coordinates 39.6770N, 12.1.7670W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 0.613 g SMS = 0.803 g SDs = 0.535 ,g S1 = 0.270 g SM1 = 0.502 g Spa = 0.335 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NENRV building code reference document. 0.90 0.81 0.72 0.0 0.54 O� M 0.45 to 0.36 0.27 0.12 0.09 0.00 0 MCEft Response Spectrum - -- - -.00 Period, T (sec) Design Response Spectrum 0.54 0.48 0.42 0.36 Or 0.30- 0124- 0.19-- 0.12,-- 0.001 .300.240.180.12'0.00 0.00 0.20 0.40 O.GO 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Although this information is a product of the U.S. Geological. Survey, we provide no warranty, expressed or implied, os to the accuracy of the data contained therein. "rhis tool is riot a substitute for technical subject -matter knowledge. u htip://ehpl-earthquake.cr.usgs.govidesignmapstustsummary.php?temp!ate=mPnimal&latitude=39.677&longitude=-121.767&siteclass=3&riskcategory=0&editio.., v1 Summit Structural Design Project: Page: Engineer: Date: 2/8/2016 Design of: Seismic Load Development (.ASCE 7-10) Seismic Design Category D Ss 0.613 Mapped 0.2 sac spectral response Occupancy 2. S1 0_.27 Mapped 1 sec spectral response I 1 Site Class) a . In accordance with Ch 20: TL '16 SMS. 0.80 Max Considered EQ SM1 0.50 Max Considered EQ SDS . 0;535 Design Spectral Rosponse 10.2 Sec) SD1 335 0 Design Spectral Response (1.0 Sec) _ �.: _ ..... es System Light Framed Shear Walls -_ R 6.5 Omega 3 Cd 4 Ht'Limit 65 Cs . 0.08 12.8-2 Max Cs 0.28 Min Cs 0.02,(.01 outside of SJ) Ct 0.02 x 0.75 Ta 0.18 Cu 1.4 Max T 0.25 No limit for drift _ Use T • 0.1.8 Alf Ss 0.613 Ss may be 1.5 it 5 stories and regular V. '- 0.082 'W Height to Roof (hn) = 19 It V_ 19.3 k Vert Dist Exp. (k) 1 PRO/ECT: 124- � SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER. AT www.surrurlitchico'com DATE: DESIGN OF 114.1., ..�..1.-=,......_ \iJ �.J 2 + #( ..1 !' 1_�. 1 ('�•-•i---•`M'_+ 17 �1 !.. `y X002 t _z_1� _- ci:)) _ 1 i-zojF Yu ce t } G i yj i �! 1I1 t � ` • - _ ,. .. ... �. +�rNn....s.. � `a�r+...w�,F,,.-.yam ,,...-- - . . s... r'C'r�"••�_"#"�' M1 `ti^^'�.,.'�-r:.,.t •v...... ... PROJECT, - � � .�.��4- u PAGE: -SUMMIT STRUCTURAL DESIGN ENGINEER: www.surr7mitchico.com DATE: A DESIGN OF • Lp 4,—,(, ca I Lop � �� c + 4--4 1 t� 19 0 7 1 + ! { t 72 -71 P :., PRoIECT:( PAGE: ENGINEER: �'"' SUMMIT STRUCTURAL DESIGN www.summitchico.com DATE: DESIGN OF Lc - c t-oc , �Dc", C.'` O� >v`� C 1' --1 c-) L'S C ) Li i 11 .-......'�'�-.-•- --.-3•.-..... ! � L .. }_..�_„ ill- ..�...,.Y._,.�I� � � ,w.�. ._. PROJECT:Cis O ryPAGE. � �"- SUMMIT STRUCTURAL DESIGN �ENGINEER: AS www.summitchico.corri DATE, � /1 DESIGN OF Lo--��e-n I i_nrJ e4 t � L/`�,'{ + jj• -... jjj _.. ..........' � ter.._ , � Y c � a -i 't' i � L L.�..i IS 00 1 L2Ti. i+0 -s 3 ? T-I I 2', 71 1 2 , �1 777 2, osidg+_21 Ph( rL f r 1 1i i f I ldy \GJ ,tJy, 6_ PROJECT. 12 PA6E: A �..J{ SUMMIT STRUCTURAL DESIGN ENGINEER: A www.summilchlco.com DATE: Z� DESIGN OF L_ Gil 42 r 14 I I CSP2.1.E471 io! -n- 4_1 i C) I 1,0�(,, s 1 t6 1 _ 1 i I 0 -cc _H 2 -- i- - I � 2 4N 2 At ilk, X112 r. t �1 "te13 �-- � j Summit Structural Design Shear Wall Design Program Project: Location: Panel Thickness ! /1 Panel Orientation i Short Dimension Across Studs'+' Nail Type tad fF•; NDSValue Value Anchor Bold Diam, 11/2 F Stud Spacing 16 in o.c. Spec Grav Of Framing 0;5 Spec Grav Of Framing j C -D, C -C, AF&PA NDS Fnd Sill Plato Grade j DF -L P- AB in 2X Sill 620 AB in 3X Sill 730 Split_Ari.c ot"age Date: 2/9/16 Units (UNO): Ibs, in Reduced Index# Nail Nail Length Fastener Diam Embed Cd NDSValue Value 1 I 10d 1 3 2X Sill 0.148 1.50 0.84 i 118 100 2 .3..........r.........i ....................................;....................... 0:148 1.75 0.99 3.73 116 L6d r Ua162 .......................:........................I..........1.�.8,........_..... i 1.00 141 141 4 ......................................:�.........:..... 20d i ....r....... 0.192 i ,Q..........;........... 2.50 ,...,............................... ' 170 .... 170 ...� ..............:......:::.a............4.......... 30d 4 5 :.:.....................:.�.....:..:....:............ n.'2...... 0.207 i 3.00 : 186 6 ! 1/4" Screw € <.......................... ........................... , .......................p..........,..........•;......?:��.................186......... 0.25 ................................................;.......................•1.......................,...d...............,.......... 2.0t) i 1 00 220 P.........220........ _ :.........0........ 7 ..........:......:.....p................::::......1......,...................J........'.............•:0..............,........1............. 3/8"; Screw: 0 0.375 `• 3.00 1..00' 400 I 400 a : ...........................i............................................... .........,A : ... i:.......................;...............I................. ...8 NG 450 9 34.........i = 4 r Note 2 ............................ 8 .7.. 365 Shear.. Wall_Des.ign Edge Nail Alowable SW Joint Fastening SW Joint_Faslenin.g AB Snaclna (it) 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge nailing t_oaa Fastener Cond A Cond B Fastener Cond A Cond B 2X Sill 3X Sill 6 i ...................:........................._......................................3...., 260 2 7.1 0 8 ......o....... ..... 25.8 0 3:17 3.73 4' ...............................350.,.........................................4' t 2 i ........................... I...... 8 .....i.. .1....4 0 2 36 2.77 4 Note 1:.......380 ... 2 9.,.,...._.... ...� .......... .....:. I 8 ; ........� n.'2...... _ ........0......... _ .....1.09.... .....2.56.... 3, Note 1 490 .............. ..............2:.�........,.... 3.8 's ..., p..°..... ..0... 8....... 11.0...... _ :.........0........ 0.84.... - 1".�J8.. 2..Note.j...........640........... I 2 ........................ I.. 8....... ..... : ..... 8. ... _ .... ...8 NG _ ... ..... 52 44 Note 1 760 = 4 r Note 2 ............................ 8 .7.. Note ... NG .. t 33 Note 1: s. 980 4 2.8 :..............................................:........................... 2....I 9 ' 4.5 .. Nofe.2....1.. ..... ..NG.. .28 0.99.. ..........................:.......................... y.......................r....Note 22, ote 1 i 1280 4 2.1: ..... ,..... ........ ;.......................... Note 2 I 9 3.4. Note 2 NG ................... 1 0.76 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge nailing Summit Structural Design Project: Engineer: Desian of: Shear Wall Framina Light Framed Sheathed Shear Walls Resistive A35. Sill. Lateral Wall Attachment Attachment Load Load Length Length Length I -PO 1 Edge..N6il Wall Line Case 116s1 (it) tett (III flblltl (in) A,1Wind 1 1782 i 10.50 10.50 10:50 170 = 6" ......�.. Seismic .. !_....__..._.,__ T796 .,.�.. .._..�., �_....... _I.._.. 76__..�._._ 6„_. B,1 �.,...��_ Wind 2017_ 13.25 13.25 ( 13.25 _.1M�..39._ 1 152 6" ._h._.....6_, _l _ Seismic 516 E_ C,1 Wind_ 0 ( 5.50 ( 5.50 I 5.50 1t 0 ( 6" 1 _ t Seismic _ 700 �Nt ' fµ 127 D,1 { Wind 3002 11.50 ( 11.50 .. 11.50 j 261 G" Seismic 1106 t ( 96 6" ! E,2 WiQ.dJ. 1883 14.00 14.00 14,00 135 1 61' Seismic 1 1205 ! { 86 E. i _ Wind _ C} 4197 -1 14.00_ 14.00 14.00 ( 6" Seismic k 3247.rt _300 _ 23?_� � _ ,G'. F,2 _Wind 17.50 , 17.50 ! 17.50 148 i�6" 1 _..w.Seismic _ _2593_ 280.5 ._�. i 160 ` 6" F,1 _Wind_ Seismic 4854 4473 I 17:50 I 17.50 _ _' 17.50 __ _ �� 277 ..E.�. 6', 256 {_ 61' G,2 Wind 1744 t 24.50 24.50 24.50 71 E 6 , Seismic .! 184.7 75 j 6" G.1 Wind_ i 3739_ 2,0.50 24 50 24.50 ► 153 ( 6" I ��$eismic�4��2910 _ 1.1 1 Wind 2479 12.50 12.50 12.50 198 } 6" w 2,2�. Wind I 3296 11.50 („ 11:50 11,50 ( 287 t 6" �w Seismic 1884 { 1 164 s 6 2,1(_Wind ! 8313_ 23.50 23.50 23.50 1 354 ± 6" Seismic 3471 - iy 148 s G" 3,1_Win_d9 15.50 15:50 15,50 250 t " I 66�. ,_.._..�._��Seisntic _387_0 �-_-1949 _»...__......_ ._..._.._. _._..__.�87._._. �... __ 4,2 Wind 1 3296 11:5014.50 j 14.50 227 } 6" ~4'"' w v Seismic 3973 274 4,1 Windi 7124 24,50. 24.50 24.50 ( 291 j, _ 61' m Seismic 7814 I 19 3 3" 5,1Wind _,._.__...._._.._..w 645 ._._...»..»...».,,..,.._..._.. I 4.00 __........_.$......_._.._...„. I 4.00 1 4.00 i 161 6" .. Seismic r.._....3 «-eco..•-,-s.=.a.�.w.,.,q�.�;.......,,.,� ,.....,� ..._...;,}�„^^q �wrce��-•-rrow•'+Pm#"-�.t4::'"R t ",.""wsw r•^.+;r*+rrPw'*'' ^. .v; •1...w.� ..�.,_ Summit Structural Design Project: Engineer: Design of: Shear Wall Stability . t Overturning (+= uplift) Overall Hesistive Gravity. OT QT Righting Nef Load. Length Length Load Height Moment Moment MID Wall -Line Casef.t tt . Ibilt(ft) ft -1.b OA -lb), Ib Al Wind 10.50 10.50 {{ �275 i 1015159 17820 �«._...,_.. X735 _. is _ v L_ _.. } r_ I _._ 7960 , 541lxn'` 8,1 Wind 13.25 13.25 I 275 10 20170 _15159 j 24140 1 308i+"•t� Seismic I 5160 j 24140 -1250.';'1 C:1 ._i Wind 5.50 ._,_. 5.50 200 R.._ ....._...« 12 �.4 0 , 3025 `=36T` ,,«, ! Seismic , ) 8400 i 302511",- 3,,, D,1� Wind_ ._ 11.50 ..._..r 11.50 �; 2.00 ...��_' 1 10 �_....._..___i..»••1/080"� 1 30020 1322_5 ,13225 1111#44� � Seismic � E,2 I Wind 14.00 14.00_ f 275 y 9 ; 16947 26950 °-3 Seismic�I 10845 26950 E,1 i� Wind Seismic_ 6.506.50 ��-' 475 _... 10 -_.. 194_86_ 15075 _1003_4 10034 y4y809 •' F,2 ' Wind 17.50 17.50 425i 9 23337 +. 65078 Seismic 25245 65078 1 OA rte, F,'1 + Wind 17.50 I 17,50 625 10 057_03_ 072 t I Seismic �1�48540 44730 t�T9S703{2368iK' G,2 _ _Wind 5.25 _ �'S:25 425 ._.___..�.... j 9 M -.. 3363 ._ _...__.._....w xs'03` Z Seismic 3562 L58857 n�� c ,326ti1b ii G.1 f_-_,.._� _Wind ~Seismic 5.25 5.25 �� 625_ _ 1 0 ! �«.___..,_.._,....1...._.M.._.,__...+ 8012 8613 8613 I! 1.1 { Wind t 12.50 _ 12.50 275 I 10 ( . - _.!_ 24_790 _....i _ .21484 i�km837�':f E~ I Seismic 9840 21484 2;2 Wind 11.50 , t 11.50 W. �__... 275 9' 29664 I . 18184fffi 25` Seismic f 16956 { 18184 $1f H I 2,1 t ��Seismic Wind 1..50_ 11.50 1, 475 10 ` _..�.._.�j _ { _ ___ 16986 { 31409`981; 3,1 _Wind _ 9.00 .�_i. 9.00 _. 450 �_,.... 12 j »._ _... Mj~�939918225'7T8a 26965 ;_18225 __.25 Wit' 46:x" . Soismic r. d,2 I Wind Seismic 16.50 15.50. 275 _ 9 I 31710 38223 37434 37434 ,1 F 4,1 Wind 4.00 _.. _._ 4,00, 475 10 116313800 i Seismic � __..._ : __..._m.._.._ .._...._ «..« _ --T 12758 ! 3800 4", , •O 2334 5,1 I Wind 1 4.00. _. 4 OOm�1 200 _..w__... _ 10 6450 ti� 3p�)"M" Soismic ( i ( ..�" 1310 _160_0 _ '1600 MA . t Fid .i 4�!!V '�',A�SR `�:��a�'��' PROJECT. PAGE: /^AN. - - SUMMIT STRUCTURAL DESIGN /N ENGINEER: J www.summitchico.corn DATE., DESIGN OF Grov% (bC avyl S 1- Civ S • ' � .�V�t.�,_�� mak___ ! _� �._ _ . � ._ � .. j _ , --�- - w .--- -- i I j 1 f € Mme' --_ . ,_.�.__... µ Tlro_� •.. _ '�� W�l RZ-1 ry _47=. j" 184 IR 61 V-5 77,77;7777 *—.•» - ^---'-"u - +�-+vs x"c'Sq�" °"".'er+� „er„ ...wrs r-madm«.nxy..--^'^'i°'".^"-"..w•rwww+-r -,�- w PROJECT. 1 In _" I ?" PAGE': SUMMIT STRUCTURAL DESIGN j ENGINEER-\ �i ,. www.su�ninitchico:cOri DATE: DESIGN OF b" vY15 �-�CJ �.,5 ,• 4' _.x..115..,._,_, :L.,,._... _ � I .r • I ^_j� •_�,i.. ....� A _ `" J-4 Itf 1 99 11 T i •. 3 1 PROJECT 1 _ i �"PAGE: -yy - �-� SUMMIT STRUCTURAL DESIGN ENGINEER 'V� www.stimmitchico.coni DATE: DESIGN OF A.. ! 1 - 1 1f tiwa_.•.� �. � i � .w _r.tt+�.ywrr • � � � �.�.. �. _.� . t ----------- 1 i `.... r -acs � mz^x� .... ^�.....,,.,., ... i -_.• - ...... ` ; _ t fV ! . _• , I ' t ._._.............- [•Tlc J t ,..•.ri.•-w+._ ' J �� r � � t•,� tai. 7 �_: �� i �,�� 'S i � t_.< �I _ �t I� _.j.i_. I i i ttir i t'' ~�' t�:.t-- a��r~ .. ,. atf r 1—.�� .-�� rr_it.l �t•:� ! e •1. t.' J tl 1 j 1 i i�i tiiJ (ii!•� ti r! � �� r: � '^,""_`'^"' m Q ; 1 C�ii+--x-1.1 `-�� ,1 J l) A e. • _.•�,..}.•r r•...,... .... a. ..., _:,._......_�_.... ,nye .. .. :.. ..•,.w._r•-.-, .. .... ... A.. ! • , � f 1 ..?�, _�.: _..� '_'.' ;'_'�+' F*q,._^^....•rv,..1., r, .. '..... •Iww6s+i�n+++.+•77Y. r _.!a+.•..p... PRomcr� 1 Ca 1'24- PAGE:__ L SUMMIT STRUCTURAL DESIGN ENGINEER: AJ www.summitchico.com DATE DESIGN OF C -j r c- i , j JL 114cLl j T t� 1 s.-01 ! 1: T i f 1 �1_ i S. t �f 2 I 311- -2 1 1 � l�M ' � I TIL . _ ._ JQ1 _ y,.:..,...._..M....�-"._ _�....,.... .y�„r""y...,,. »..�.�.^.,�"'�'+^'y,.t+.. .r,�,..,,,,pcq� a�-:..+gyp--"•r -.._. PROJECT: G 4- �y /� SUMMIT STRUCTURAL DESIGN PAGE: L "� ENGINEER: A r www.summitchico.corn DATE: DESIGN OF Cv-r "i; 4-, i } ► oc� i, I 1 1 _-4; -,. 3 1 1- ,._...i.. _ is 1 � .....�.___1,...._.L { . 1 C) x l 77 1 - +1 Tx i0l c-.•-... �.-,-s»-.mss.. .is'-�.-•�*�.�' ' K . - .17 ..,.,,,,.,,,.,...sw"1' PROJECT: , "1" PAGE: -- SUMMIT STRUCTURAL DESIGN ENGINEER: Ai- www.summitchlco.coin DATE: Z Hca DESIGN OF�v F <o ' Su.�, if 17 ; or 1 20 - ............... S It/4L �� o'er F PROJECT.- I 2 .TA-.- .... ..... SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: AT www.summitchico.com DATF 1 , I PROJECT: �C" I' SUMMIT STRUCTURAL DESIGN �aGt. ENGINEER: www.sumrnitchico.coin DATE: DESIGN OF B �5 0 riR- { t Wit/ 3,5 ('�'` l.i-./�`.r•• �I O .___. ).,. 1 ,r/� 30 �1 � � III/�� ,�ttt�� ,r.._. r � � / �• �.I�. � �1 � • w .....r:� +�i 213 41, } i _.. ... --- • III ... 11 .s• .ice ( � -•-- -.'-,,. "—_ � ' t ; 7 PROJECT: (o PAGE: i � ^'"-- SUMMIT STRUCTURAL DESIGN � ENGINEER: r\ U - www.suny,nitcf7lco,com DATE,' DESIGN OF rn 62 gL 12 Lk t .> - F T p I h� 1 12 .I _�.__ I X� Ix t 1 14� � .......�.-_. ..y.. .�.....��.r. s.. _....... ��i�... ..�.�.,.i :f ...,�,,.-.,o,,,:jj. ... .a..�.. .,... ...�.-`.-.....rte_ •, i 7 ..� - waw�.w._t+r a!Y•.•�y:.s /.�.� _ .. �^.s.^T.n.'i•rr..wr w.r .r M PROJECT. (gyp ``� as - PAGE: /— ` SUMMIT STRUCTURAL DESIGN ENGINEER: v www.sumn7itchico.com DATE: DESIGN OF GroV 1 �r�I -J._ �._ J.. _ tKA lDL LEI 1102 �� b ; _ _ �__{_ t.� __� ._ _i.. .•_. a } _ 1 E1, �._ _ 71-7 PROIEU.Ao 4. SUMMIT STRUCTURAL DESIGN PaGE:`t ENGINEER: AJ www.summitchico. con i DATE: '211 1 j DESIGN OF , - _i _t i { -IeCL. ,�.i, ry , J Zip 7 { ;G('Ct.✓d o ffC>>� !�1_c .C, �:�' i #{ I r 19 7'12O°� If 1 o 1 i ? ��a - ! __ -2 6 �l-}-- L l , PROJECT- I lU 124— r PAGE: ENGINEER: AJ SUMMIT STRUCTURAL DESIGN / rr www.summitchico.com (DATE: DESIGN OF Gil i %dYYi 5 - Hou s 0 40 LIP (t Pit -01 Lj r -77- �. 6> X ZF1. '60 0 Y.. - PROJECT.- � Cn -124 ,� SUMMIT STRUCTURAL DESIGN PAGE: � } ENGINEER: ' V www.summitchico.com DATF. _2—L "• DESIGN OF r-r1.� �v hP r'..,,., ) - 1-4t� i41 ! + 5-12 � 12 -4, �s Olt— — -- ------ +...�yuY-. .,,er- ...g.ww•�.nar �e.!'ew:.,n++m^s...--W.,,ce.. �m-t,,.a,.- .::«"+r.,� +-t .. r•�.-,i.;.,s°..w. P.!!•e.,..y.,tYr+•w:<•y,«w«c�w• .r�.y,.w.-�.,u•_•+."9--.w•... m--1111-..- .... t., y �+ / COMPANY PROJECT Wo o d wo 1 � s, Pou. 17.2D1815t10 1612a 81 . cr MV11a4 MAI it'tIt * 0414 V -_ Design Chock CalculationShoot weadwolk00itOr 10,1 Loads: LP14 - 076 '790 Type 014%11 uttan Pat. _1 ' weatton rttF, rt of P,nd tum lu.fe aGnKt - sod Vntit. Y.tr' - 957 O/' rla4t L].ta II0Z7'q G.02 <t,t.9.0v 0.39 � W564 M. 4:L , i ...1 .. aj- rya /YaOi ? QL. Oead 0+rrlal. Atf. +.54 $.29 T:2,$0. 12.042• Dat' P -t,2 bb Rant cnnitt, 44t13.nA At" 4154 5.21 v0.f10. 1; 1.004` eat. "at 1 LL 0 of Crngtr, yr W,.1 Aran 0.01 4.54 &4.00 i.12:001� ,nr 43..1. cn L-4 P01nt - 4.59 I.dO 1000 SDP PL LL 1107 haat aanat K. Point' V - 4:04 -749 fiat. Maximum Reactions (lbs), B.oaring Capacities (lbs) and Bowring Lengths'(1n) f Vnf. 4c;1:¢eadll r%t40 ' Kvat LINa !Sn tOCT[It - 076 '790 - - -1174. 1]'Fl -t 261.! eendinvk�3 Co + 029 Y.tr' - 957 O/' rla4t L].ta II0Z7'q G.02 <t,t.9.0v 0.39 � W564 !f, ).5 e4lwclty 0.71 � J.t2i4 - 6.a. huPPprtA 1119 t434 - 20 ,anall4nl. 2771 boom 0104 Bvjt{wit Be. ],C0 . t;inei ¢ex+b 4a 6,0:1 Lr=tot� u.:fa; 42 frin te0•d a. aL•. " 0, 1fe cn x.Qfr e.ta t� a1n I.dO :.00 C*, avppert 1107 1.fM V - 1.6'' twat no lermin octan user : IT Far elu slm a- G"1 nmbar soft D. -Fir -L, N0.2, 6x9(5-11rx7.114") SwootM: All --n ntAPwn flea1 , OJR,L N0.2 Wat fenatte 5•AJ Ulefal sapped too At suppoft botiCnts a! Urfa"$.. Analysis. vs. Allowable Stress (psi) and Deflection (in) ustno' ND5 2012: Cclterien Anal Yn; n. v4lva Qnal T tlniu: An4i a1alOnP].un eendinvk�3 Co + 029 Y.tr' - 957 I:L•IIA+ 0.07 L].ta II0Z7'q G.02 <t,t.9.0v 0.39 � W564 !f, ).5 'ct4t Oat1 •n 0147 � IJ07t 0.71 � J.t2i4 0,29 Additional Data. P;ICTORj1 r. Fit! Pst leg. 171 . Cs LL 1:T cru Cr Cf.t L1 CP tcI PY 170 a,2's 1.00 1.0 - 1..00 1.00 1. on .2 4L 750 1.73 1.00 1.d0 '1.0Od 1,000 1.00 1,00 1..00 i.C9 Px11' - 0.5 1, eQ 1.40 - _1.00 S. t.7 all diet+ 1,00 1.p0 - -� 1.00 1.00 CRITICAL LOAD COMBINATIONO- Ahear r W 07 1.OIL., V 7049. } dellVn 250 11>1. 0*^.•�']T0f'Ix ta; a? 9>41. ti .• 2k20 •lira-fc MC 12 OIL, Iteta,tl 0-r3¢na L•liya 9� -W-1.11^A4P-A U-toef ftar t.a.y¢nratutatc-J E-atah0¢44r All IV. ata liatad in th. 1v'6iVP4/ vutpvt: , 1AMd Mttbiant,tanar AASr 1.•10 f I.9c 2017 CALCULATIONS: Dari e.t tnni. ES a 227gbn to --1 n2 'tl Y4^ datlecrton f!e]194tf an rxcrm n.11nor.-xo.6 ted. LO.sl,gn ntidamoo am In accortl0nee w(!h the ICC Mtemmierw aldktfn0 C4d0 (100 20th, the t"0011dt D0114n ipleCIJUAV0n (NOS 20121.OW NDS Wmhlp Cupplemam. dIrwit OP0ncP0ar hmb nee impe0Prla10 for year alattlration. hun3a11 Onrtt'sgp'ambers MAO be W1ara0y w7na mid" W4010010 the Of¢rlaiend Of NOS CIAMO 4.4.1, COMPANY PROJECT WO o d ♦ A Y O r k ✓ ® Fab. f3. 201015,22 10-I21 02 .sarAVA4f FAR IM00 ar"Or:,t' Dosign Chock Calculation Shoot YdOWwbllts Mier 10.1 Loads: Lend T,pPa MAtxAaacimt Pet.- ta,tn 14> tlen Ilii 7t4a2. r". .p4.an4 s:h4e. Marl, Md Un/c. U1• L'ca, C.Pac.l Ly - .--- - - fbhb• 0.69 bnam P -C LL P acnaa:r, n,t1, Area 33.3 Me.I f 0e. 20.005!2.00)• par We1A. V. Qaad TWA A[axa +EOPport 0.91 '70,.00 19.00) • pat. rl-, OL band V.11 A,@a : n6. 20.Oil 10:901• gat raabr. M. -C" MalA. A, as - 0.16 ch attn '1fl.00 a.'o • "dd Maximum Reactions (lbs), Soaring Capacities (lbs) and Soaring Lengths (In) e'-tx VRr4CLet3Te be:.9d L1Yx Itw! Lira Farce c+!d1 1EfA T90 dJ2 a,E 10 vqy s7"I 'ncal 89'91 taaar3ant 2rti C.Pac.l Ly - .--- - - fbhb• 0.69 bnam an71 0.'70 a WMI) 3UPP.." a17.1 33.3 Me.I f 0e. O. Et 'It 4 a0a* I.00 +EOPport 0.91 L'�` .ta..l0t:h : n6. itt0 ,M'V 0..46 0 o -C" 1.00 0.16 ch attn 1.00 1.00 Cb aPl9wxt 1.03 1.0a '929 !ant fi21 Tlmbor-soli, D.FII L, No.2, sxio (s•112"x9.114") LaJptw W AQ. ThMdrson Beam, O.Fir ]. no,2. Tow la vto: 0'4.7-, I.AIOIa SUMOtt: too 41$Won4a, bmam, at suiq)".; Analysis vs. Allowable Stress (psi) and DotlectIon (In) .,!no NO3 2012; Crl tartan tvm l: ala Va lxe basina taloa Mal ataf0e6Atm Ithra.t 17V v tY + `lJ. OandIng€+l iD . .601 rh' 97% fbhb• 0.69 L"a' OPAA'I! 0.02 « .5L190B 0.'70 a WMI) 0,x7 - 4atnJ. taafA 'n Q..Oa «: WONO d.:la.:. iJadO O. Et Additional Data: fAC.'aUa9t FlAlpst)CF 4H cc CL ' C.r frV C, Ctrt Cl CMt tCY r4' 1$0 ,i,00 L. op 3.00 - -. - _ 1. R0 i.q0 1.00 2 A3'+ .1$ 3.00 1.,00 1..00 1.000 1,000 1,00 I.00 1.00 1:00 •.a rcp" 085 - A.00 1.00 .• _ - 1:00 3.00 1. - .. x' 1.3 mi.il iau 1.00 1:00 00 1.00 - 3 CRITICAL. LOAO CCS,ll31NAVONL: Ohx.nr x 14 42 •+.hi L, v < 1$37. c ,2aalbt, lta - OOawlpyl�i t o 62 vnftrcttrat {� Y3 ".tti..'7'aI LxLt1 13.tvai Lt Y3 « ni 7D IL.urE Ittasdll UWqud L'•ttva $-.r . x^th14d Aa1tyMCt l,--, Siva' 1x+Raacant.xai.Pd Cnvtnr t;nviva l:n All LC"e ara iletad An a:;,a AnPtkal. dutvhu. ` Lead Vw-bin.11... I Asvt 7-10 1 ;Be 2012, CALCULATIONS: . ilei taaCiont ti a 17}008 Ab-Lnz 'c.i Ya" dalt.rarian « 0afiact.lOn tae. aI., rt n-daxd 3adna fitvax u: n0, aneV;,l :0tal 0rrltctien + 1,000aad Load 0e:flectlont ujw. 1-1 0afiaction. Design Notes; 1; a:0o<1'9hxk,-andq:yE ata! "Vn are bt a=dnacb -10 tha IEC Ia4N1w00nnt e:i+bnay Coda flag 20123. Itm Nrional 0t5ion �p Iwallan (105 ?012), alai M05 O"t" SiTbxenhaa4, z No" vbiih That d1a dafmdl deMdtan Omht - oVampiaiv iw y rureVV11"taw. 3, Sry Idmbet iw am m hera 0411001ataraip sumwad acc0xtlixp t0 the pm'iwaaa al NOL cinrrs04.4, 1. COMPANY PROJECT 'UWoodWo k)s SO Iivex1, "1 R 1tlo ersds' fob, 12, 2D1G 15;24 1G 124 B9 Design Check Calculation Sheet woodworks sizer 10.1 I Loads: Land 7`ype Ciiareiburlon !'nt- l.gcatlon if.ti ftgni ude - Usit 3henr t:12 7 CapatlCy t. Nn stmt. End start End Banc3l.ng i�! RSIOY. I:iE. 1Paiid [ �.1 .. fireif 1719 ..:i.. 0 [ I2. u01 ' N91 Barr.[' LL Ruof t1:.°e r^ec.i:,. A.x ea O.2't :p.u0118.g0)• +E ,.y ,.,., „ ,. Maximum Reactions (lbs), Bearing. Capacities (lbs) and Bearing Lengths (in) S. UrrP:arto:od: Ikta6 Roof Live rnctbred: iI? 6'.0 - ' 4 7 rit0 Tacal Searing: 1321 3henr t:12 7 CapatlCy f'V� *� a..l.. Banc3l.ng i�! Beam 1719 1_. 1719 suppar.ts 1835 0, 0A KLt?04 3.836 Rnal./uea O.2't ^Dial 17giz'n t7.1a » Seam 9.'17. irl2d0 0.39 suppor.. 0.72 0."2 Load comb 92 Length 0.50, Mtn req'd 0.90+ q 511 Cts. 1..00 St) gin 1.00 t.Otr Cb support 1.0") 1,t�r Ffp sup 625 Timber -soft, D.Ftr-L, No.2, 6x6 (5.112"x5-112") Supports; Ali - Timber -son Boom, D.F'ir-L 140.2 Total length; 5'-10; Lateral support, io[x at supports, bottom- at supports, Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS '2012: CV1t:,rrion AnalVala Value - Des.i.an Va3ae Anal. :sis/Desinn 3henr IIV» f'V� *� a..l.. Banc3l.ng i�! til�. 71.8 1_. 7S0 Ab/Fb' » 0.95 1. i.Vq De fl'lt 0, 0A KLt?04 a.t"i [,P360 O.2't ^Dial 17giz'n t7.1a » l:/a;22 O, AS » irl2d0 0.39 Additional Data: FACTi795: t/P,(pslSeri clbl . t'4: r^3. f:"r Cfu Cr c[ft Cl Ci: f.C.N Yv' 170 1 Q 1.00 1:00 - - - .-. t.Oq .t .00 1.110 2 Fly's "190 i.00 !.00 1.00 OOr 1..000 [.00 1.00. 1.00 1.00 - 2 7cP' 62.5 A 3.Oct 1.00 _ - - 1:.00 1.06 .- .. Z. 1..3 ml.il.i:on 1.00. X1.00.. .- ... .- .1.00 .1.00 - 2 CRITICAL LOAD COMBINATIONS; Shear - LC 82 - IWI.r, V - 1316, V deaiitn 106�i lbs Ounding(r)LC 42 Dt:Bz, M a 16559 tbz-ft Def lr.Cttnn: LC a2 » Da Lr (1tvo) 14 02 tri f.r lista ti D»deadL=11vo E»sr-,'ow 4 -wind 1 -impact Lr=roof .five Lc -concentrated Emnari.hqua::e All i@:'9 are listed in the Analysia output LQPI CQMWnation9: ;,!CC '1-10 i lac 2012 CALCULATIONS: Dn,f tnct•Son: til s 4Dgab lis-t.nT "L£ve* d3:'loct[on m Deflerrion from all roA-diad Iaa€4.s i1.[!o, w:.n€i, mnovNi Tor,a:t Def.tec iva. 1.501 Dand Wad net'lectioni t Live Laad Deflection. Design Notes: 1, WoodWorRi analysis and design are in accordance with the ICC International Building Coda (IBC 2012), iho National Design Specification (NDS 2012), and Nos Oas)gn Supplement 2. Please verify that the default deflection limas are opproprialo for your application. 3. Sawn limber bending members she!! be Int rally supported according to the provisions of NOS Clause 41,41,1, !L •wt .'"»' i .. } :'.: �.1 ,-'•"-•,tl"at?'y�.rw"`�.�y.,i'ri.�e•.' , p"•°'r°'�µ L : r • •. - 5..�"} -. n � �c � '3.4 m.., a■ ' - cot.:rnrry rrto�ect WoodWo rks' pob, u, mie 1s;xe ,a,i.li. • :tt2rrx:,RRiasu ti^aOt1la/;i!Yv r Dosign Chock Calculation Shoot WOOdWo,,U Odor 10.1 Loads- W.7. oads Maximum Reactions (lbs),' Bearing Capacities (lbs) and Boaring Lengths (In): A - F Ac:d -fle7n f U-PA.Y+I 1'ncea r+d7 9G1 1.12 - - - Otl ,21 1x2 roraE 1;IM6 - - •• - Ano .- ss r. Hrn. ,ins. C+4A2tfi R<wX.LL hatil. crnstr- a.A Ar•.n, IT2'O AO)G i' - ;.0.Q0.f?•IIOi' pAt 17ati.4s, '' 9v♦d.. •. nMoo Eli 6oaA Avppw't 0.6) 69.001` per odea s¢aS} tMAS '.I Aeen a Tn Gngth 20.00 t2.251' Patraeznr i.t, 144— Atea . . �- iQ.Oo .i J.25Y• of Maximum Reactions (lbs),' Bearing Capacities (lbs) and Boaring Lengths (In): A - F Ac:d -fle7n f U-PA.Y+I 1'ncea r+d7 9G1 1.12 - - - Otl ,21 1x2 roraE 1;IM6 - - •• - Oeeri4q, ,ins. C+4A2tfi - ,.Pp srsa Avyy IT2'O AO)G i' - Mw Ane'A./ilex. } ,2 MI; 6oaA Avppw't 0.6) t+J 30j 7l,JJ odea s¢aS} i2 - a Tn Gngth ro7'd 0..50' . . n.5n• Cb 0 f?� 1 r:01 tnncm lcsarnn. msn Anum.•i ,n a �,m n,v n..,...».a. - __aX4 Timbor•son, D.flr-L, No.2, 8x8 (5.112"x7./4") uolxiona: All--Tlmpsr.t0li Want D,{ IL N¢ 2 ' Total tanptni o'•bo% LAM, tuiiperi: tope Ai Supmu, Wont. at Aummo.; , Analysis vs. Allowable Stress (psi) and Dotioctlon (in) ,,,l,ro Nos 2012: t Additional Data: Flom", rtr,rr-.tiCD IM Cr. Cl.' Cr Ct. C. Cfis. t'i �y -Cn .Ga rW 1'10 1.00 ..1.00 'l'.00 - LOD' 1.0o I.Oo' !h•f 's5tl 1.00 1.00 t,ti0 •`1. Doe I,#rlo 2,90 1,o0 1.00' 1, OD. rcr: u25 1.00 s.tl0 - 1.00 ie 00 - 't.4 '1 11 a;Q4.. E,Oa - - ,,6a�i.00 - a CRITiCAC LOAD COMM NAT10N^a' Oh—r- 7 W 62 .. C.L. '3:a 12110. @,L�al17n 2.117 the l3etK11 no 1U 1 1 w RS '•.OtL, It- 22.)7 ahs -.l7, iN;tttrtlsn7 tA. 02 -:P-L tis Yet - • - L' 4.11•.r.a•u+er re.,vlatl I+Lteaect Lr.•rooi A3.•tr rA'eiV%,iKonttAKa34.[ �erti,m:.i:r. . Al'AI [eC's ets it.sted 1n the AUAl,yale —r t - - L¢nd cnnp.ln,rfons t. Adt:E,'T.10./'100 Ifni - CALCUVT,ONu , • - Onaeeilnn[ its • '.• 2.Tsoo lA-tn2 _ 'lrlwe" tM S.inrrlOn 4a 11 aGS.i tra,ttsp Ala. 000 -d -d .lswds ittve, u6 nd• nn¢k�.i i 7bte1 OnUnti}son - 1,50fN.d rnnri Os llrtrcion? ::lve tosd tk: tlactia». Design Notes! _-- 'i- VpotifWO?i; pnnly},B uW 00a40n groin 2otftA!b A?Ih I!?a ICC INrmailanui aid4linp C4,YA Iteg :011.), tko rtatWn¢I DAalpn SrntiOralinn iND9 201?), ansl r1D5 DusAjn:wpsoR.nrnl. 2. ?1naSn enniy tent rlsn dulavA rkH(nc:ion kmtta Ate a;7ptopAxie fOr lOtrf Opp9kalien- 7. fM•eT 1u!OGns 13s!rNlinp memOeq.Shail tls 1nt01S??l.urjsn0d9a ncCaOutp to ilia proii3e4xsS of P7t7a CdOuw A,4 1, , . Cr: rn[isn Ms,7 }. V3}tie d.:e}. ,c,.S.ue, Mal •sf aPDanfan S car v • v -V.d e.nn+oOtV tc -• 56:. ru• ^�o n7ln• a.:e s.tac 0of1•n 0.67 � rLf!i0:7 0.22 LPJOP 0.11 -oral On1!'n O,aO - I t+J 30j 7l,JJ 1 <,��„, .. .:. .. V. COMPANY PROJECT Wo o d Wo r k s' Feb. 1? 2010 15:,] t0.T24 HSA sOrnv�ntrrep wC1on nl;rli::Y Design. Check Calculation Sheet Woodmas Sim 10.1 Loads: I -I Type - ul.VrlbUWVn 1`41-bocarien ifkJ K.J f.tude "'*j s' .r' Y 4 -""�"•" 6064 ce cn OC.ct . tine aent'r Cnd - 3,04 !•00 O..d ru At.a 592Ey3vl 5201. .. ei l.0 1• Roof. LL Peet Mort" i'ull Asrrx ' a4.00 (72.00!` .pL 0,0S . -"I. De t.l'n 711,. i LL Al.rcen,eR. Pain. tAatl ttet7> -10.4] 1231 Tu tMAry wl rn CI Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 161-32, Unf nccsreAl Dere Non! Live 2074 2.776 IDO.it. `))Oi 260 T.ta1520.1. a-Io4r s' .r' Y 4 -""�"•" 6064 C.j+Ae.l tY tV/yV «V,�• - 3,04 !•00 .Onndlonitj 9- 0uplwaxs 592Ey3vl 5201. St To Ibirb' Azle 1 /ups Liv, D.W. ' 60r,a At- 0,0S . -"I. De t.l'n auppnrc 1,00 LfE10 O.Bn tAatl ttet7> Y2 Dnflot•[.l ont LC 02 Df Lr J.L- I ''40 LQnyth 1.16 �= NSn cey'd 7.44•• At l W...tr 5.1 er4d ih the Abalyalft cu. tpuI, 12 Cb 1.04 1,T2 •' t'b 1,00 1.00 Cit nl+p4rC .QP 1,m "11a ctefI.otJun O.flvCrio. 1- all n -I-I 1.10 rr, f s:t C,7i Ltve Lsad O,:LJactlun. 1,0.1 "Liinimnm nnari,M k,nQl , nn:rnrnm w e.n ..m�r r..wpr, n ,w. e,..n.n.•... ....... ... ,__ 11 LVL. ply, LBE, At - Tim, 1-314"x14". 3 -ply (6.114"x14") ds - At Tlnt aupPObePwR BOOM, O.PiM1L 140;2 TISeI brlptnl Id' �I i • Lalem1 upped. fops In sallpnns. Whom^ nl svppals; Radeh!Wo furan appiM wnem pa"alfla Imim to m1ma n.1µ1, Analysis vs. Allowable Stress (psi) and Deflection (In) uslnv Nos 207:: Cf1 tQ t'1 bn' Mel a1A vmut IDO.it. WI'.a M�te,l�x,�is )lkra lilt s' .r' Y 4 3.00. - 1.0e, 6 tV/yV «V,�• - 3,04 !•00 .Onndlonitj fc -.171.0 Yu•'- St To Ibirb' 1.00 Liv, D.W. 0 2 +• Enna V.3q - V300 CRITICAL LOAD COIABINATIONa: 0.45 -"I. De t.l'n O.6e + I.I.2Pt 4..91 + LfE10 OmMiingt4)t Le 4; C+Lr. H - 25586 ihn-tt 0.85 Additional Data: rAC1=Pa, rt9fp.11 CD CH CC cl; tv Cto Ct C; A. Cr. Cl Cn Lto rv' 20b 1.2.} -1.00 3.00. - 1.0e, 2 rU'r 2He 1.2$ - 1.00 01417 0.90 - 3,04 !•00 150 0' Ale tni l7lan - '1.00 1.00 *,J ny0.93 KI. 111cn 1-00 CRITICAL LOAD COIABINATIONa: an.41 r t& A2 » D,Lc, 'V - 4020, V dsalyn � S:tuo ihx OmMiingt4)t Le 4; C+Lr. H - 25586 ihn-tt Dnflot•[.l ont LC 02 Df Lr J.L- I Ile 62 Uttr ttoteli tm^Amd 1r.IA va 2-w-. 271nd 'r -t. -t 3.t -ECAC it x, Le`CenC.On¢t'. teN H+aa rCClQuatsa At l W...tr 5.1 er4d ih the Abalyalft cu. tpuI, toad OfteblaAtldnxl ASCO 7 -to f 100 20 t2 CALCULA'TION9: DQil.a Vteht HT - 720.06 ib-in21)idy "11a ctefI.otJun O.flvCrio. 1- all n -I-I leads ?five, -Ind, aray.,l Total ?Mftnaalen .'.,sad .w rlt-tion} • Ltve Lsad O,:LJactlun. Design Notes: I , WoodWoft nnat"Is and dict0n ora h1 oeCOManeo Nhh ft ICC tntemopanai BUiW: iO.Cede µ0C 2012), the National Oatipn SPOZ111-06. (NDS ?012), and NDE Deman Euvokrnent 2. P1ee"ie redly 11141 the ddlauh dellactlon Urnits are appuapAolo for your eppliallf0p, S.:Vpa. Isdaf KN. May not APA IO field-=entbled Mdni•W y beams. I 4, HCL•HEAMS (HlnldUMf COMPOSIla Lulnbol)! The iWaMad HCL salaam fa lar melbninpry daslon only, Pal finot member dasi0n panted your btoo 5CL manulnelurrr. 5. Size (eaters vary ham me rnanufaCurer fa ofunhei ler CCL motedet They Can 40 changed In the dalabaw 4' dw. 0: FIRE PAT.n,CL•a i- Canted and M awr0r Jar oonnda a . towhee meds srn nni npJximi bnunliy. to an Jpya. . 7 FIRE RIiTINO: Jatyly, well WiRI,, and nuUll�pty mrtmhnm aro aM mt.d far nro nmhua,KG ..-¢ ; yx7777=a'r".- .-�. ..'>:a .e�.p�>'r^>wat^•w-•' ',--•-r..,--�,.-,-.M..., _' "'�*�. .. 3 1 COMVAtN PROJECT ------..w-e.� Wbodworks' POB. 12,=01071117 t6•ti�aSa sar m'40YF1f0 ivooh QQtt.. Design Check Calculation Shoot wommft'!Ls'Sins to.I I Loads:, Load Tpyn UL t:sttras.tan Pac. tn'rn .tgeasi.an ICts atae.0 toil ttaynitude atatt End ynit fip, ida, BAs tea "•taF2 :I:t! O.W.1' pa rtoos. UL'. 0 .& cotta AV- I'712 - 20; 00 tt.2!3t• ltat Pl ra r, LL 1..lva' full. AV -40.00 .Baa 0.69 j1.33t' pat 9L 7 5L OO,ad P. Fit R.37 9E7 Lt. t'L 1 Lc Roof cq.121 , Pelat - 4.57 132 Let PU t LU M" Mm--- 1.00 6.37 4625 lb. Maximum Reactions fibs), Boaring.Capaelties (ibs) and Bearing Lengths (in) unfnYtns.<d: VAnd 1.t ea V -f UIV. fecr "a' 22.31 bat 1a 4N14 a0< Sa T."It 2a2x .nartn6x "•taF2 W a@ 3.tpportr I'712 - MnA;jpae ' ii4` .Baa 0.69 . a:xp!I 1.Oa I mxd coal! C s2 t,en Gdnytk tl.0 - 02 'N Nl.n'tery. a. 07... -. 0.74 CU 1.00 067E+. Ch in, 1.44 ov C. avpnrt' 1607 l.ty u P s as 625 1,P7 '-tW.IHIm anrm etmttt --..I w the -.m ui'rh r a u,rerv.ea,,. ,...."ne. exs LVL n•ply( 1.8C, 2800FR 1J14"x11.7/8', 3 -Ply (5-94"x.11.718'1 SuOpona: NI • nmbeneMl edam; O.FirL;FIa.2 Trial lett0lht IG': LO'; L4letal adppory tan^ at suppxls, dattom. at supports; Repnttiva tactor Swims Wwo pe!ntiitad{mtal to OnLtte Item}: Analysis Va. Allowable Stress (psi) and Deflection (in) .Intl 1408,2012: C i.ari�n aro." a.tw Vatun .nsi ":..INP Mnt is7Maltn ' "B T61 rv• ' as ¢r .. ..,� . 01it<tinol It tL .m 1917 316' • ia96 tblPh' �'. 0,45 l.tvs' ba.ti'n. p,.11 xV.afi Q.31'+ Gls44 0.20 2sta.t batl:'n 0.8I +' U11.1 0.a.. 1JYdn n.va Additional Data: rACM-41 P1.19a Wo W4s CL CV cfv Cr Cf- Cl Cn tg. zos 1.00 - 1..00 - •. - .. 1.00 .1.00 2 Pb •.: 01A 1..00 - A,.04 O.P19 A, do - 1.04 I.An .- T 4<A' 150 I.04 .- - 1,80. --. - t' 7,9 nkl.l tan 4.09 - ... 't,49 CrteV' 0.97 m1IA.LaB - 1.00 - - - 1.00 - CRITICAL LOpO COM81NATION8, ahtas t LC as D'L' V 2977; V d¢sinn + 204G 1bt .andlnyf't: LC 02 PkL, N ' 17408 lbn-tt Da.IlustAW�t 56;: 02 " 11!16 clival 1xC 02 aQrt: Ftatn 11 All1d L'1Aya 0'ands: Lh. * f!I'V.A. Lrvncat. 71vo G4^ weuaats sa ca+I CB'artnryu'.>,w. All L6's <a dated An tae '.Ra,+1Xx:ts o.::eput Lo1a5 4Btrbinntl Boat ASCE 1-t0 1 14C 2.0t2 C.&MULATIMM 0<ct Par.Icnt L3 .* 440.00 Ib-1411p'ly detleostan-9et'A.attdn 1 -+.LI ra.,desn hada tl.l.+?Ind, enau..l 7atp7 Oottoction 1.02=0¢'0 Load 0¢floct.ionl : Lt- L -a v.13Prti4m. Design.Notes: I. W0QdW4tjt5 Anartats and oeai9n ma In soCulianea to h 000C Wemalionai MAMin4 Corm [IM 201+)' ft h'aitoral Oed;On soadflcation ENDS WIV5, and N015 Oanyn Stintlamerx„ j 2. Weaw 144lV that mo CofaO do0miotl firms am approtxlata Ids vow G;VsWimn, a...haiem tactor kN may platy to waf-na6am'abfd Otuatplr.e0ms, 4, SCL-SEWS (Sts r uml ComnosAa Lwltb.gt'ta4 panr,'trpd ACC 4etatwn Is to( NaXM{ Aaty das'itln atilt, F4 AW! nmtnM , despin mrdorl vols, locxd SCI.'mllnNtarlwtM s. Eke factor, vary rpm o,m ti,4hs'I' Ctlas/to anotherant tw SCL nut d. They can bn enanOb to the dtnabaso oditox ' e, SUILT•UP SCL-6EAh'i3' axttom MaOutaGiardr tot canner Ion oft( 7s V.Aen leads ant nal applied e4u01ry to A6 ply,., 7, Fink nATWO;JalAla, Wait Sts0g, 4nn InuaFplV hl0mtnirs ac* nal mad lot first onUMAnca.. COMPANY PROJECT Wo o d Wo r k s Feb, 12, 2014 15:52 14-124 HO FrVTVVAaP RIC WOOD OaTrcV Design Chock Calculation Sheat MkrodLyods slava 10,1 I Loads: wad T,yPa AtacrtM}v5on Dnx• corn" t,eeAclon Ittl fit. et ttnd "pi.x411n stt r.d unix Fo C,Pec:icy tb . 1219 PU• + c^aC1 tu. , pee kz.1 Li. Pont^oan.Lt.. P0.1 Arca a.41 . L/30.1 0.G0 � 7;1240 20,00 fs,00t• }tat:. hail nL Dond p1411 Arca sZ,..I. 1,P0 .20. 00 10.00t• pee F:LOor OL need 1411. A— t,3 tilo ,r:.q'A .:0.00 2.7.3]1° pax vlaar I& tel an Full Aro. 1, lit, 4a. e0 11.]]1-• 11 DL D.L Od ra:{nL G25 4.SP 9A: ane DL Lr' ?,;:1:caustr. point 4,7a 132 the Pf. t4l . Lt v. Pat ret 4..10 111,. Maximum Reactions (Ibs), Beating Capacities (lbs) and Bearing Lengths (In) -- _-- 12'•2,3• tin £actermtr deed Li. Reot. LA 104, ractoredr ,7x48 610 - - - ...9 27171 .4s tOtf� Totoi 0-11.91 4302 C,Pec:icy tb . 1219 PU• + c^aC1 tD/tb• 0. i2 Senn suPpnrt. 4916 1902 O. iO . 6/300 .]u7 Anntlfill. a a.41 . L/30.1 0.G0 � 7;1240 t04i Seas D.E9 sZ,..I. 1,P0 _ h� f 'Wad "") L.ngch1.43 e) t,3 tilo ,r:.q'A t.22:•• 00 l.tls•• cr �aln 1.00 1, lit, Cli auPPaxt 1..07 f.aa 1'Y: G25 A.D'1 w ...�....... "w..,. l...,,m....,._.... .... ............... _.,,.. _. .. _.._.._..._.....__`__.--__��_ _ 625 LVL n -ply; 1.6E, 280OFb, 11 311Wx11.114", 3 -ply )5.114"3111-114") supporta: Al) - Timber -salt Boom, O,Rr-L 1,40.2Total length}: lularal supped; top- at sutMons, baliom. at suppp¢s: Ranatillve tactor, apriled whom permitted (retor to online hot;)); Analysis vs. Allowable Stress (psi) and Deflection (in) using Nag 2012: Cri Ca Klall Mai A1.) Yatnm De.1?n L'.x{4a An.A. as+lpnrxtn 0ard4 lir, t+S tb . 1219 PU• + c^aC1 tD/tb• 0. i2 Live emit •e 0.00..tLJnao O. iO . 6/300 0.2R T�ta.l OaY.I'n a.41 . L/30.1 0.G0 � 7;1240 O. CC Additional Data: TACTORS 1 Ff.O(pn x is Qt CtCt, CV Ctq &s Cert Ci Cn LC4 rv'' 29S 1.act '1.00 - 1.00 ». 5.00 2 r}'+ 2A00 1.00 t,00 0.351 3.01 7.0A 1.00 - 1 rap' Iso toff _ x.aa 1. 1.5 rd.11lon 1.00 - .1.00 Cea W 0.97 msllton .1, do - - - '1.aff - y CRITICAL LOAD COMBINATIONS! sha.x t LC 42 DrL. 11 - 9034, v da%i.nn 7151 .the tWn}Lep I.%)y I.0 02 L*rL1 N . 11244'14.-tx bextec Klana to i] Ilivel LC a;3 +DF.75 (I.r Lx! ft-otn1) U•dagd l•inmof, de ro.( ttve 4;•!ema.rtrn L<N rreni tAyaa l:p A11. LK7'a err. .Llntod .1. 04. An.ly.3.-output. '.Loma ctvarinact 4n.f ASCO 1-30 y AOC 2012 CALCULATIONS: timtlacc:tont 374e0C 1ta-1 n21p.iy "Liv." doftecrlon a u.rloct:aon Fran all Ama-demd I.fids IISvn, utnd. anaa..J. roC41 0041Dcefan + 11,5O400ad Lend p1rt0ct'.laxri) + Wva L4.a} Ntisrt5nn: Design Notes: t, Won.9Wrd;s AnalyS). and design am In Aaelydal+aa With the ICC Intemlitionin Bvtidia}p Code (IBC 2012), the Nulbnnt 0"011 SPetipcallnn.(NOS 2013), and Nos o9slim tiawl!n eld,, 2- Pima9a venly pmt if,. oelauO dmn0001 (Inks fire AWMf iluf tde youl0PRII000n, ':?. System factor KSl may net apply IS lldtd.ufsomivad muOHOty bdamo, 4. GCL•BEAMG (GImal4mi COMP03iln Lumbagi the Winched SCL.00lechon is lot preliminary design only. For final morubdr design conflict gout local LCL ntsnulncturm, 5:'8110 factors vary ham one manufacturer to another for LCL materials. They can on rharlgod in the database editor. e: BUILT-UP SCL•aEAMG; erudALi ltwndlactumr for cunnbetlon dotals wtum loads ern not applied o0ua0y to ill trays. '7: FIRE RATING: JolRs, wail studs. and hiijig ply member% We not rated Iw 610 aMumneo. - /�y\ /'`� / WoodWorks Y V rks COMPANY rob,12.201015:s4 PROJECT 10.12+87 mmvY arrnD wnpri nr,rrry Design Chock Calculation Shoot ' 140txIYJo±Ie 9{ror 10.1 Loads: wpd TSr'pb Dl attlAuil.en ►xc^ t.uca,clon tet{ tixgnitude r7nit tarn mart r_ -a: erste. t1»i Aon P: t:t: A.aa P.,A.iw matt Arnp24.D4 !.i•D!•. opt Maximum Reactions (lbs), Bearing Capacities jibs) and Hearing Lengths (In) 1.t!'J 'CD supper t.: ;i, 2S t.aM h 623 'Aaatawm annp Otgin actin-uU :' ' Dr etm.w - n2� � Dn4 ne xdt ikxd 24a _ PAp! 44 Tr, 14t - 2x1 Pp lnmit ' tPt - Dw»drgt. AN Cx Oprtty _ aa7 Saixt S;1 Aupppbt ip }Aii . t;1 Aasl lOp» - =aF Tnlu. .O. bb .. aaPPptr' q.TA O.1} t,npd eaefk i2 MSD t-Q•d O.aA• }M' Cb ],OD �. 97• tt Al. 11.00. PIS Lumber-aott, D.Rr•L, N0.2, 2x8 (1•t12"x7-itd") ' autmaris: Ail-1ta10rra018aam, O.Pir-L Na>2 Roatpxti spaced ai 21,0' 1)�Tot61 tbntjln: lff•7.t^• PitcA: 5712: ' Lalaral.ttnMan, lapx, N4, OaflOrnp al arppods; RapdiNNe InrJar: pPMk?d wham tleRtill±xl (rNnrla otAtnO hntPs); Analysis vs. Allowable Stress (psi) and Donaction (In) 011,10 Nos 2012: Criterlen Anaivplx Y I- Dr.tan V»iva- Anpi-x.ipl8axi r. a u.c -rry �end,tnat ei sb 9'!2 W' '- 1242 tlsJ Pbt : 4.T} Liw Dati°n O.i1 i KI.).9.Q8 n,.bi - L1240 'Tocp7. Da t!•n A. 1.I '• SJS?d 0.£v0 + I.TDbO t/.4a Additional Data: PACt'Opya rJstpltieb L`t Ct. C1, Cr Ctu Ca ,etm Cl 14:d rv' t40 1.00 1.tl0 `.06 - - - - t.00 1.00 1.00 'a - tb •+ !f.0 1.00 1.00 1.00 .I.OaO 1..200 1,40 1.1} 1..0D 1.00 - 2 rep° a24 - 1.00 1.00 - - - - 1.00 '1.00 - - * A' 1,6 a1131an .ti.44 1.00 - - 1.00 1.00 .• :t lmta` 0.59 ailltart 1.00 1.00' - - -• .- 1,44 1.00 •. k CMTICAL LOAD comesnAlloNS, 4A.4r. ; it 42 + D�.ci V + °JOli, S dgrtgn « 714 .1ba 4&ftd0aP+lr 1£ i2 A D>W N + d426. tipttlrr inns JC 9D • at4j, . fix ua„ L4 1±2 » V41 ltot&t) . . OWuxd 1, .UYa 0-xabb.p wind 1-brPact: La -rant live im•Mprrpnt rnttgel t• 4tttNptata AU LC'4 ere Ilatpd lfi N• Anelyxia -put'- . toad Ca¢i1tA4 iAatia; ASCE 7-10 f $P.0 .20,1: CALCULAVOtm .. oaflp,ctinat V - 76,04 lb•iA2 `Ltaq.` d.lrleetiae - um -mann ltpm, atl eam-(tv.%f 1-d. iiive, rimt en -t Ts4nt Vett-ii.t,-.I.Sbfe*pd tdmd 0akl poi t101 ( Y7w rtotta. De!Axnti Or., ar,•, t'ta0. 1,11-4bte. b-itio :t pn pnr;ia P•it»cx p�1cw1.r.W Ph[ -wah xuppora • pxr dttu .7. IG.] . Design Notes; 't, VJaOaWM.t OU6'" 4610 dculpn M4 m aGcoidpn6a.01, t" tCC InlorltalWnpt suidiq coda (Inc'20t1j; the Naiiumil m"Wan Spewle l.tM (Nos 2012), And Nos Oesipt± auaplemont, I Pleaw witty Itist the datali4 0oomiiatt 4rmi am spp up talo Pur Taut ap{xiwlan, A. SawO lvmbot benatrtp jmtmtMfg sbwl m lateraily suwxoo arlwrptnp t0 ow Vrmlil.Ttu OP 003 Clauva 4.4:1. 4. GLOPeo8L' %rEveP oijaNip'is-,0Q4hed idi e0 stopo0 ortart , - S. VIRE RATIh'C: JOicls, .np xkau-° grid mA4PV)r "mint m Ara r Mt r01ea tar Ora CWwv;nr#, 1.t!'J 'CD supper t.: ;i, 2S t.aM h 623 'Aaatawm annp Otgin actin-uU :' ' Dr etm.w - n2� � COMPANY OMPANY 1615158 Pt&RO12J1ECtiT WoodWorks tl t'r Design Check Calculation Sheet WoodWonro War 10.1 Loads: LCnd Ts -P.. 0.larc t5ccken P,.c- L.G.CAol1 Ifti RaCnituea Vnl t: tarn ata Pc frd Start Yr,L' Wi aL 4cnU 1 f. Z Raaf C?'. hcaf Leve Wl3 AK o._ 3Q.00 10.50!• naF ••rrf uocnry -tit £rz? Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths [in); 1 Q•.a.4- dntdCea PCdf tfead p.Ua.K. Liya rartn t'ed: 33.43 2124 3141 7974 ral 0aacingt'19kT tlapae.itY "��, .......... Cann 5uPPot la 4012 40b:1 Anil./0^.a - Nctro 1..q r?fw£wrt n.c7 9•TI I,uad carts $2 at Langch :1.19 7ttn rcgzd 1.10 t1 ch1.00 ?.a0 LI, r..in CN support. I,00 1.07 err 0 y 1c• au+ 01,5 OR Glulam-Unbal., West;Spoclos, 24F•V4 DF, 5.118"3113.112" 9 lamnatlana, 5.17E' mna£mum width, SUPPOdS: All •rfmbor cah Bonm, D,Pir-L Not Tom nallar La1Mn1 94PPOd: to," at cupnans, bolitfm• at surtPoar. vs. Allowable Stress (psi) and Deflection Zv'a Rae 1VlfW r 4,lt! £+1 to 1451 Po' - 22.91 fb/ft, 4.oa .13'n O,1 � L/7E2 0.44 +• 4fi7 Tft'n a, a.9 f.12:S �o_nx . a.f^ta n 411 Additional Data: rAcmiii? YJ,Ill £pe.i l CII CN CC CL LY+ Cfu Cr Ctrl lint..C•n•C'1•P c2'fl T.v 2e5 1.00- 1.00 1.,00 .. -. - 1,00 .1.:00 1.00 2 Fb2400 I.eiI I.r_.li 3.00 0.9m o'tton 1.00 .1.00 1.b0 1.40 - C' 1.E .Ililrr. .t:Oo 1.00 - - 1,00 rainy• 0.06 ,oi2l tan t.OQ 1.00 Ofrty tha Isaaot c.( CL RMP CV ie sPplled. eq Per Nos, 6,2,3" CRfTICAL LOAD COMBINATIONS: sh"4rC 12 ,. a+l.r, S 3940, b dsaign a 1431. Ah.acntfiOsliiit W. A. s 1, 1.,. N a 16043 lb- ft oillecuont t.0 �2 + Edi Lr f2l vzi K P.2 - a+Lr. (cntnl.f QadCaa Lv.l.l Ye Q'•2ftCf {Pwl.nd 2-1aP{sf+Gr i.CraOP .L.tv,r LC•...Cnr:tCnL.ld E'•'< mhQaa.K� All LC'a-n a Ilac.,d An thn lu,ai ;ale output Lnad caot•i.nnriw+af a&[Z 1-11) J 30C 1017 CALCULATIONS` NIAO":0111 ri + 4ES3005 Ib•in'i "LlW dytlecctmn • 0a I1 «Wry nn :ram a nun-d?Ij loans ill_t.ind; ernu_t Total Oarl action 3. solo -I Load tfnllnotinoi + Livn :,o.ld Design Notes: 1, Woeu voA-aaalV•sts and daslen aloin ncaomance Nth the ICG laernallaml Bultd£li0 Code (IBC 2012); Ino Nalional DuAil SO mikalion (Nos 2012), an11 NOS O mtatl C.0p.muni, 2. Plemi) vod£y liml Ina dalttull daQetlion Ihotts are am"'rAate inr your apatiu•P££oa. 3, OndaP, daslgN 01Ues are Int MOtOdOb eunfoffa ft to ANSI 117.2010 and manUfaCturad.la aecotaaneo VAIII ANSI A10q.1.2007 4, 15 ULAW b],PI • oelual Wadi" z.8atu(ll a0plh. 5. Gb:I.1m Berms -0.111 be lalnm0y-uppa11W acmill110 to 04Pravi5inn5 of NDS Cleo" 1,7.3, 0. GLULAM! beallap lefglth t1•ased on smanM at Fcp{tonuan), Fcp(comro), {\ COMVANY VNOJEC? Wo o d Y A Y O r k S� Fah, 17 2010 18:05 lOrtXa BO SOr,1WARP f -Op It-000011M.v Design Check Calculation Sheet WuOdW01ts fluor I0;t I Loads: 1>o1,d Typn V1.at:r3butlnn 'Pat- I- t'ien tlt.t It-, St." Zito Mon:tt,.Mn '!tart P.nd unit pea[ li, nn5i o t�eil_.1rti+ .0.iU {' .UOi• pA: 14Aof. l,l. P..t-conaFr.. SLIT Ae eco: 30.40 !2.00!• VaI 11.111 0b 00a1J Tfopnsidai 0.l1 '1,0.1 00,0 100.0 . p)r Na)13 -0?. 0. 13 TtTpn3Altet) 7.61 19.'1! 300.0 00.0 Cit pL P.L 0-d Potnt 7.01 9009,/ lbs PL W P_f raznatt- Polnt 7.61 907>. ib. Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) 15'•2.0- a^ 11n Etrtorod, oced pcef. ltvn 1'neGeynd, 2'702 f010 - a, W. tae4 'Ii'ifnl Ooarf.npt IL02 -. 6oa;; canaCl ty etAm <+i02 eco: guppoeT.a e72T t?27 Oean t.00 t.u1r Load rno2> 92. A2 ..enOth l.I4 t.2�: Nln tey't? 1.29 _ 1 JA Ch 1..00 i r� A7D mi.r. 1.00 1,00 Cb ouppnrc 1;01 .. >.C7 Pc. !u 329 t71 Glu)Om-Unbol , West Species, 24F -V4 OF, 6.112"x13.112" O lnminolimm; 5-1@' mo:.lmutn whhh, -Sapper: All- 1Tmaenpoh 04om, D,F11•1. No,2 Total lenulh; W-2.0% Leloral !appal: toy at summits, bottom- at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012; OntMlepl.I I Ib - 2100 I 1% 2293 I th1W t,l vp Oet.t'n 0.21 ++ LJ 059 111% + L1,109 Tnap1 Wfl'n 0.69+> 7.!276 0.79; !,1240 - Additional Data: VAM911, rf Wlpsi7C0CN Ce CL CO Clu Cf Cfrc. Mote. Cn•Cvr LIC Fv• 265 t,79 1.00 1.00 - - 1.00 1.00 1.00 rb'i 2100 !•dl 1.00 1.00 0, 901 1.000 1.00 J..00 1..00 1.00 - 2 Frp650 1.00 1.00 - - - - 't,00 - e• 1.0 n. i.)llAn, l.Qa 1.00 -- - - Y.00 W_. ny,. 0.99 mf..i1.lm1 7.00 .i .00 - - -. i.00 - - Z CRITICAL LOAD COMaiiomoNB; Phaar 1• LC 42 »'01.,, '1 , es9.0, v 41e.a,i:,m • AI?A to. Wendin0('•'I+ Lc 42 .r O+Lz, N » `J0La5 lb. -it t?oft naLJ An+ W 6« +-39+L1 33iveI LC 02 •+ Di,Lr (LOLnlI G -dual. -3 S.vn 6 -anon auV.inA lstmpwc.c Lr»sn»I 1.1 1 a G.c•�caneanr,=uand.G•r..ercl:qunfre At LC•m nGa Ssectcl In Live Analya:a ovllvc Wad Gv&61nnC/.A=;a, ASCE 1-10' I 11iG 2012 CAL.CULAtIONS, 0allact.l onr CI • MI11006 tb-2n2 'Ltun» defl.etson » I1all-Llan. from X11 --dead teed. (livc, ntnd, TOGoi Oe.11eCtlAn 1.Sofhead !.Rad ,Onflret.lohi - Live 1,Aad aeflacL4 an. Design Notes: t. OMIOOWOhs 111111105!181x1 dusipn are in 9e00rdance with the ICC Inlemmional Oultdtrq Cato (IBC 2012), the Na0o4ei Dosian BpoCificuuon'(NDS 2017), 01x1 NOS Oa9)On 5upple.moni. 2, plen90 votify that the deioutl dBlkcttin, OAS are appropriate let your oppllmuon, 1, m d Ch lonsi0n values are lef.mot011d15 Contbm,inp 10 AN51 117.2010 and nianUlaMeod In aCCOMIUICO w@h ANSI A1001.2001 e: GLULLMI bad mattunl bMdCU r, actual depth, 5, Clut- Onaeu Gimp eo mtpmpy.0q t xi cermiq 19 to the !ami -tone of NOS Clonso 9,9.0, '0. CLULAM1I; M,ndna taigilh bastui on 81110!184 of Frl><la,Ltiforii. Pep{enmp'nl. 4-.r...._.. COMPANY PROJECT WoodWorks� sOrngi4rl'081t"oon Dlarcu Fab, 12. 2016 16:01 16-124010 Design Check Calculation Sheet Woodworks Sizer 10:1 Loads: Load Type DJatr!butlon Pnt- Loent'lon Iful Poagnitude Unit v + Bearing: `v torn Scart End Start End fb • (coat IV = Ftit Rrca 2713 .L.ive Det.l'n 0 ;r. 01 • pa. Roof LL Raend of 1.1ve Rel Aroax0,00 Ann Hina 0.59 a 19.$01,10if : U:+R MaXltnUm Reactions'(Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) + Vn'faC:Otnd• Zcld Roof five ractored: 1466 1240 'Value � r I46. lttII Tonal 2713 .5 aa�r v + Bearing: `v cal;sclty fb • "'_ IV = Ras", 2713 .L.ive Det.l'n 0.21 r ltllpparts 2990 1!360 1�rJ Ann Hina 0.59 a L/204 : U:+R Beam 1.06 Support 0.94 3.0d 140 comb42 0. t44 lsangtlr 0,79 r2 Pin req'd 0.79. Cbi.00 0•": Cb min L e0 ,00 Cb air(>porC t.,0i 1.00 Fc'a nu n25 1.07 L2S Timber -soft, D.Fir•L, No. 1, 6x10 (5.112"x9.114") Supports. All•- Timber -sof( 00am, D.Fir•L No,2 Total length, 13'-1,6-; Lateral support: lop- at supports, botlom>.at supports: Analysis vs. Allowable Stress (osil and Defleefinn Cri corion Anal sin 'Value Design Value Anal al»/Dasl. n .5 aa�r v + `v v Fv Bending (+) fb • 1.749 IV = 1.350 fb/Fb' = 1.40 .L.ive Det.l'n 0.21 r 1,%7:30 4.44 1!360 0.4n Tmal Def!'n 0.59 a L/204 0.6.5 Li240 0.91 Additional Data: FACTORS: FIE(ps i, CD CA,. CC CL Cr Ctu Cr Cfrt Ci Cr, .W O, Fv' :170 1.00 1.00 1.04 - - .- 1.00 .1.00 1.00 F`h', 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00.1.00 3.00 - FCP' 625 - 1.00 I.DO - 1..00 .1.04 - .. E' .1,6 . 3.Ilar. 1.00 1,00 - - - - 1.00 1,00 - 2 CRITICAL LOAO COMBINATIONS! Shear LC 112 « b t.r, v s 2700, V 00sign 2360 lbs sending(+•1: LC 42 - D*L:. H « ➢619 lbs -Cr, - DeflecC.ton; .Lc 42 '^ 0 -Lr 1,1.1") Lt: 02. r b+Lr ftota.l) D=dead !)=live s=ansa wind '1=impact Lr -roof live LC-•cancenk.ratod 6=earChquaka FIJ I.C's aro lusted to the Analysis rnrt.put Load Combinations. ASCE 7-10 / Jac 2012 CALCULATIONS; Dafl,aciion7 E.1 $00006 lb-.Sn2 "Li.vo" defloctloa m Dafluct.lan from ailnon-dead loads (live, wi.nd,.snay...l Total Aot(aation » 1.50(Ooad Load Oaflectioni •r Live Load Deflection, Design Notes: - 1, WoodWorfs analysis and design are In accordance with the ICC International Building.Code (IBC 2012), the National Design Sper)ficollon (NOS 2012), and NOS Design Supplement. 2, (Tease verily that ilia default defloclion limits are appropfia10 far your application, 3, Sawn )umber bending members shall be laterally supported according 10 the provisions of NDS Clause 4.4.1. i r.. yI � T t COMPANY PROJECT - G.Wood"Works" Fah. 12, 201016:,2 ,&,21071 ,50mvwa rpm ATiof) Design Chock Calculation Shoot woodVAh ii after 10.1 Loads: Loud Tgpa plAtIlliotrdnptt+ tem t.-t!_ftt, R4anttude st.rt Carl 0tert. ZU4 unit oaMtnO i+! n+. 142} eater •�� $u�i . z�� O. aT t2J9P9 O,tY .• t,/3A0 9.A0 CapaOLcy R-( til. 4aaf: 0angtr., tttlt A... 14.40 12.90,• cat -_ 4.17 bL Rnad - null Area '20.00 1/.0011 P.r , � + _ YL RL 0-A Nt., 7.06 _ 1106 ir, . FG a:L P...' ..net, eotnc1"14 ibs La:Wib f.ww winch Mons (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) Cn14�tactd7 land R00f w- rnctacedt 1650 904 - - �• 26.10 fk6 Tota1 2576 oaMtnO i+! n+. 142} 4ent1n9a W.ve Oef 1"n O. aT t2J9P9 O,tY .• t,/3A0 9.A0 CapaOLcy O:AY • L1Aa1 - 7.rr•.Kirca T00s A0allCee , � + _ Thgs .1.00 support 0, 4T - 16a oa Ld a�c+aar La:Wib d.rl . rd nen xey•d . O. T,.:. - - 11.11 cL 1.90 - 0. Jt ch i. 114 I upppct i.OT Pca aua 425 1.OT ATs Glularn-Unbal., West Species. 24F -V4 OF, 6•tf2"ato-i/2" T i3ha114ld91t, 0•,fY marlmum wiCin. 810001111, All- Tlfnhtu-son beam, O.FlnL 140,2 ' T.1411000111: 11•:t.4% LalOf01 xupp4nl 10x1• At sURpOns. D0110m• 01 sul"lls-, Analysis vs, Allowablo Stress (psi) and Deflection (in) using NOS 2011: F L - Additional Dato: FAC79RAa r/6lpatrco CH et - Ci. LV cta Cr C1rF flues Cn•Cvt acs . qv 213 1.Zs 1.00 1.00. 1.00 1.00 1.00 _ M'+ 2100 1.25 1..00 1.04 0.010 1.606 1.00 1.00 1.00 L00 - • 2 T 1110. 050' 1.04 t.e0 .. .• - .1..00 ... , A• A.0 a11:Lten .1.00 1.00 - - 1.110 - -; rtdny' 0.05 as lA.i On 1,00 1.00 - - - 1.00 - - CRITiCAL LOAD COataINAT10N8; - ARanx i Le it • Wiser V • 2431• V clwin �' 2700 lb. RerRlinbl•tl LICc2 - g:Aq N+ 1114115, Ibs-ft ' lso.t.l aetton; 1,0 12 Drag• i1A ea) IF 07 • bakc itnt411 - .. LM•d..d. Lellva !1-aav u•v,tnd 1+1xr1tagt•Lr•roof 1Av> t.c-careantxec/n9' 6-ae rthpw4o All W'a era. tA.atml in the Ane$Feil acatdwt 'LOOd v %tA 110.1 A er.. 1.10 t lee 2012 UL ' CALCATION$ , votle gi_l Pt _ '$55.00. lh-tn2 L1vu•'Wi.atlon - L•erlerti.0 tram. 413 xn-eiasel 1040, fit", wind, 6n011µ1 ' Tot.I LleftaCttolt 1.591011.116 Gaad 011tl•CL 11101 " 1.tya ip4d n4(l.attiln. Design Notes: �',. KbOdWoA.i atnplypY nlW design nrq in 4%arderKe with tho ICC 10lernalianal 0.5ding Coda (18C 2017), Ino Notional DesiOn Spoci1k01kn (MDS 7012)- 04<I Nps DOs,g!) &Ulrylemem. 2, Please verity trial IIs dbfaua 0e"Ritin tenni 0tp api m"'p7R far your appQCa:ien, �, GWlam d0s¢)n vaRlas 010 fOr m0tedpll e0ntarm,n0 to Ar141 t,7.2aiP and MAmltar1410t) in 40e01df nanta wANSI At90.1.2007 , 4, CLULAM; U01 a actual breadth . vvwl derail. 5. f+Ada*n Peens shat, be t; t0t0gy 1011A)"Ve 0(54010,110 10 fns OnivisiOns of NDS Clause 3,31._ 4.-GLUL Mt: ugartn0 !1100th based on 6104:1111 pl cy, flrmftonj, f elhYomW9. ' - Crtterlan M.Av�AtValw, 140111 Va1.wo M«A>Alel R.ced n •star oaMtnO i+! n+. 142} 8Rl'.�• 2pA1 !blit:• 455 ` W.ve Oef 1"n O. aT t2J9P9 O,tY .• t,/3A0 9.A0 !oral MEl'n O:AY • L1Aa1 'O, YO u GfTIn 0.97 - Y 'a°n...�a:n" � . ! � ..nrww-�+wrW.n.w +-y.•+.w^.re.+�- w•.._-.ww-.,i. Woodworks® stN•'nr,ura•aoa ha9n marc.+• COMPANYPROJECT Feb. 12, 2016 /6:i4 16-124012 Design Check Calculation Sheet woodworks Sixor 1O.1 Loads: GaeC ,ype .U.inC.rl.but:irsn Pat- Gacncl0n (:t1 !.it IWl' tint I; `ntfil. 1645 i rrn StnxY. knd- Start. end popY uG ttaa 1a., Anna .a, 4.,1 1-- po RaafyGt. ._... .....woo/ l,va f1ai2 Area 1024 20.06 11:501•'an! Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) pn(ACC4t'.id: Ufistt Roof Livia Factored: 009 '156 Va t.ur" 999 75'• `ntfil. 1645 S set v ^ Baa ri ng : Calaaclty Eb ^ 1024 f7?' fleas ,1710 Gi vq [r.it'n 0,12 Supports 103G 1,/360 173+ r<nallUes 0.34 W155 103( Deva 0.96 SitpparC 0.7Q D•Sq Land cOmih 02 9. co t.cnyth 0.30' dt Min cora'¢ 0.so- Cb 1. a0 Cb�:in 1 .40 Cb eolsprict 1,07 1,00 '.FCa '"ll rIR5 1.151 'Minimum boafmn lonalh SAOIna usad' 1/2" far afire --f, Timbar-soft, D.Ftr-L, No. t, 6x8 (5.112"x1-114") -- - Supports: All - Timbur-soft Boom, D,F'ir-L. No,2 Totallongltl; toy - 5:0". Lateral support:. lop- of supports, bottom= at supports:! Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: C r.i:er.ionAnal ate Va t.ur" Denton 'Val.ua Ann1 n1dlCusi n S set v ^ s4 Bend tnOl•+1 Eb ^ 1024 f7?' 'L 200 fb/Fb' «. 0.85 Gi vq [r.it'n 0,12 1,/907. Q.33 m 1,/360 0.37. Totni,Ylo!1'n 0.34 W155 0. So «. L/2410 0..68 Additional Data: F41,C7,6RS: F/EtpsllCa M et Cl. CF Cfu Cr C.rt C.t Cn LC Fv• :170 1,00 1.'00 .1.00 - - - 1.00 1.00 1.00 P•b'-r 1200 1,00 1.,00 1.00 L. -Do 1.000 100 a.00 i..00 1.00 - 2 Pap' 629 - 2.00 :1.00 ... ._ - - 1.00 1.00 - F' 1•.6 Million 1,00 1.¢0 - 1.00 1.06 2 CRITICAL LOAD COMBINATIONS; Shrar LC B$ ^ U^Le, v - 1630. V design - .t434 Lbs uuntll.,Qhfl: LC 42 0,1,r, H ^ 4112 11th -ft Ceflection; Lc 02. ,. ti+Lr (five) t,C 92 b.Gc (Cotal.) D -400d L-li.ve S+snot+ 41=wi.rd Tmin+Hict Lr -rout. .livs trynancentr'ttf Td la«e.s rthyua we All We are listed i.n Lke Avitikys,i.a output Lead combinatlony: ASCE 7-10 / 28C 2012. CALCULATIONS: Ceflectl.an: Cram 27'3e06 ib,L112 "Givih" dnflraLl n �^ Onf.factian ,ftOo fillnon^head lavas Ilive, -Ind. Snow. -1 Total. vq!loetion -•, 1..9o(00e41 load U.eA lmizitsnl + Live Load.0efJactton. Design Notes: 1, Wood Works analysin and design are in accordance with Ute ICC International Building Code (IBC 2012), lite National Design Specification (NOS 2O12t, and NDS Design Supptemom, 2. Please verify that pia default del aten'theils aro appropdom0 rot your applicailon. 3.S lumbor banding members shall be tatarairy supported according to the previsions of NOS Clause 4A. 1. t r.+d-F k . • a v"', "" :ot"":tsi"�' �_*, + :iu�'L�'+ :s""R.rs' a'"' - _ _ a , -r ,. Land '.7ypn'-' O1atrlbutian Pa2:- 'Coca Cine Il'C) COMPANY PROJECT nsn � W0gdr n.nrC G:d a Fn." p . Ag» ru i:ta Y O rks- Feb.' 12. 201010;10 16-124613 I'L S1L pied Palht ,CORi/.kat roa fy,700 p/SiCV 2.1.42 ' ilia PL LI. Raaf 11, Pal:S:' Design Check Calculation Shoet ?024 iba WOWW4AS :qday 10,1 Loads: ;.illi r49'd s 0.#0 -Cil - 1.00 � ' � d. Lh66 'cb :3.40 E. min Ch pPax't: ! Lap . • r ..r. .. 075 - 1,97 _ 92Y Land '.7ypn'-' O1atrlbutian Pa2:- 'Coca Cine Il'C) 11.7mtudn Unit nsn Statc raid. n.nrC G:d a.- Fn." p . Ag» ru i:ta Minn.- 81 3,.88E • PO I'L S1L pied Palht 1.81 2.1.42 ' ilia PL LI. Raaf 11, Pal:S:' 1:81 ?024 iba '.r, ut.ly qW0 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) ---•----•-.3'.7.4• .._....___.. a«fd Hgai b3va Fn cnrn<t, : - 1437 - - - 412 - . 14'1 5 '7 a.- 2345 t t Minn.- 2505 - - - 2)15 'Ann1#00sa - 2107 epnm .7.00 S Pport 0.04 - 0.42 1.0 Carte L_n9 rb- 42 0.60 : .- tc. !• - ;.illi r49'd _ 0.:60 - • t ' •' ..- 0.#0 -Cil - 1.00 � ' � d. Lh66 'cb :3.40 E. min Ch pPax't: ! Lap . • r ..r. .. 075 - 1,97 _ 92Y Timber -soft, D.Flr•L, No,2, 6rto (5.112"x9.84") SUPPQns' All . timber-sgft aea4o 0.1iIr.L Nc,2 ' 'total lunpih;.YJ,4'; Lalenll auppen; toil. of stitHtons: iwitom. at D'unpons; Analysis vs. Allowable Stress (psi) and Deflection (in) using No3 2012: 7 a Additional Data: ' PAC'mPal ?Vetpal!c') cm Cz Cl, Cr CCu Cr Ctrc • Ct .Cn t•Cs•' 1 ry' 1?0 °.80 1.:40 1.00 - - 1.00 '1.00 1.0Q 1, 015 1.60 ,.1.40 .1.00 1.000 ":.000 I.00 .l. as t.00 - :rep'. , .,6^.S 1.OQ" A. 00 - - 1.A0 :1..00 - 7 1. � 1, raAl:liOn.' 1.00 1.00 � - _ .. 1.00-, 1, off - ♦- CRITICAL LOAD COIASINA7iONS: - r yh_r 1,110 42 . PIi Lt:�4 . 2'.179. V d-14. a r )379 :Um. ..8epdia9E a}t•.� 92 - Vt11. N 1044 .lba-.IC Tian saa3oni LC P< - ar43 (It-) LC 02 OtL.t'•Itnco9.! ' D-d.d Iallva 9• naw a.wlnd iwlappiat Lra cnof. Aive La aanaune eazacl rent tiuyve i.e _ All 1•C•4 n n 7.isted tn. the Mnlyalr outpat Lead ean5l nnelana• ASCE 11-10 ! IAC 2018 CALCULKnON3�. '', Ds fl «ctleni r•1 -- '1721116 .ib-tl:2 - -Ltvs- datincti nr. '- DarloC:2on rrm at2 +ig::+liecn loan. (it-, -tail,. amQ-1 Tarn].'Gn Flroci nn 3;5D tn««d I.o»d a. rlyocigp} + 1•I.an t -ll D•ri.ntian. Design Notes: 1. WOMWOila a6atyua one design ora In ieeofdaneo Wall Dte ICC Intanmiional Duskily Cato (BC 2012). Elco Nadonai Doagn SpCGbca6on (NOG 2012). and NOS Dnaign 6upploment. 3; Ptaa.e Verify that the Aufauti-onflookith ifth4ts Oro nopmorboo for Van application. '- - - I Sawn Lumber bonding ttwmbom shall UO 101emfIY sePPon6d according to the P-ASIOna of NDS C41WO 4.4.1• - Crtcar tan Anel •ata 1•nlua eaai:m "•vslua' Ansi of afG:air� amtdl ngrt+i' iA + 0,08 275 [b/ni' • 0.67 Livn pe C.l•n - B.Ct - rf✓499• 0.t2 " L(36U 0. 0.5 t, Tota] 14!948 O. Yen l,d$40 r..q�-.�.. ..Fl7RT. ".. :.�'""S; .�ti"•!ikyKro. �:., .rt :. ,+ww.+rruw....w.+r.ww �..:.i+».•.^•+e 4. ... r ..... ,.. Loads: 1<incl Typo Diztrlhutlon Pat- lrocr.tlon (fel KGz,)nlr.ttda Unit .c v 0ear.ing: 'v a Lari3 Skarn F,n�i SCti rt; fn<f f"b Ceti. my 17f. eca.. rl . e!n d69 Live De1t'n It3. e0 (1.13)^ psr' Coillncr Li. :tavc Fu1.1 Area Ana1lD@;•s 0.02 10.00 (1.131' at Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : llni2tr-Cored: Bead Ltvo Fac: pr.nrl: 37' 97 '---- �--..-• ' }y 1) Tota.i '7 C' 1j139 a.r. - .c v 0ear.ing: 'v a 94 Capn^.i c.y f"b _ Fb' Bea; d69 Live De1t'n 0.01 Supp"Cte 506 11360 d!'�' Ana1lD@;•s 0.02 a. 114959 SA4 Sell. 6,10 Support- 0.33 D.IF Wr:ci comb k2 Longi O. a0: :11n ray'�I O. SD• U.Sf'? Cir 1,00 Aal IC's are.11.10. d An the Fna.lyalY nuCpilt 91$0. Cb m.in I:po Lea51 comb.lnat.lane,s T>Ci. '7-10 1 1-0C 2012 t-nI Cls st;pporr .L.25 CALCULATIONS ai, cz5 UR lr'Cidn; i.t •S,1a01£ 1 .i n7 a.7 _FCP •Minimum beat !no 10111.1111 saltine rrsnd: 173° trio loaeis (livo, wind. lumber -soft, D,Fir•L, No.2, 2x6 (1-112"x5.1/2") Supports: All - Timbor-soft ecam, D.Fir-L No,2 Total length; 5'.7.1r; Lateral support: top= At supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 1012: Cr:i trlrlon An" -I s.in VAIU0 ries i.rn VAltle AnSI si.elrie!aixrn 1j139 a.r. - .c v •+ 'v a 'q 'v }-y 0ecndinp{c) f"b lfie' Fb' :11.16 [bl Pb' � e,a'a Live De1t'n 0.01 »: <L!999 0.1R • 11360 0.0s Total Dt41•n 0.02 a. 114959 0.26 L120 Additional Data: FACTORS : ra (PsAICU CU CC CL Cr Cru Cr Crit. CI Cn LC@ Fv' t00 1.Oo I,00 1.00 - - - - 1.00 1.00 1.00 2 Fb" 900 .5 .00 1.09 3.00 0.450, 1.'!00 1..00 1-.00 1.00 .1.00 - 7. FCp625 - 1.00 1.00 - - - - 1.0a 1.00 .- - 1. 1.6 million 1.00 1.00 .- - .- - 1.00 1.00 &stn' 0.50 Million 1.0 1.00 - - 1,00 I. Do - 2 CRITICAL LOAO COMBINATIONS; 'Shear : LC 67 w D+ L. V » 74, V deign 61 The Oending(+)) LC 62 » Q+L, tt - 102 lbs -1't Pe'laction; LC 02, - bel, 11.1vel Lc 12 - DtL ftoUtlj 11wCiCGr1 L -I i.0 3-anoN. Wwlnd Imimpaxtt {.r+rapt' live Le-COncentrAi ,ed. Z-crtbc(Uei$.l Aal IC's are.11.10. d An the Fna.lyalY nuCpilt Lea51 comb.lnat.lane,s T>Ci. '7-10 1 1-0C 2012 I CALCULATIONS UR lr'Cidn; i.t •S,1a01£ 1 .i n7 "t.rvu gottwrion, - 04')er ip.1 `.roe 0.11 nun -dead loaeis (livo, wind. flno4,..) 'oOVAI oarlacrAtin - 1 ,al0cad Luau DC'I :tion) , ,Live. road VoilvCt4.9r,. Design Notes: -1, WoodWorks analysts and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Spocilicadon (NOS 2012), And NDS Oesign suppiameni 2, please verily that the default defloctimt limits are appropriate for your application, 31 Sawn lumber bending members shelf bd laterally supported according to the provisions of NOS Ciausa 4A.1. I Loads: COMPANY PROJECT Woodworks(' 50smARtma!voonmmry fr¢b. 12.2016 fe:20 tO-124 B15 Design Check Calculation Sheet WoodWorko Sizei 10.I 'Load 7,ypa 1?.taLrStwt.Lan P.;L- t.acaelon ift) Naynl�Ivs R1S _z�3 � !`P .- CRost. ills , .8ea. Fu l Are4 933 1Tt' . _aRoar: 1719 Ll: Roof11Vo Foo AceA SUPPortB 1930 -70.00 Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : Uax[actarud: lienar Lim Faccoraa: 2¢� - . -. Fatal R1S _z�3 � !`P .- u0. ills Capacity fb R 933 1Tt' 0cam 1719 lAve vgf.1'n 0.07 « SUPPortB 1930 r,0 :x 11 °� Anal /Dea 0.18 1,1525' 3036 f O&I 0.3s Bstpport 0.'74 0.36 .W.d Comb E2 0..1$. 1,0ngth 0.50' a2 -Nin. req'd 0.50' 0.50• rb 1.00 so- Cit min 1.00 8.fi0 Ch support 1.07 - 1.00 Ek; scurf E25 1 •07 'MIn)rru,m eonnnn Irtnnlfa nnrliex, uea s tn, nn„ �. ..,...,.r f32 Timber -soft, D.Fir-L, No.2, 6x8 (5.112"x5.1/2") Supporta. Ali- Timber -soli Bean+, D.Fir-L No.2 • Total IOngih; 6-1,0; Lateral support toP= at supports, bottom= at supporta; Analvsis vs. Allowable Stress Inst) and DPtlartinn lint .._,_ C.rlt.etlon Ana 1'nla Yadue D9a.ltn Va,E.ua Tma1. iia/Dea.l¢n Bhaac v !`P .- u0. L Awdingt-�i fb R 933 1Tt' '750 fblFb' �. 0,?1 lAve vgf.1'n 0.07 « eJJ955 '0.27 r,0 a,2< Total W1'- 0.18 1,1525' 0.40 « L/240 0.4E Additional Data: -- FACWA,1! F16(P3 1).C!) Cti Ct f'L CF Cfu Cr Cfrt C Cn LICK €v• 110 1...09 t.0e Flt 750 1.90 1.00 Y..V4 i.000 1.000 1.00 1.00 1.00 1.00 - 2 1.00 1 . no - - - 1.00 .1.OD - - '1.a nf.11ien .1.00 1:00- - ^ 1.00 1.00 - 2 CRnICAL. LOAD COk1OINATIONS Steer : LC 42 1 -Lr, V 612, V dezign 59v .bs Send1n9ia): LC42 w D:Lr, H T 3231 lbs-tL Deflection: LC 112 A D�Lt, flivgl LC' Bi v C)FLr (total) D-doad L-lavsng,. W-100 1M1.e,pacL Lr-rVof 11va Lx ConCOntracea &•'ear ChtO,ake A)A IC'm aro .tlsted in. ttir Aoa.l Vnla olatpkit Load atmbinatlana: A&fit: 7-1,0 / ISt 2012 CALCULATIONS: Dattac4la-: ri - ' 919006 lb -:132 %Ive.." Nc: t.it,ct tn,a •= 0afiac"Vn from 111 toon��I,ed .toasts t1fVr„ .:i.:d, Total. IM.ILCtdon + 1.50fmod Load oafjt-.Ctiyltr) -, Live LoIsd ee.C)�*Ctf3i1. Design Notes: I WoodWorks analysisand design oro if'aoeardance m)lh Lha ICC Infernnifonm Building Code (IDC 2012), the Nitienol Design Spedticrition (NDS 2012), anti ND5 Design SupplOmani, 2. p1e890 Verily that iho default deflection iftnfts are apdrtapriale for your application. 3, Samn lumber bending members shall 110 lataragy suplt01t0d according to Ina provisions of Nos Clause 4,4. 1, A/ j� COMPANY. PNOJECt' Woad• Y lJ l\✓' r=o,201a10:24 10-124alS ,TVr.n3AAF MR WAGO NGSlC.Y Design Chock Calculation Shoot waodwona Sizer 10:1 ILoads: toad Type - DlamInition rat- cern we4tion Intl Snob End- H.V.%tvda ]tart End Unit it"I ID an nrC n .1, t pa aao[ 1 2d. nanY ernncr.. pnetlel Ar en 5279 p: i2 1$.19 ..0.-00(1..01' PaE Arnot 2 LL Anpl'c...t[. Pncciol Aran Ana I'iW. 1fi.12 48.'1'd 20.00 (2,HH1• pot Ra.Y % ➢(. Hand PA rt LA1 Aran 1a.. 17 10.12 21.50 (].bQ1• pat PL OL cend Point d8.12 11,0. 51n PL LL Ac.( acnat..Y.. Point:tfi.l2 1.46 1.iB P/2 14a MaxImyin Reactions (lbs), Boaring Capacilies (lbs) and Boaring Lengths (In) 18'4,2• latnaiatnde u -u2853 RApt Lt_ taervrndl '2129 - - 1Ji0� 2757 Tat.a1 5278' ]near benrlab: � eoua C4(wai t,Y tb'.. 1831 .vim �tOn. 8<4P 5279 t.tv« Ovtt •n 0.70 supporta 54+1 Ana I'iW. 0.04 Id 6225 d«qA 1.00 S.PfctL O.S7 t.00 Land cath " a'2 s,:7 t.!" a'z H!"a,1'd. 1.46 1.iB d.ib Ch 1.90 i.'•0 Cb in 1.00 1,00 4'.4t 4uPParC ').07 pc» nr;a 025 Glulam'Unbal., West Spoc)os, 24P -V4 OF, 5.1/2"x 14+ 10 tominallon�. *1/2,1"a>bnum w(dlft. Suppans: All - nmbra-sat1 Beam, D,Fir,t. N0,2 'Tfilal 18ng10: 10'•:tz: Lateral ]ufart(a¢a at Supports, boltama at m;fptus: Analysis vs. Allowable Stress (psi) and Dotloction (in) u,tag Nos 2012: Ccfanefan An41. ain vnlua Oaa3An Vn1ua Ann] al a9naal n ]near � tv u„ a ee,wtng t:,( tb'.. 1831 fit' 2aAR ih/Pb° - Q. 39 t.tv« Ovtt •n 0.70 1/720 0.00 TotaA. ti<ES'n 0.04 Id D.01 W740 0..52 Additional Data: rh=11R3,- r!C(P..i ICO CN Cr, Gr. l. cV CW CCfrr baton C.-Cvr izo 'V• 2fi5 1.::5 1.00 1.00 1.00 1.00 1,00 2 rro'r 2400 3.25 1.08 1.O0 O.H19 a.bilx I.QD 1.00 1.00 1. cm •• raP' ase t.00 1,00- e• l.a miLtl.. 1.00 1.00 E spy' 0.0 A.113" 1.00 1.00- Only tn. Aaaacr of CL 4bj CV L. nPplt s1, as P- am 5.3.0 CWTICAL LOAD COMBINATIONS Sha.: . LC a2 Drte., V • 6034, Y daeign i8y.3 :.ba fr:."dtr.O tc� 02 Ot Lr, N 24 P52 J, O.0 «ct•f an: Lc 02 O+Lr IU-) nC 02 + h•.L1 13ota11 Phrlcnri t•If- 5•.ennw V-S.nd .t«l,n:pnct. 4r.+rno C' ttvo I.caconcan:'rat art C7•ca Rr,(nlunka A3.4 1P.'a. a U.Led 1n rhe Aan]yalh outpn5. Lard catwinntiona, .,SCG 7.10 J Inc 2912 CALCULATIONS: . ltaftecclaat E't - 0904.00 Lb -int "Live` dofloctA an + Vof:lactiun frons 414 non -load Londe i13vn, ,.Ind, snew_I Tocol Da flncti.a • 1.50t0ond 1. 1 1>,+Yl aaCinnl Live L..d nlfloct,tnn. Design Notes: 1, Woodwof is ormlyatt,ano destalt aro to accoluatice allh the ICC International Buibilnu Court (iaC 7012.), I118 Nallnnnl 00MUll Spncil'u,'niion ENDS 2017J. and NO11 Ous'Do S,ipalamOla. +. Pleaw vonty than the default da0edton limits aro appropiato fur your pppkation. 3, Ciaabm deslan vatila8 are Lor mnlatals runlurm!ng fo ANSI 112-7010 ural mannfnr3u+e,1 In amanfarlto +,inn ANSI A100.f •2007 4, GLULAM; IDA a attunl breadth r Wahl depth, 5, CA tum Ban- arall is rntrmhy supported accanimp. t0 lne lxpvu3ore, of NOD S. GLULAAA: bearing length basal 0n anln0ar 61 Fcp(leb51on), Fep(eom;fn), - �_ w COMPANY PROJECT __...�.......__._. WoodWarl<s' saeriV.termp wean n1:ocN Feb. 12, 2016 16'27 1"24817 Design Check Calculation Sheat woodworks Sizor 10:1 Loads: 2.o d Ty", D.l.st r: l.trul fon Pnt^ L?1=100n tftl Ota gal CedC OnEc -"' Ifenrino: M - 143E Tarn Start End 6tnct End O.41. » 1./646 0 -iii 'A 1,1480 Otto d'Ulrot 1213 0.93 L/240 DO. pis r•�' F.tao'r LL Live 4X111 Area support 0.61 00.00 tf Maximum Reactions (lbs):'. 18'-7' iln:actornd• Dead Live 'r aCP.a Ceti: 240 196 Design Valve "- �� 248 A•:{' local- 147 r « 4 -"' Ifenrino: M - 143E !1r 0770 .fili Capacl ty O.41. » 1./646 0 -iii 'A 1,1480 0.68 Supporta 1213 0.93 L/240 0.77 'Ann 1/Des 1231 support 0.61 Lend comb rig Lenot4 0.50• �2 Min req•d 0.59• CbituP®ort 1.11 a,,a Fcn an $YS 'Minimum boarinn Tarinihscitilin 1i & Ira" rnr a. -I Woiet, APA PRI, PRI -90,11 -1/2"x11 -WO" Supporta; Ail-1(11tEWf soft noam,0,Fir-L No.2 Flaor,ia)St spaced at 16" cic: Total Ienglh' ijr.7,0 , Analysis vs, Allowable Stress losil and Daflactinn line ,...t,.., CtI terlan ;0A.1pin tratillle Design Valve Anel sin.7Des1 n snnor r d r « 4 r» .J5 liendl ng i+l M - 143E !1r 0770 341W 0.35 Live Dgfl In O.41. » 1./646 0 -iii 'A 1,1480 0.68 Tarn! DeWn 0.71 R L'1313 0.93 L/240 0.77 Additional Data: MUM: F/E CD 01 C:. CL Cr Ceti CrCfrc C1 Cit LC Ii Vr 1925 1.00 - - .. - 1..00 - 2 Mri' 8170 I.OD .. - - .. 4..00 1.00 571.b vaLlllon - - 1.00 rRITICAL LOAD COMBINATION& shear l LC gZ •• W.L, V • 162 lh� 8endip(1(*I i 1.0 yy arl„ N "• 1436 Do''lcctiont LC 02 Dal, filvel LC #2 130L frotall 0 -dead I, -.11V4 s-Anow g-erind 1;niriPrct 1-rar00f live lic1cont"t.11tecl E»enrChgtan Re All tr..•s are iiaf:cd ,In ilia ,Aaolysls output. LoAd Cotnbloatlynaa ASCE; 'r -l0 1 S5C 20£$ CALCULATIONS: DeeleCL£on.- El $71o0G lb -int K- 1-34)e96 los "Live" doilactl.on - DefleCCiilh from all hon -lend londlt (live, wind. anJw„-) TOO” bef.lact:lon a t.SO(Deaad Lund aV"ftectl.aril f LIVL gond tlel'L•tictlan. Design Notes: i, W0WW0rl:9 analysis and design ar0 in scmrdanco with file ICC International building Codo (IBC 2012), the N860nal DOS'gn Specification (NOS 2012L and NOS Design Supploanerit 2 Plusse vari , that the default deflection lWla are oppropriato for yaw applimi)on, 3. woodWarW S1zar providos prallnl)ftary estlmaies for l4o1s1 design. Eatli wood I -joist producer develops its own proprlotnry design values. Phase contact )hs f Wulactufur tor' a custom I•laist version Of SIM Of otter 1301s1 design W wars;, a. FIRE RNtING;s J0111M *A130 studs. Arid mull) -pry rnambc:rs aro not rated, for fire endurance WoadWorkso COMPANY PROJECT 4X.7111+ARFMIT Hoon 0rshvv rob. 12, 2016 10;30 10.124 B:B Design Check Calculation Sheet WoodWorks Sizor 10.1 Loads: Load TyPo aaisk.Kibutlbn pnt- Lvcat.fon l.eK) ria tdatlnicud0 Unik -Tokal Benr..i.ng: )Got torn Skarl End F:nc! F par 1..?. 17ona F11.! ;SraG BenCungl") 2ii.OtlilO..+tll' Pa FI.'7aC L?. t.1vq flit.,. Aron tb/-,bl - 0.0& A✓1. 00'1.10.501 • of Fributury N1dth.(Lk1 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) ) s.-1•' - a• tin raCtarOd• Dead 'L1ve Facvo[P,11: 04 10619 L'esian �'. 134 .0u0 -Tokal Benr..i.ng: )Got v c9 11601 a BenCungl") tb 499 'aeras 1'f1q tb/-,bl - 0.0& Supporta 1.016 1,060 A.1?J6i AnOi/Cas 0.05 41:1999 0.2.5 - .2/240 flct.:an. 0.43 0.43 SoPpor, 0.97 0 , 217 L0.1 comb 92 rt Long Lia 0.506 0.90 r4in rmq'ci 0.50• n.5n^ Cb 1.00 Cb s;i: I.00 F.00 Cb soppnrt 1.:07 i.A7 -1'c an 625 ,_, !.can auwn�d ivnl,p. ouuenl3 usuu, N. tom eod suppuns Timber -soft, D.flr-L, No.2, 6x8 (5.112"x7.114") Supports: All - Timber -soft Beam, D.Pir-L No.2 Total length: u.10: Lateral soppark top, at supports, boltopl=at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Cri"-rion Altri ais Vn:lue - L'esian Valun Ana.i a:talOasl ell shea v c9 p`v • a BenCungl") tb 499 Flo' - '750 tb/-,bl - 0.0& Live Oarl'n 010:1 <L1999 .0.37 . 1,060 0.3§ T41'al Heflin 0.05 41:1999 0.2.5 - .2/240 O.I,Ir Additional Data: FACTORS: F/E(ps:i)CO CM Cc CL CF Ct:u Cr Crrr.. Ci. Cn LCs FV. 210 1.00 1.00 1.00 - - - - 1.00 1.00 1,00 2 Fb•i 760 1.00 1.00 1..00 1.000 1.000 1.00 1.00 - 2 F_p• 625 - 1.00 1.00 -. - - - 7.00 1..00 .. L. 1.3 ra11110n 1.00 1.00 - - 1.00 1..00 - 2 CRITICAL LOAD COMBINATIONS` Shunr : 1.0 92 D+t.. V 150a. V des.i0n ,!A.94 alba Funding(*1: LC 42 •* Irr L. 11. .2002 IbR-tk befWet, on: LC lit D>l, (liv0) LC 02 WL (recall D-dnnd L-11.ve Semmes+ nneind .T-1mp0Ct i,r-tgaf live i, 'CnnCernt.rntnd F-ekrChrluelke A.il I.0°s are 1.Isted .in the Analysis butpilt: te:ad ccuutnat kerns: A50' 7.10 / :eaC 2112 CALCULATIONS, Da f.7orttern: Et " 227006 ib-ir.2 "l:ivc" de.eA acl.A n • Der1ection L.retr 11.4 non -done 'laodc 411ve, .'inch snow_.) TOtol ;Da. 10CClOn - T.:SO?Oead Load botiactlar.) '- Live Load Deflection, Design Notes, 1. WoadtMorks analysis and dosign;sro In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement 2, Please verify that the default doiloolon limits aro appropriate for your application, 3, Sawn tumbor bending:mernbors shall be laterally suppatod accarding to the provia)ons a1 NDS Clause 4.4.1, COMPANY pROJIXT 1l Vo OdWo r ks'. yeR. }2: 2Qt4 t4.9; iWt24 tit9 .SfYrXtVARP'fbv ur�KJA i}f.1N,V Design Check Calculation Shoot WRodWor s Siler 10.1, Loads: Lvecf Tgpa WBkriltucl0d It$ tera(tOn tf(1 }ieQ0l La+dt 7n!( ' m G+XX. x;art. Knn sXaxz Fhd M1raa 'sc:pcs(o 17}+J t6lff ri, Fvt `. Alpo Sx91 20.48 50.291• gal I., t[laor LL %.A- Ltw Pull. Alan 4.77 - IO.DOfc.351• ntP Maximum Reactions lies), Bearing Capacities (lbs) and Bearing Lengths (in) Qnfncko:edr Peso-' Lt- iuctaXr*N - '17S CASs - It$ :ntnl '1411 Ovrs.mOr J4}I M1raa 'sc:pcs(o 17}+J t6lff AnallRni - Sx91 txaz. 8:sy{+v KL 4.77 - 0•�2 Leno r Js i2 9.71 Lrnpcn et Rin roq•u 0.s4• 5.99• Cv 1.09 0..0" Lb tot.fl:) 44s av}�cf L 1.07 1.00 Fc; nv 6:5 4.G7 .S:mrwm M:a1ViR O)M1;0 eenrnR lC ere nvnnau 4>f - rnber-soft, O.FIr•L, No.2, 6x8 t5.1/2nxi-114") _----- -- 510ppOOV. All • ThAWOod neam, O,nr.L NQ.2 T4101 larpth, 5-1.U'f 1,01"I 5UPP011; top+. w Svp44n1, Pnit4m. at 3u , Wits; Analysis vs. Allowablo Stress (psf) and Deflection (In) u(tngNos 10,2. Cz1Kc'x.1em Peat. ola 'Vaiaa esetra Yalu¢ Ana. ai,flRss.i n ' 9ieax }'YI IV. tv�p,. .. Oamilnp l!f fb - Ja4 tb' - Is tC1tT' 6.50 Liv+ DaY:Vm 0.07 - at/OnR R.N V904 Q.90 TOiat ootl'n R.45 « c1J99A Q.2s J.t244 0, to Additional Data: FAIL Vo ►L4tP411C4 of cc CL Cr Ctu Cr Cjat Ci'. 9n LCa Fv' 17R 2.00 1..00 1.49 - }, gR 1.04 J.00 2 rb•.. 750. 1,04 1.411 3100 .5;000 1..000 .1.00 1.00 1..00 1,44 - ,Fr.P'. R24. 1.00 1.44 - 1'" 1.00 t' 1.3 at I tan 1.00 1.40 - 1.00 1.40 - CRITICAL LO.AO COMa1NATSor1•d'. dOrnK + L% 02. . WL, V 1319. V +tnotgn 10112 .it+s - 0rms12n7S•ir '1,C i3 . O.L: N • 1193 lha-fK - RrtlrCKlanr 1.0 P2 Ort, Ilium t,C P2 O+L It.G4.t1 - lirtrtYJ'.k!tive s-anm• uwiM 1«ltsyneL ta-soafl.Yvq Le^roncvn}:Xvted E+•w rstrgnahr ' Atl S,C•4 .ace lla Xrrl, ;lsl .lite Annlysla aatirut - 1.aad ec-afra na L}mnor ASCL 1-10 t YQ& 7417 CALCULATIONS, - 00f19a:tiamr BI n 2'2TcOL .ih-tn.2. - 'i.1ua' NR P1 aCt,}om w RY itlettm, Ito. all nen-daaa Ao, Ot 11:1u«. +IA4, 4n4H,,,) ;Fatal. Pa EI#etAOn :+ t..50iPRart L0at1 ROf lacctami+'11.11 vn Il:tYlt?4 C1,aeG1uR. =Dcea;tLnStyn .alusMmhal trtn NrMtb Wv rl>nr0pdittO ter Poul'n»pfrc'aikn.x.nclwgl n,emltrrz 4na4bo IQWA )y.wr4)*nw dmxtwl4 to th0 twevistlllu of los Clause 4.4L 1, 777 COMPANY PROJECT WoodWorl<s�' sDrnls.0"VO "00o-cVIV Fob, 12, 201610:33 10.124 1120 Design Check Calculation Sheet WoodWorks Sizof 10.1 Loads: LonN.Type _ G.isprlbut.lgrr Aac= Lpcafipn iY.0 r1aUlvirude unl . 906 inrn fitartP.nd Start End �. ear.` !7L DaAN I!1 Capacity .00 (5.00), p5' Flpoc :Lava Fuil. Acea 1094 4.0,00 (5.00)• at Maximum Reactions.(ibs), Bearing Capacities (lbs) and Bearing Lengths (in) D iFr..factor.ed: Oedd Live Factored. ----- 254 San e .r. Xii9 536 'o Cal, 906 v- 1 Dearing: �. 906 Capacity - Fb/Fy• o.r7, Bea@ 1094 0.16 1./360 SLpporte :1211. i09t Awn /Ove - _ 1211 Delta. 0.74 . 9rrppa[1 0.67 0.74 Load romp 102. 0.57 Length 91:0+. ill 1•firl roq'd 0.59- 9.50• Cb 1.00 .. 0,50' Cb m1n .1100 1,00 Cb support 1.11 1.00 F 'up 625 Win mum bearing 1en01h setting usad: 1r2" fo( end sunoons C.L Lumber -soft, D.FIr-L; No.2, 4x6 (3.1/2"x6-1/2") Supports: All -limber-Golf Beam, D.Fir-L No.2 Total length; 5.4,5'; LUIQMI support: top- at supports• bottom- at supports; Analvsis vs. Allowable Stress In -,11, and none ti- if..,-- Cr.i tar l.an Fvral s,ls Va.LUe Daslan value Aural aia/D.esi.rn s.ez: v- 1 av a v Fv m D.ze allftd.inq(il ft) - 725 Fh• i170 Fb/Fy• o.r7, Live D2fl'n 0.0.5 .- <L/999 0.16 1./360 0,28 Total Defl.'n 0.98 - 1,/779 0.2r.A Lr240 e-11 Additional Data: FACTORS: F/E(psl.f CO CN CL • CL CF. Cru Cr C!.r.r, C1 Wri :LCI! Fv• .100 .1..00 1.00 1.09 - .- - '1.00 1.00 1..00 Ftt'» 900 116(1 1.00 1.00 1.00✓1 1,900 1.90 1.00 1.0"0 I.tio 2 Fcp' 4325- .1..00 11,90 1.00 1.00 E' 1.6 m.ill.lon 1.00 t.00 - - - 11.00 1.00 - 2 CRITICAL LOAD COMDINAT'IONS; Shear W 02 Di 6, v -� 800, Y dosign m 6S6 lbs nandi.ngfrl: LC R2 a Do.,.H 1067 lbs-fC Deflection: LC As' < DtL {.:ll.vel D«dead L�ll.vo B,snow w -wind :1«impact Lm.,60f 11va Lc«Concentra osl E=aa.rthquake ;L11 W's ere llatgel 11A etre tulalysas ur:Cput: Wad CoMb,.-naciona: ASCE ^1-1.0 / iDC 2012 . CALCULATIONS; ' .Deflection: Ei .q 78:100 l.t>-lnz "Ltva" Ncftuc: t.lcn .Oa"lrrti.nn :hors P31, r„zn-4gao lo}tda (Alva, winds anon.,) TGi;al -lk: fler(:lpri'« .1.SfitDaad .Loaf) Daflect:t6nt a. Live head nefiegtl.cn. Design Notes: 1. WoodWorka Rnalysis and design Fife In accordance with tho ICC International Building Code (IBC 20121, the Notional.0oaign SpeCiK'caGpn (NDS 2012), and NAS Oesign Sulrpinnrenl 2. please verily that Ute default deflection linins are oppropriate for your oppfication. 3, Sown lumber bonding membersaheli no Intoraliy supported according to the ixovisions of NDS Clauso 4.4.1, ..,:• .: •: x .. ;:, ^,..�.. . ;,.. z gar .;R4,.t �'gr 11-i4;? t, f ..'6 d �'.� .. - --..J COMPANY PROJECT 'WoodWorks�' sarneAarropWOODAr.trcA' Feb, 12, 20, 16;35 16-124 BT -1 Design Check Calculation Shoot Woodworks Sizor 10.1 Loads: Load Typo Distribution Pal- INca Kion jitj KagniKude Uni.0 292 Kern StarK End 3tnzK End 1- Floor 01,Do{+d Fu Jlrea it Ben;ll n9l+1 dol-aK ! V 16.9, • 13 F1aar I.1, Full Are Supporta 11,116 4:^,.OP 116.0) ai Tributary i ch flat Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : Unfactnrsed. Oead LAWS Factored: 1.'4 Dedi'n 114 Total nearing: 292 fb :e Crrt. CApaC1tY 1- t(F vb = p.le Ben;ll n9l+1 dol-aK 46.9 Fbe -:.1349 461!3 Supporta 11,116 0.02 a <L/499 Mss/ves - .• a .49 Total Defl'n Jolst 0..4:1 0.25 .m V.43 SUr,,V0rt 0.1.4 Faaine 0.5-1 m.il..l.ion 1.00 1.00 0.34 toad ctsab n2 Ai Loneth O.SG' 0.59• Mir, zaq'd 0..50• 0 -SO• Cb 1.00 1.00 Cb m..tn l.00 DaClect.ion: LC 42 - Drt (livui 1.00 CU support. :1.25 ).75 Fc sup F;351 625 Minimum bearing length sailing used; Me- for and supports Lumber -soft, D.Fir•L, No.2, 2x6 (1.1/2"x5.112") Stippans: All - Timber -soft Beam, D.Fir-L 1,10.2 Floor joist spaced at 16.0" rfc; Total length' S-0,5'; Lateral support: top= lull, botl.om= at supports; Ropotitivo factor, applied whore potmillod (rotor to online help); Analysis vs. Allowable Stress (psi) and Deflection (In) using Nos 2012: . Cti Keri*h An .s.is Vel.ua Dedi'n Value Atta.i sla/.D'ae1 n S oer fb :e Crrt. F7 1- t(F vb = p.le Ben;ll n9l+1 PB .R 107 Fbe -:.1349 vb.;, 990 1.00 1.00 1.00 1,060 1,300 rb/Fb• :" 0.29 Live DaWn 0.02 a <L/499 0.111.1260 - .• a .49 Total Defl'n 0..04. <4'S9.9 0.25 .m 1,/240 0.16 Additional Data: FACTORS: F/E(pall CO CH CK Ci: cF Cftt Cr. Crrt. Cl. Cn 1,C it rv' 104:1.00 1.00 1.00 - - ._ - 1.00 1.90 1. ea 1 vb.;, 990 1.00 1.00 1.00 1,060 1,300 i.,9n '1,15. 1.OD 1.o4 - 2 Fcp• 625 1.00 1.09 ••. .. - .• a .49 ! .00 .- ... P.' 1.6 million1.00 1.94 - - - 1.9U >,.04 - :+ Faaine 0.5-1 m.il..l.ion 1.00 1.00 CRITICAL LOAD COMBINATIONS; Shoor : LC 62 D.L. V .- 200, V dortign ^•. 1.62 lbs Dcndir.90): W i2. Di L. M +• 250 lbs -ft DaClect.ion: LC 42 - Drt (livui LC 82 » all, itotal7 Et-tlearl 1, -Live S�Snoa k=a.lixl .ts.i tapztCt .LrmraoY live E»ear.thque,%e All LC'a are.,ilstc,d. in the Anatyaln output 'f oaci combinotiona: ASCE 1•-10 / rK 2412. CALCULATIONS: De £:l ecClnn: Fl - 3.306 ib-i.n2 •,Live" dcrlrctlm•. » VotClac.K.lnn troop. all otin-dond loads dive, wind, ano>n..,I .. T.oLA1 Daf-!action 1.501Do41d tna5i gr#.jleeKlnnf r Liva Dost Derleetl.on. Design Notes: 1. WoodWorks analysis and design are in accordance with Ilia ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NOS Design SupplenlerlI 2. Plaoso varify that the dotaull doftovion limits are appropriate for your application. 3. Sawn lumber bending ritembars shall be laterally supported according to the provisions of NDS Clause 4,4, I, 4, FIRE RATING, Joists, wail studs, and multi-pty members are not ratod for fire endurance, �-"-: x�rwa-.-,as� �,.wd�r-^�"tr±.�!`f�`x'�} .s+,�;+.on.-yse^b,..l'..'t rx.�3,,.?n .}v.�;rKa,"^"f-'w'"..-w.• x-"-.-'.�.�.+..-.._,:ra_.'",_.x,,.d,r�,;»..,,..... x,......-.�-...�..�.�..�........-..w.--.-.-�---... Summit Structural Design Timber Column Design Values per NDS 3.7 4X DF-L(N) #1 Fc . E d 1000 1600000 3.5 Stabi.iity-Reduction le (ft) Cp Fc' (psi) 5 0.83 829 6 0.73 733 7 0.63 625 8 0.52 523 9 0.44 436 10 0.37 366 11 0.31 310 12 0.26 265 .13 0.23 228 14 0.20 199 15 0.17 174 16 0.15 154 17 0.14 137 18 0.12 123 19 0.11 110 20 0.10 100 21 0.09 91 22 0.08 83 23 , 0.08 76 24 0.07 70 25 0.06 64 26 0.06 60 27 0.06 55 28 0.05 52 29 0.05 48 30 0.04 45. KCE c 0.3 0.8 Column Capaci.ty,(ib_s) 04 4X6 4X8 4X10 4X12 10156 15960 21763 27567 33370 8975 14104 19232 24361 29490 7656 12031 16406 20781 25156 6409 10072 13734 17396 21059 5347 8402 11458 14513 17569 4484 7047 9609 12171 14,734 3794 5961 8129 10297 12465 3241 5092 6944' 8796 10648 2795 4392 5988 7585 9182 2432 3821 5211 6600 7990 2133 3352 4571 5790 7009 1885 2963 4040 5117 6195 1678 2636 3595 4553 5512 1502 2360 3218 4077 4935 1352 2125 2897 3670 4443 1223 1922 2622 3321 4020 1112 1748 2383 3018 3654 101.5 1595 2175 2755 3335 930 1462 1993 2525 3057 856 1344 1833 2322 2811 789 1241 1692 2143 2594 731 1148 1566 1983 24.01 678 1066 1453 1841 2228 631 992 1352 1713 2074 589 925 1262 1598 1935 551 865 1180 1494 1809 Summit Structural Design Timber Column Design Values per NDS 3.7 6X DF-L(N) #1 Fc E d, KcE c* 1000 1600000 5.5 0.3 0,8 $tabil.UY-Reducti ..n ColUm.n Capacityw(I,b.$) le (ft) Cp Fc' (psi) 6X6 6X8. 6X10 6X12 5. 0.94 943 28511 38879 49247 59614 6 0.91 912 27586 37618 47649 57681 7 0.87 872 26373 35963 45553 55143 8 0.82 821 24841 33874 42908 51941 9 0.76 761 2301.5 31384 39753 48122 1.0 0:69 694 20989 28621 36253 43886 11 0.63 625 18906 25781 32656 .39531 12 0.56 559 16902 23048 .29194 35340 13 0.50 498 15061 .20538 26015 31492 14 0.44 444 13421 18302 23183 28063 15 0.40 396 11984 16342 20700 25057 16 0,35 .355 10734 14637 18541 22444 17 0.32 319 9650 13159. 16669 20178 18 0.29 288 8710 11877 15044 18212 19 0.26 261 7892 10762 13632 16502 20 0.24 237 7179 9789 12400 15010 21 0.22 217 6554 8937 11321 13704 22 0.20 199 6005 8188 10372 12555 23 0.18 182 5520 7527 9534 11.541 24 0.17 168 5090 6940 8791 10642 25 0,16 156 4707 6418 8130 9842 26 0:14 144 4365 5952 7539 9127 27 0.13 134 4058 5534 7010 8486 28 0.13 125 ,3782 5158 6533 7909 29 0.12 117 3533 4818' 6103 7388 30 0.11 109 3308 4511 5714 6917 Summit Structural Design Project: Page: Engineer: Date: Desian of: Floor Framina Floor Loads DL= 20 psf LL= 40.psf Floor plywood.- 3/4" lywood:3/4" T&G APA rated.plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 10" O.C. field. Edge nail at boundaries, drag members and at blocking over and under interior shear walls. Floor Joists: I_Joists,. Use manufactured "I" joists (such as Truss Joists), and install per manufacturers recommendations using U480 deflection criteria. Use manufactured rim board such as TimberStand with all "I" joists. Use a double rim board at all locations where ledgers are installed at the rim (such as deck ledgers). WS.,wn_J.Qlsts .- Sawn lumber joists shall be sized per CBC Tabfe 2308.8(2) using E < 1.6 LINO. Summit Structural Design Project: Page: Engineer: Date: Design of: Roof Framing Roof Loads: DL= 23.5 psf LL- 20 psf Roof plywood: 1/2" CDX APA rated (32/16) plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and, nail with 8d @ 6" O.C. edge and 12" O.C. field. Edge nail at gable end trusses, drag trusses, frieze blocking and all supported edges. Trusses: Spacing - 24" o.c. Loads: T.C. Live Load = 20 psf T.C. Dead Load = 13.5 psf B.C. Dead Load = 8 psf Total Load = 43.5 psf In a 2x6 wall provide a stud directly under each truss reaction greater than 2250#. In a 2x4 wall provide a stud directly under each truss reaction greater than 1350#. Rafters: Live Load = 20 psf Dead Load = 23.5 psf Total Load = 43;5 psf Typical Headers (uno): Use 6X10 DF#1, use (2) trimmers min. at all openings larger than 4'-0". Summit Structural Design Project: Engineer: esiqn of: Foundations Soil Bearing: 1500 psf Concrete stem wall (Non-retalning): (fc'=2500 psi) 8" wide with (1 )44 continuous at top of wall and #4 at 18" O.C. full height. Provide #4 at 18" O.C. vertical developed by hook into footing, U.N.O. Masonry stem wall (Non -retaining): 8" solid grouted (I'm =1 1500 psi) with 44 at 24" O.G. each way. Continuous footingsi (ic' =2500 psi) .Width Thickness Cap(pfO Re.infor..cing 12 1.2 1500 (2) #4 cont. 15 12 1875 (2) 14 cont,. 18 12 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 3750 (4) 114 cont. -ead Foot ings:(fc'=2500 psi) Reinforcing .Cap.-onnnecfor Page: Date: Label Size Thickness, Ea,.Way. Kips Simpson F'1 1'-0" Sq.. 12 (1) #4 1.5 PB F1.5 1'-6" Sq. 12 (2) #4- 3:375 Pb F2 .2'•0" Sq. 12 (3) #4 6 PB F2.5 2'-6" Sq, 12 (4) #4 9.375 PB F3 3'-0" Sq. 12 (4) 114 13.5 CB F3.5 3'-6" Sq. 12 (5) #4' 18.375 CB F4 4'-0" Sq. 12 (5) #4 24 CB F4.5 4'-6" Sq. 12 (6) #4 30.375 CB F5 5'-0" Sq. 12 (7) #4 37.5 CB F5.5 5-6" Sq. 12 '(5)115 45.375 CB F6 6'-0" Sq. 18 (8) #5 54 CB F6.5 6'-6" Sq. 18 (9) #5 63.375 CB e: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. PROIECT. 63 � SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER:_ A o - www.summitchico.com DA.iE: DESIGN OF G cv, o I LC>G r....� Is C C. V3 -�• f f`i i f V3 777 PROJECT.- PAGE. SUMMIT STRUCTURAL DESIGN ENGINEER: Asa UP,www.suminitchico.com DATE: DESIGN OF 1_cA - ex n I L.i np , Lc,\In bC� 001' � 1 • .rl 60LF GART 1 TY(O GAN, 4ArtAbG' i+.�Al'v�Y •. A Y rCi •. 1 . � - I � � YY v �w �• y r' — ._.. ......_..__ --;--T---r" ' LJ 71 .�_ �..,^r I � I Zvi �',�'....�.. ..�.Q� �� .....�•conon, � it ( ,= ��• 1 . . . . . . . . . . . . . . iJ --- - - i Summit Structural Design Project: Page: Engineer: Date: Design of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6) Conditions: <(F) CAS[ 8 {f 1. Simple Diaphragm 2. Low-rise 3. Enclosed 4. Regular Shaped 5. Not Flexible l t ti C.65E A 6. Not Subject to: a) across wind loading 0 � �� b) vortex shedding c) instability (gallop/lIULtter) ! l E -y d) channeling effect e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross Section With Flat. Gable, or Hip Roof d 45° 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or the Torsional Load t LA5L A CASE t3 L= 40 Long, Bldg. Dim. (ft) 2aL= Cases do not Control the Desi 9 n: (1) story and hd30 ft. or (2) story max and light framed or (2) story max and flex. diaphragm 6 ft. T= 30 Transv, Bldg. Dim. (ft) 2aT= 6 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.29 Adjustment Factor KZt= 1 Topographic Factor Adjustment Factor for Bldg Height and h= 18 Mean Roof Height (ft) Exposure, A 0= 30 Closest Roof Angle Mean Roof Exposure (5',10',15',20',250 'or 30° Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 1 1.21 1.47 Location ps, 0=0 ps, 0=30 Min. Net Ovhg. 20 1 1.29 1.55 A-110 14.86 16.72 9.60 25 1 1.35 1.61 B-110 1.46 4.80 C-110' 9.83 13.31 9.60 30 1 1.4 1.66 35 1.05 1.45 1.7 D-110 9.13 4.80 40 1.09 1.49 1.74 E-110 - -17.88 6.42 -5.88 45 1.1.2. 1.53 1.78 F-110 -10.14 -10.14 50 1.16 1.56 1.81 G-110 -12.38 5.57 -6.73 55 1.19 1:59 1.84 H-110 -7.82 =8.75 601 1.22 1.62 1.87 5 77 -71 777 PROJECT, V�'G `fi" ENGINEER: A J i DESIGN OF SUMMIT STRUCTURAL DESIGN PAGE:' Rol ax WWW.SGfitmitchico.Ico 1 DATE: t n (-t n -t .p 2F --L4 .1 1+ i t � 1 iii i _i`'" � _ � � � �� f„•�..� ._.... � !� ED ---iii �'•'t �. �....«.. i '. .« � .Y 1 ... (` 1 ....�. ». �, Tr i Vv. i ....-. .. .. 1:.. J D-2..L?(�.. -2,b.., Gi A - PSI 1 i < w"""* 7. Summit Structural Design J Project: - Page: Engineer: Date: ' .218/20-16 Design of Seismic Load Development (ASCE 7-10) f Seismic Design Category. 0 A Ss ', 0.613 Mapped 0.2 sec spectral response Occupancy 2 S11- ,_0.27 Mapped 1 sec spectral response 1 f Site Clnssto71. In accordance with Ch 20. 'TL a 16.3 SMS : -; 0:80 Max Considered EO SM1 '0.50 Max Considered EQ - SDS,, ' 0.535 Design Spectral Response (0.2 Sec) - r SD1 0 335'Desi n S ectral fees onse 1 O Sec ' Systema Light Framed Shear Walls R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs. 0.08 12.8-2 Max Cs 0.46 Min Cs 0.02 (.01 outside of Si.) Ct ,,; 0.02 x 0.75 - Ta 0.1:1 Cu -1.4 MUT O:16 No limit for drift Use•T.' 0.1.1 -Alt Ss 0:613,Ss may be 1.5 if 5 stories and regular ` t V_ .-0,082.'W Height to Root.(hn) = 10 It r V= 4.4. k Vert Dist Exp. (k) 1 , Level tory Ht. wt(kips) wi : i p- t vx eq tps E _ ps Diap < ps 10 i 53.10 531.04 1:00 4.37 4.37 i ROOF E, 10 5 69 r _...... r _»..., a ... . ............•........» ' :........... »..... ..... r ...................,.. ; :.....,..»... ... ...... t� i 1 .....: ..................... »............ ............ »..... » �.. • , .1 A.. • . f ............. ...., ....•. .. i ..... » .�» ... •. C.. Y .... ...•....••...'...i.. .............•»..... y - .. •.......•, " . 53.1 531 �... -.. . is a r, ,r• 5 PROJECT; 24- PAGE: tta'5 SUMMIT STRUCTURAL DESIGN ENGINEER: ' www.summ;tchico.comDATE: 2 ` DESIGN OF. L_ q4c r p f 1_ C? oev e'� O cn + C C�a a c ca c �..---•-...F._ -art;..__ _ _�.�..�� .,.._;_.j,,._ _ .....t . . _�.. _ ...�,, _ _ _ - ► �2t ► 1 W- �I o- --~� I f I ofztb T -1-f .Y.}_ ._.-r -r- _ J_ tjF t { ij i -7. • , W, 771VIV TIM Summit Structural Design Shear Wali Design Program Project: Date: 2/9/16 Location: Units (UNO): lbs, in .Panel Thickness 3/8 ? �_ Panel Orienta-tion . , Short.21menslon Across Studs " Nail Type 8d, Anchor Bold Diam. t/z r Stud Spacing `} 16 in o.c. Spec Grav Of Framing 0.5 Spec Grav Of Framing: c -D, c -C, AF&PA NDS Fnd Sill.Plate Grade DF -L _ AB in 2X Sill 620 AB In 3X Sill 730 1 S.P.R A_ nchorage Reduced Inaex v Nan. Nan Len to Dlam 'Embed Fastener Cd NDSValue Value 1 10d 3 0.148 1 1.50 0.84 i ..... • 118 100 .......�...,...12d .1.......3.25 r....' •... `. 0 148 1 75 ..........O........... 3.17 9g.,....,.. 11£3 116..... 3.. 16d ,.......3.5 0.162. r 2•.00....,.....1.00 1. Use 3X framing at adjacent panel edges and stagger nailing ...............141...... 2.77.. . 14.i..... 4 0.192. 2.5C• 14.2..... ....... 1.00 ....1.09... 170 ....................... �........ ....... ..........,....... 5 30d .... .................• o....................... c.......................;... x:....0.207.....: "' 3.00 ....;.......1.00....,.........220........;.....220..... : .170 ...,......1.II6.........'s . 186 6 1 /4" Screw..f 0.25 ; 2.OG x........0.3(8'' Screw.... .......3.00 .............1.00......;.........400......._ .... .....400..... ..........t.....•• 8 .......................o ... I A35 1...... ` ............o..... ..........................1 .. ... - ... t ......................i...... ...............�50..... 19 . .....,.............i... ..........'.,.n........... A34 1 365 Sheetr..W-0-0-e-sf9n e Nail Alowable SW Joint Fastening SW Joint Fastening AB Spacing ('f Load < r• AB Spacing ('f Load r-astener. Cond A... Cond B Fastener Cond A , Cond 8 2X Sill 3X Sill " - ................. 260 2 1. .. 7.1 0 1 8 .....3: .. _ ........0. 20.8 0 ` 3.17 3.73 ., 350..:.....1..........2..... C....:.................................a_.........;..,........................Noh2............. 22, Note 11 1280 4 1 2.1 i Note 2 1 9•• ... ..z.. ...... 8...... 15.4 - ..........0........ 1. Use 3X framing at adjacent panel edges and stagger nailing .....2.36 • . 2.77.. . 4.' Note a.. 3.80......1.........2.. A.9..... 0 ........... .......8...... ................ 14.2..... ....... •.0........ _ ....1.09... .. 2.56 3, Note 1 S 490 _ 2 3.8 `,' 0 8 . 11.0 _ 0 0.84 1.98 2, Note 1 1 640 2 I NG 152 ' .. ........... .. 44 Note 1 760 1 4 3.6 .................;........ ' Note 2 8 ..........................s...................... r.. , ................. 1 7.1 1 Note 2 NG .1.28 ,........ 33,'Note 11 980. : ' . 2.8. 0........,........................... ,,......................... _ .., 4.5 . ^ Nnte 2 NG•• •.. ........................ 0.99 C....:.................................a_.........;..,........................Noh2............. 22, Note 11 1280 4 1 2.1 i Note 2 1 9•• ............ .. ;.......................1 3.4 Note 2 NG 0.76 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge"nailing-- , �.rw,v�� w�,�„—.', 3w,� 2 . � `3+ �,.. .� . �.,� § ., _h T _. ," t * ,.xs�^�t++yy�•�mx •,: ...• ..�.yn,�......,,..y .. wrr+� Summit Structural Design Project: Engineer: Design of: Shear Wall Framinn Light Framed Sheathed Shear Walls F-es.istive A.3.5, Sil.l_ Lawr_al Wall Aliach.m.eni Allach.me.ni Load Load Length Lena.11i Le►.i.g.lb L_o_adlft d�c r~_N til WalLl.'iae -C-as-e tlbs) .10. .01) 00, b,1_tt in. A1 ! A, Wind 2126 ' , 1125 ; ! 11.25 1125 i t 189 3 � 6'' ? Seismic i 1639 146 61- "B BI Wind ` ......................•........ ..........................i !........................... 2245 8.00 8.00 ......_...............:.................. ......... q............:..,.........,., .....; 8.00 ...{................................o...._.....,.................... 281 6" 3 Seismic 1483 i i 185 € 6". E 1 Wind f i, .•....... 2..................................•. 2824 •.....•....••..•q..............•.................j...... I 19.00 I 19.00 19.00 149 6" E . ....•..•.........•...r..•0•......... € Seismic i 1483 i •................ •...• .............78...... ..... q......�....,................. 1 6„ F 2 f Wind ; .... ...............!..—.............:.......,.................._............;.....................:.........,.............•.........:........ 2952 20.00 20.00 i 20.00 148 6" ' e i Seismic i 1639 ; ,..............................,.....,.........................� , 82 ......,................,.....; 6.: j Summit Structural Design Project: Engineer: Design of: Shear Wall Stability Overturning (+ = uplift) .Qveral.l $emiati GLa.vity. 9- OZ B.ighiin_g Net Load Le.ng.lb Legglb Lp.ad Ne_igh.t Mm—a1 fAo_oterlt w lNalWae Daae ft . ft . Iblft . g.. 00 M. .1t -lb). (.Ig')' A Wind ; 1125 ; 1125 1 550 10 21260 34805 -1y3' . ........... € Seismic i ............................ •................_.......:...r...•...........................r...........•...................,:............_.........,...............................•....... i ` i 16390 i 34805 ..... 1327 I B I Wind ? 4.00 550 10 l 11225 4400 2073 .. .. .•.. •.............. n...•.. .......4.00 i •• • .. ..._.•_.•.•....... �.. .,.......••. •.......••..• .:I .. •..,•. •...• E Se Seismic i r •. ........:........... .•9. € •......•.. •......... •..•. .• •p.. ......................•......,..•............e.. ! •.........•.. 7415 ; .•................. ..•.... 4400 ......... .:.. �...... ...ry•. 864 i € i '• 275....... ! 1 28240 66550 733 .............�:. ...,...Wind..... f Seismic ..,..22:00..... ,.•. ....1.9.00.... ;...... ..........10.... i............ ; 14830 i ....... , 66550 . •.. 2048 , 2 wind 20.00 { 20,00 l 27.5 10 29520 ; 55000 357 .............._.._............................:....._.. .� .......................:.............:._....................,....._........................r..•............................,... .................. _;..........:.... Seismic : 16390 155000 .1656 s PROJECT: Cp 24 PAGE: '-- SUMMIT STRUCTURAL DESIGN ENGINEER: www.summitchico.Coll l DATE: 2 DESIGN OF G 1 -De G w -i 5 > C-1 Q r, G. G11 -C 1 mm— I A _- 62 S ' A7TIG VENTILATlt?N GALGULATiOri y (SEWARATF 6ARACE) .�.•.�.w.nryw.�.-.e..s f � d � II talvr, `.w,:cn�s 1 'i PR0VipE.'TMEA60VEATTIGVEN75 to i I r _ i ... ........ ._... i ^T r1 j t mm— I A 4 I -2 PRo1ECT: CC> PAGE: 1_47 -� SUMMIT STRUCTURAL DESIGN ENGINEER: �l) www.summitchico.com DATE: DESIGN DF v -y,) S L Of Cz - ILI 4 1_47 ILI 17H - t r , 17-T D i 2 Ff 23,SI rAJ s'.P 60 x Li -COMPANY..... WoodWorkso FOo 92,201000;02 16-12401 5LtfinvA9PYh17 it't329 Grd)('.t Design Check Calculation Shoat _1 l OQUWWU Size, 10.1 Loads: Loeb TXPa ekov.lbutipn Pat• Larn i.ccax 0. 1 Itri .3ca rt ftnn-- Ida41,AI.W.1 -dca Ca Cnd 0n�t i ¢Sp2 "itait, b ,iTM tb' +. IOGU I . 9 bran :1455 Raaf .t NL Raaf Smartl. parry of Arno 4TU" 0109 0100 oO,GOf}:6.00)' po1. prat 2 M Oonf ean,�R'e. .te Pa.rrl.al i+ aeaa 6.02 54.49 20,00 12.0411 p.1 X -f 7 OL Road. Ra t•s:aal M.z 0.99 .10.00 2:1.50 Mani. paC P6 114 M.'I rai.nt. - 6,09 1440 lba P1: Sd. V"C nak P.16k :1..00 8'09 .UA lbs Maximum Reactions (Ibs), Bearing Capacities (lbs) and Soaring Lengths (in) niffzo Rg+d AgoF Us4 faced rrdt 2it2 11g.i ' X0.18 Ulf Tera; Goa t'in4f :ia26 -f'V •' :TFrr i ¢Sp2 0ansiirt41»a th « txdT tb' +. IOGU ntl[D' � 0:07 bran :1455 0,99 - L1100 0.:'1 arppaxta 4TU" a.-; . br:�n 4yn:t Anxt/4'«a 441;1 aeaa i,GO aaPPv<t 9.94 Ipnn firne;D e2 J,Pc LrngLh t.Tl - x2 rb :1..00 w,aan ).go 1,v4 CO abpt+o,c l,OT i.6- 9T "'t,02S 1•aT M123 llnlbor-soft, D.M.I., N0. 1, 0912 (6.112"x11-114") Supptriy:.All . T$mwM sao seem. O.Pifd. tm2' T91al tevh; 16'•2,4': Ulm) s!iPOO li 1011u9t sbpp;tds, twtttn 1- 111 mipptms; Analysis vs. Allowable Stress (psi) and Don9cllon (In) t,.lna Nos 26u 1 Ct:l t.a: }res Ana:/ ari a. 'va lne Daei nn_�t4,xtt• Xnni alatttrtrt Met' M w -f'V •' :TFrr Vr W 0ansiirt41»a th « txdT tb' +. IOGU ntl[D' � 0:07 S)va Unt)'n 0.09. +'al./U65 'a.ze 0,99 - L1100 0.:'1 sa1a1 v+rx'n - 1,/taa a.-; . br:�n o.aa Additional Data: tt$Tan31 rlGipala CD cm - CS rl. CF Cru Cr ct:t: CS Ch Wit 110 9.20 t' 1,I) 1,00 - . 1100 1.00 1.00 I. /2.So 1,25 .1,00 1.00 0.994 1.On0 1.00 1,00 .1.44 1.00 rap' 925 - .1.00 1.00 - - .. - '106 x.00 1. 1:a ati 1.1 :0x1 'i.40 1.00 - :1.00 ftl a.5a ai.i.labn 1.00 1100 - + - 1,00 t.04 X ' CnfMAL LOAD COMBINAliONS: Site+4 t M 42 - D1 Lr, + " 4340, J e}aa14h - 4;i69 )ba AgnAin99?')1 K 112 trtl;t, N + Title! tba-ar. D+t7wat.1 ono ir.S i2 ; iti t,r atival LC f2 + Deer iwuoif Dnieed 1,Mliva a+sn*I,'WlVtnd 1t-dgt llva'x.c+eRnaenrtnznal'r.anAt eh.; rata ATt LC'n are 'latex{ ib th< AnaiyaAa ..tl.t 1a+d xrhtpatlana: ASIA 7-10 1 10C 2410 MCULATIVM Q*t1g linOt at 1"It.0t: lis -int etp..V-t.'ion < ps,F.2«t:t)nn tract 411 ncrxrx/ww2S 1a.rAt ts,ivg; arxxxi� :+„-a!a. P T9tpt.'t1af'tocrla„t+ 1,50 i0and Lva#'aar.tex:tland• i;iva tsgri rott4^oi'.1 kY!. Design Notes: '1..'A'ao0'j bim anafytls and «csipn im In 0=14101,48 IMM the, Ice imamalinnal ouluhgt cwv (lac 20121. the Natt4nal o"r" Spacilicauan ade3 2012), and Nos ogojn 5191!%OtMrit, X. P1gam verity ihal.ihe dela,C1 tlatlx)piart On!:gt 1,x0 a0txzf, tiara let ysct.atN>r}tblum;. 3,'5uwn tj,.Wr ben0irg tllarnilar3 Atop AIt 440, any uppertea accgratlO lg the 11WASSUM W 1.103 cUmt, 44J. ¢tlAIMK- 1lCSI -J:. �M1y a F � 1 i �'iir: • � �� : r-.nwuyt.•e-tee. x..:r , �y COMPANY PROJECT WoodWorks' POO 11'4ar.,94si'voawxi; Fall. 13.201609:06 16-12462 Design Check Calculation Shoot woodworks slzar 10.1 Loads: Load Type oistributlob Pat- Lo tion Ifti MAinlitule ll11.1C - - Sean tern -Start End Start End 10:3.5 Roo o3-tr IV1 r -e It,/ -w0.6+ swin 73.50 Maw Pat Hoof ld. Roof :live Tull Area Loud Cor:!- fit 20.O0 i2.at1) 4 pat PL tit: Dead. Point 0.00' 5.04 1376 'too PL W. Root I1vg Paint l d0 5.0+1 1:191 .t.bs- Maximum Reactions (lbs),. Bearing Capacities (lbs) and Bearing. Lengths (in) : } 8%1.1 Un;nt°torad 0tad Roof LiVe 745 605 .. till t Tocai 1381 Ana l<z1riJDa a.1n Gap.,cltY - Sean 1719 'Ito Beatrllagirf 10:3.5 '2347 Anal lbao 1350 It,/ -w0.6+ swin 0.79 :. RA 0upport 0.78 0>94 Loud Cor:!- fit W2 0.40 .14240 0.30 . :lin ret)'d 0.00' fl Cb 2..04 '!'u 1.Ru Cb In 1.00 l d0 Cb' 3UppnTt 1 ..07 , 1 07 Fcta'Slip 6?8 Timber -soft, D.Fir-L, No. 1, 6x10 (5.112"x9.114") Supports: All - Tintber•soll Beam, D.Fir•L.No.2 T1,401 lonolh: 9'-1;1"; Latdral supPorr taP= el SUPPorta, btinom= at supporta; Analysis vs. Allowable Stress losil and Deflection linl n.1an rins+a,e • Crlaerlan iira?•al.s vAluu .OoanVA1ua Ana l<z1riJDa a.1n sbsar b r_ v v. le Beatrllagirf zp w 068Fh' 1350 It,/ -w0.6+ IAyt clef ?'n O.Ua 4Lli10'3 0..2? �. 'L/;tG.O 0.1f Total 10.fl'!t 4.7.2.-- 1./212 0.40 .14240 0.30 . Additional Data: FACTORS, F/Yfps.i)CB w= Eli. CL Cr rAt Cr Ct.rt Ci Cn LCO Fl. 3.70 A"Otl.?.Q0 1.0Q - - - - 1.0(7 t.00 1.04 2 Fti'+ 1750 1.00 'i Do 1..00 1.000 1.000 i.00 1.Q0 1.00 '1.06 - 2 PcP' 61251:00 1.00 - 1..00 :1..00 - F' t..5 million. 1.00 1..00 - - - - 1.00. 1..00 CRITICAL. LOAD COMBINAriONS. sonar : l.0 02 - .04 Lr, v e- 2040, v don.19n + 193P lba 0er,111n01t1: LC 112 + U>Lr, M - 5476 lbs -ft oer oct.ion: IC 42 [),Lr IIlVe.) fi2 - o1Lr Recall fl^dt,ad L-llva S -anal+ wwwIttd I 3wpjct l.r-coo! 1.lvo I,C"ooncontrated Fr'0a r1:-�yunka All 'Wa aro hated in hha Aarl,i-alxr optont . Load rano Ina LlVna: r.=F "-.EU / d'F1C' :10x! CALCULATIONS. aerloctlant 61 r 5".06 lb -I'll live 00.1 ctita - liofl0a2"ai+ iro:a All nen-dead loads ttfva, -Ind, allow-) Total 2allecLlan .- i $()foam! Land OarluCtlanl • Live I.oaO N.f1oct18n. Design Notes: I. woocl4larks analysis and ddalgnaro in accoldanoa with fhe ICC Inlemalianal Building Code (IBC 2012), Me National Design Specification jNDS 2012), and NDS DoslF,n Supplontant 2. Please vatily Ilial the default datlecttan fintiis eta appropriate for your application; 3. Sown tunibol' banding nnoptiora aftaii be laterallysupported occwding 10 the provisions of NDS Cfauso 4,4,1 RECEIVED DOCIATES Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA .96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Timber Products Inspection, Inc. Fabrication in compliance with 105 S.E. 124 Avenue 2013 CBC SECTION 2303.4.2 j Vancouver, WA 98684 IBC/IRC 2012 SECTIONS (2303.4/R802.1 Oroof/R502.1 I floor) PERMIT# �(0 3 gq Tel: (360) 44 9-313 8 BUTTE C7UNTY DptOM&44TSERV C S REVIEWED FOR TRUSS ENGINEERING nn gimei a Uo VAOIE LAYOUT D�E Standard Truss Detail Title ar- - sses-ma-n Systems Plus Lumber Co. MiTek" YES XNO [:]Detail # = Included Gable End 85 Wind B I Gable End I10 Wind B ]A Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 ✓ Valley Fill Frames 4 ✓ Oen Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 BCSI at www.sbciodust .com BCSI-BI Summary Sheet at www.sbeindustry.com Systems Plus Job Number - 1512-088 RTTTTg Date 02/11 /2016Revisio(�S)!!IED COUNTY Customer Davis b 2 6 2016 Project Residence APR 1 1 2016 DEVELOPMENT Location Chico, CA TRQ AND . ,(;,g0f'IATES PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND HOTS NOTE BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES 0 CD .9 SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. BUTTE COUNTY BUILDING DIVISION APPROVED MiTek® MiTek USA, Inc. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 k Telephone 916-676-1900 Fax 916-676-1909 May 14, 2015 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 , Dear Customer, The connection of the top chord of the open end jacks from the California hip system to the flat top chord section of the hip truss with two 16d toenails can be regarded as effective lateral bracing for the flat section •of the top chord of the hip truss. Nails may be installed from the end j ack to the, hip truss or from the hip truss to the end j ack or a combination of the two. If you have any questions, please contact me at 1-800-772-5351. Sincerely, NO: 076428 7 ` EXP. ' *,31-16 BUTTE COUNTY ctvlt BUILDING DIVISION F.CA:VL APPROVED Marcos A. Hernandez, P.E. Senior Engineer Western Engineering Operations DETAIL FOR COMMON AND END.JACKS •,µM11/SAC - 8 -40PSF 1 3/30/2004 PAGE 1 MAX LOADING (psf) SPACING z-0-0 BRACING Mi%k Industries, Inc. till © TCLL ao.o Plates increase 1.15 Western Division TCDL 14.0 LUM Rr Increase 1.16 TOP CHORD Sheathed. BCLL 0.0 Rep stress Inca YES BOT CHORD Rigid ceiling directly applied. BCDL 0 0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF 145OF 1.3E AS DESIGN REWD 20'-0' MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22' LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X30 MIN) NAILS @ 3" O.C. 2 ROWS 541-0 NOTE: J TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND i BOTTOM CHORD TO BE "2" MIN. \ SPACING= 24" O.C. SUPPORT AND CONNECT ON BY OTHERS OR 2-16d COMMON WIRE (0.162 -DIA. X 3.5' LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0' O.C. ALONG THE EXTENSION OF TOP CHORD. -CONN. W/3 16d COMMON WI E (0.16L -DIA. X 3.5' LGT) TOENAILS CONN. W216d COMMON WIRE (0.1CMIA. X 3.6' LGT) TOE NAILS 8.0-0 EXT. EXT. 2-0-0 2.0-0 " CONK W/3 16d COMMON WIRE (0.162'DUL X 3.5' LG -T) TOE NAILS VN BOTTOM CHORD LENGTH MAY BE 2'-0' ✓ 3X4 = OR A BEARING BLOCK. CONN. W216d COMMON WIRE(Q162'0IA. X 3.5) LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2�. 0-0 PRESSURE. BLOCKING INFO. vzom 0.4 NOTE: NAIUNG SHALL BE SUCH THAT THE LUMBER DOES NOT SPOT,Q�ds� NO. C76428 B-0-0 BUTTE COUNTY t EXP. 12-31-16 ---- EXT. • BUILDING DIVISION CNI%L . . � ° OF CAL6 1 2.0.0 APPROVED EXT. EXT. 2-0-0 2.0-0 " CONK W/3 16d COMMON WIRE (0.162'DUL X 3.5' LG -T) TOE NAILS VN BOTTOM CHORD LENGTH MAY BE 2'-0' ✓ 3X4 = OR A BEARING BLOCK. CONN. W216d COMMON WIRE(Q162'0IA. X 3.5) LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2�. 0-0 PRESSURE. BLOCKING INFO. vzom 0.4 NOTE: NAIUNG SHALL BE SUCH THAT THE LUMBER DOES NOT SPOT,Q�ds� NO. C76428 EXP. 12-31-16 CNI%L OF CAL6 o . SEP 0 1 2015 A wARNm • 9erm -s(4n parame— and READ NOTES ON TM AND WCLDDED WMIC REFE@ENCEI PAGE MU 7473 REFORS USE. Design valid for use at* with Mitek connectors. This design Is based only upon parameters shown. and is for an Indvidual building component. design and incorporalIan of component Is responsibialy of bu9ding designer. not truss designer. Bracing shown 7777 Greenback lane ...•s® Suite 109 Clhus Heights. CA. 9561 AppiicabOY of pwomenters proper individual Additional lernporary bracing to insure siablitly during conslruclion Is the resporutb0ty, of the Is for lateral support of web members only. erector. Additional permanent bracing of the overall structure Is the responslbMly of the building designer. For general guidance regarding '0'T��/ fabrication, quality control storage. de9very, erection and bracing, consult ANSI/tNI Quality Cr9erla, DSB.89 and BCS11 Building Component M k Soloty InlormalIon avotlable from Truss Plate InstlluIa. 583 D'Onoldo Drive, Madison, WI 537 W. i FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY2 (BEVELED BOTTOM CHORD) OO ® MITek USA, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT �o GABLE END, COMMON TRUSS TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING OR GIRDER TRUSS D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND MiTek USA, Inc. \ ASCE.7-10 (MWFRS) 140 MPH WIND 1 This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P f12 GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS 12 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ - (2) 16d TOE NAILS DETAIL A DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3." INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X3-1/2') NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH 10 BEVEL VALLEY TRUSS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) BUTTE COUNTY BUILDING'DIVISION APPROVE® i -- -,I- h II -- , ---„ -- 11---„ -- „ -- -„ - -„---I -- -ll- - - I u I I u u I I u I ' I' II II 11 II I' 11 I ii I II I' I' II II 1' II I I I I II II 1' 1 II II 11 II I' 1' I BASE TRI VALLEY TRUSS TYPICAL TYPICAL ( 24” O.C.) VALLEY TRUSS TYPICAL 5 (24" O.C.) This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P f12 GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS 12 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ - (2) 16d TOE NAILS DETAIL A DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3." INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X3-1/2') NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH 10 BEVEL VALLEY TRUSS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) BUTTE COUNTY BUILDING'DIVISION APPROVE® JANUARY 1, 2009 =[10 O 00 O 00 a MiTek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing, • 1 x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) Nails L -BRACE DETAIL ST - L -BRACE MiTek USA, Inc. Page 1 of 1 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 *** IV 2x6 1 x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. SPACING k WEB k L -BRACE ' I ' Nails - i Section Detail �FE L -Brace \ Web . L -Brace must be same species grade (or better) as web member. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** *** DIRECT SUBSTITUTION NOT APLICABLE BUTTE COUNTY BUILDING DIVISION APPRu" VD GENERAL NOTES: 3.WX- SPAN:.=..' 3.0'49 Amt TRAIJS,FER �ETW1Eli MII/SA. C R j/ 004 PAGE 1 OF 2 Q Mlitindu*Iea, Inc. item Dlvielop . OF APR 05 2013 I LATERAL LOAD AND'BASE TRUSS= 420 PLF �A11+mrg ver(19 ° a"R' P°'°'^'* a�saRsdU s�Ar r�e;tun urccunrao Naas6' >fAQjl�xa7a iAatroaB i>s� "m7 olaeobeacLwm p�p vd�l! for ty4 an6 wtlh Akle* rognaalSYs ThII dtrasgd Doty upm+potipruflers �hown� la on tndh !dual eomporienl. H16 CA BBBi1 a Apnea _ oYded� ten 4lhd PLbp9t,,. UgriWS�mpon9M b faspons�ily d ddYSltior rtoJ kvaldegner &ie'shown blptAat of id nYhbmarnban� _. 1>!V'eblretteslol�7camYs�3iba�liieyrerpavlYollhe S Ip�4� ° Q1itMorayprQrl alt Iho o41Ke �i6dprbr bar o4� r°Ow?PB anarLG9lY aonIro da;:ti erN�efbSJlQn Ord ctkriull /IPIT OUtN1y Ctl#�iltl IISB 94tcnd BC$fl'SirBdiM Cdaipoeerd �m dalrylr,tsirrtW4anaVl9ablaGamTTni�sPlol9�rblout° 3iltDOiNe_.Modlror4WI,S171v. [yl MAXIMUM:U`�PLIFT SCAB TYPICAL PIGGYBACK TRUSS CONNECTION CAPACITY usINO (10) * 10d (0;131"X 3'' NAILS: 2:xx84P-SILETOMATCH TOP CI{ORD,OF PiQl3YC3ACK AT,TACHEIJ'T.Q.ONEBAC&.OF TOP. SYp: = 1060 LBS CHORD.WITH2:ROWSbF.1Gd'(0;1�1'X37 SPF- 82.663' NHL& SPACED'_ `D:C. AND s rAGOEREO DF 970`L 13S WF .= 84:6>LBS SPF- = 7 * 'ATTACH PIWY13ACK;TRUSS MAXIMUM UPLIFT PURUN TO EACH P..URLIN: WITH CAPACITY USING (Z) 16d 2 '18d'NAILS TOENAILED. (0131" X 3 S'l NAILS: SYP'= 11.7 LBS SPF = 80. LBS Li DF 82:LBS Itin HF- 83.LBS SPF. =S "= 41 LBS BASE TRUSS MAXIMUM UPLIFT SHEATHING CAPACITY USING_ 112"'SHEATHING AND (2) 80.(U.14 X`2.51NAILS: • SPACE PURI:IhISACCJORDINO TO T11E AAINlIf}IIJM ATTACH EACH PURUN TO TOP BPACI�q,, ON T+ TOP CHORD of THE BASE " TRUfiS.�BPAOINZ3NOTTO gCCEED:24.O,C, ; CHORD OF BASE TRUSS WITH 2 -18d WULS. . SYP A PURCLN TO BE LOCATED A7 EACH BASE TRUSS JOINT. SPED 42 LB5 * FDR PK3bY+1(TRU93E3 WiTtSPAN3 c 12 DF- 641-2 'S BLAB AMY.,'BC{QMMRJwb.)RROVIDt� Tlii4T HF = 44 LSS ROORSHEATHI.N01OKSIFCO17 0 ' OVERJGIHT SPF=S a 28 LBS' (SNEATHIN� TV OVER LAP3AINIW(0M'.12' bVM'JQINT) dF CAP CONNEGTIONJS MADE TSSrRF.S1ST UPLIFT. ... . SEE MAXIMUM C.CS►yNECTi91�'CA•PACi- S ,'ND COMPARE WITH ENGINEERING DRAWING --IE3,FOR VAL LIES SHOWN ARE BASED 'ON CGNNECTION C,A" 8C?1$S, Rl1RUNS, AND'SHEATHING MAY BE COMBINED WHEN DETERMINING:.OVERALL:UPUFT. CAPAGIIYY LOAD •DURATION: OF 1:00 IF 46 -GAP -EXISTS BETWEEN CAP.TRUSS AND.BASE TRUSS: MAXIMUM U.PUFT.GUSSET CAPACITY USIN01115' GUSSETS AND.(4) 40d (0.131" X 30) NAILS: REPLACE TOE.NAILING OF.CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN AND APPLY PURLINS TO LOWER:EDGE OF BASE 0D s SYP = 3LB TRUSS TOP CHORD AT RECOMENDED SPACING SHOWNABOVE, SPF 27,8` LBS DF = 2@4aBs ok 8" x.8" x 1'12"•PLYWOOD (or TH8" OSB) HF = 276 LBS GUSSET.EACH. $IDi! AT SPF -S = 68 LBS EAC M::BASBTlU98:J0.INT..UTTE COUNTY TacHwrrlts 10d;:NaL3 IH 1PI7O EAIa.I CHO{;D (=.ROM NWA BUILDING DIVISION EACH'SIDE (TOTAL - 4 NAILS EACH CHORD) APPROVED PPR®V 20 PURLINS @ 24" O.C. ATTACHED W/2-10 D NAILS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1:00 �A11+mrg ver(19 ° a"R' P°'°'^'* a�saRsdU s�Ar r�e;tun urccunrao Naas6' >fAQjl�xa7a iAatroaB i>s� "m7 olaeobeacLwm p�p vd�l! for ty4 an6 wtlh Akle* rognaalSYs ThII dtrasgd Doty upm+potipruflers �hown� la on tndh !dual eomporienl. H16 CA BBBi1 a Apnea _ oYded� ten 4lhd PLbp9t,,. UgriWS�mpon9M b faspons�ily d ddYSltior rtoJ kvaldegner &ie'shown blptAat of id nYhbmarnban� _. 1>!V'eblretteslol�7camYs�3iba�liieyrerpavlYollhe S Ip�4� ° Q1itMorayprQrl alt Iho o41Ke �i6dprbr bar o4� r°Ow?PB anarLG9lY aonIro da;:ti erN�efbSJlQn Ord ctkriull /IPIT OUtN1y Ctl#�iltl IISB 94tcnd BC$fl'SirBdiM Cdaipoeerd �m dalrylr,tsirrtW4anaVl9ablaGamTTni�sPlol9�rblout° 3iltDOiNe_.Modlror4WI,S171v. [yl M' - 2' TGtUSS .CON'NECTIO`N DETAIL FOR.LAROE CONCENTRATED LOADS APPUE TO'CAP'TRUS.SREQUIRING'AVERTICAL'WEB: OCF VERTICAL WEB TO 1). VERTICAL WEBS 'OF PIGGYBACK AND BASE TRUSS EXTEND THROUGH MUST MATCH IN'SIZE, GRADE,.AND MUST UNE UP BOTTOM CHORD AS SHOWN'IN DETAIL. OF PIGGYBACK 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHARD SO THAT THERE IS. FULL WOOD TO;YVOOD.GONTACT BETWEEN:WEB:OF PIGGYBACK M.D. THE TOP CHORD OF TI{E BASE TRUSS. 3) CONCENTRATED. LOAD,MUST BE APPLIED. TO BOTH THE PIGGYBACK AND. THE BASE TRUSS. 4) ATTACH 2 x:_ X 8!-U":SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 'ROW5 OF 1 Dd NAILS .(0.131 "X31 AT (P 0 C STAGGERED.: (SIZEAND:GRADE`TO MATCH. VERTICAL WEBS OF'PIGGYBACK AND:9ASE TRUSS.) 5) THIS;CONNEGTION�IS :ONLY VALID FORA MAXIMUM :CONCENTRATED'10AD.OF 3200 LBS (®1.15). REVIEW B. A' QUALIFIED'ENGINEER IS REQUIRED FOR LOADS GREATER THAN. 3700:LBS. PIGGYBACK TRUSS CONNECTION: FOR SPANS LESS. THAN 10'-0" .2 x _ x V -W SIZE TTN O_MATCH TOP CHORD,OF PIGGYBACK. N ATTACHED'RIWS FACEOFTOP \` ` CHORD'.WFTH 2 ROVV3 OF:16d•(0.191' X 9' \\ NAILS.S .. ED Ir O.C.AND STAGGERED e SPACE PURLINS ACCORDING TO.THE MAXIMUM ATTACH EACH PURLIN TO SPACIN,G:ON THE TOP.CHORD,OF THE BASE CHORDOF BASE TRUSS I TRUSS: (SPACING<NOT TO EXgEED 24° O.C.). 2 - 18d NAILS. A• PURLIN TO BE'LOCATED AT EACH'BASE TRUSS JOINT. * CAP. CONNECTION IS MADE TO RESIST. UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING WNNECTION..CAPACITIES FOR.SCABS; RURUNS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. 4/30/2004 PAGE 2 OF 2 WrOklnducirles, Inc. Western'DIVItIon APR 0'5''2013 CIIAXIMUM UPLIFT SCAB CAPACITY USING ('1'0) 1Od (0.131 X 31'NAILS: SYP = 10601BIS SPF = 820 LBS DF = 970 LBS HF= 840'LBS SPF -S = 720 LBS VALUES SHOWN!ARE BASED ON LOAD DURATION OF 1':00 MAXIMUM UPLIFT' SCAB CAPAG(TY USING'(4)' IOd (0.131" X 31 NAILS: SYP = ' 424 LBS SPF = 328 -LBS DF= 30819S HF a 338; LBS SPF -S = 268 LBS MAXIMUM UPLIFT PURUN CAPACITY USING (2) 19d (0.131° X 3.6")'NAILS: SYP - 117 LBB SPF BO LBS OF a 82 LBS HF v 63 LBS SPF -S o 41 LBS BUTTE COUNTY BUILDING DIVISION APPROVE® VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 0011 SIN lnokfrn ssnal =iooa BUTTE COUNTY BUILDING DIVISION APPROVE® MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1512-088 Fax 916/676-1909 DAVIS The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R46576474 thru R46576553 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. oe`ONIO F BUTTE COUNTY �.zC�11 � tiF��c� _3U111.D!NG DIVISION � C 76428 Z ;' fJt`�� ®� ® z � 0 \* EXP. 12/31/2016 H a February 16,2016 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty Ply 3x5 i SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d R46576474 1512-088 A01 la Girder California 1 0 >999 240 Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:13 2016 Paga 1 ID:?y8in7jN6?nlOjBkQK3daEzySFs-_5UehjggL2Yyo4afortSPcLL7sDe8rJfcfBEL9zk WTe -o a 1-0-0 2-11-3 2.7-12 0. 2 4-2-11 49-10 4-9-10 4-2.11 1A 2 2.7-12 1 2-11-3 1-0.0 5x10 \\ 2x4 II 3x8 = 2x4 II 5x10 H Z E AA AB F AC AD G AE 1 B Scale = 1:54.4 0.00 12 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 691.7473 rev. td,=016 BEFORE USE • R Design valid for use only with MneW connectors. This design is based only upon parameters shown, and is for on individual building component, not 3x5 i SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 3x5 \� C Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.07 0 >999 240 I J �A K Id AF S AG R AH At Q P AJ Q AK AL N AM M AN L AD AP _ 2x4 II 3x4 = NAILED 4x8 = 4X6 2x4 II NAILED 4x8 = NAILED 3x4 = 2x4 II 4x6 = 4x6 JUS24 NAILED NAILED NAILED NAILEDNAILED NAILED NAILED NAILED NAILED JUS24 2.11-3 5$15 10.2-6 15-0.0 19-9-10 24.5-1 27.0.13 30.0.0 LOADING (psi) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 691.7473 rev. td,=016 BEFORE USE • R Design valid for use only with MneW connectors. This design is based only upon parameters shown, and is for on individual building component, not TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.07 0 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.16 0 >999 180 BCLL 0.0 " Rep Stress [nor NO WB 0.39 Horz(TL) 0.06 J n/a n/a BCOL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 438 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF SSG , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 8=2667/0-5.8, J=2667/0-5-8 Max Horz 8=127(LC 7) Max UpliftB=-819(LC 8), J=-820(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3539/1131, C -D=-3345/1170, D -Z=-3926/1494, E -Z=-3926/1494, E -AA= -3926/1494, AA -AB= -3926/1494, F -AB= -3926/1494, F -AC= -3925/1494, AC -AD= -3925/1494, G -AD= -3925/1494, G -AE= -3925/1494, H -AE= -3925/1494, H -I=-3345/1171, I -J=-3539/1133 BOT CHORD B -AF= -858/2641, S -AF= -858/2641, S -AG= -858/2641, R -AG= -858/2641, R -AH= -920/2697, AH -AI= -920/2697, Q -AI= -920/2697, P -Q=-1616/4402, P -AJ= -1616/4402, O -AJ= -1616/4402, O -AK= -1616/4402, AK -AL= -1616/4402, N -AL= -1616/4402, N -AM= -845/2697, AM -AN= -845/2697, M -AN= -845/2697, M -A0=-774/2641, L -AO= -774/2641, L -AP= -774/2641, J -AP= -774/2641 WEBS C -R=228/317, D -R=0/296, D -Q=-770/1783, E -Q=-637/452, F -Q=-688/321, F-0=0/338, F -N=-687/320, G -N=-637/452, H -N=-771/1783, H -M=0/295, I -M=-229/318 NOTES- (16) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Dc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) B=819, J=820. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY i31JILDING DIVISION APPROVE® oQ�OF ESSIONgI ONIO C 76428 -7 rn * EXP. 12131/2?6 H OFCAI.�FO��\P Gchrrrnnr 1R 11118 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 691.7473 rev. td,=016 BEFORE USE • R Design valid for use only with MneW connectors. This design is based only upon parameters shown, and is for on individual building component, not e ' a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaYon. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Suite 109 Citrus Heights. CA 95610 y i SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:13 2016 Page 2 ID:?y8in7jN67nlOjBkQK3daEzySFs-_5UehjggL2Yyo4afortSPcLL7sDe8rJfcfBEL9zk WTe NOTES- (16) 12) Use USP JUS24 (With 10d nails into Girder 8 1 O nails into Truss) or equivalent spaced at 25-10-8 oc max. starting at 2-0-12 from the left end to 27-11-4 to conned truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-1 Old (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 Ib down and 128 Ib up at 5-8-11, 258 Ib down and 219 Ib up at 8-0.12, 265 Ib down and 225 Ib up at 10-0-12, 265 Ib down and 226 Ib up at 12-0-12, 266 Ib down and 227 Ib up at 14-0-12, 266 Ib down and 227 Ib up at 15-11-4, 265 Ib down and 226 Ib up at 17-11-4, 265 Ib down and 225 Ib up at 19-11-4, and 258 Ib down and 219 Ib up at 21-11-4, and 173 Ib down and 127 Ib up at 24-3-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -H=-70, H -K=-70, T -W=-20 Concentrated Loads (lb) Vert: D=-98 H=-98 P= -41(B) Q=-41(8) E=-137 G=-137 N= -41(B) Z=-137 AA= -137 AB= -137 AC= -137 AD= -137 AE= -137 AF= -237(B) AG= -163(8) AH= -36(B) AI= -41(B) AJ= -41(B) AK= -41(B) AL= -41(B) AM= -41(B) AN= -36(B) AO= -163(8) AP= -237(B) t (optional) Job _ Truss � Truss Type t, oty 'Ply DAvts e • 846576474 1512-088 AOi California Girder 1 2 Job Reference ®WARNING - Vedry design parameters T and READ NOTES ON HIS AND INCLUDED MITEN REFERENCE PAGE MI -7473 rev. 1010=015 BEFORE USE R _ Design valid for use only with IN1ek0connectors. This design is based only upon parameters shown, and is for on individual building component, not e a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSB -89 and BCSI BuOding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 . , � ' •,Yl esti` _ .,r• � � ,. -,iii' "� -. - ... c.r - •4 •' -. ...r. SYSTEMS PLUS LUMBER CO,. ANDERSON, CA 7.640 a $epp 29 2015 MITek Industries, Inc Tue Feb 18 73:50:14 2018 Page 1 ID:?y8in7jN6?n10j8kQK3daEzySFs-S H2Ov2rS6MgpPD9rMZOhygtUwGwwtG7prJxntczkwrd .5-. -0- k 1-0.0 7 -15 - 0.4- 2 - 7-0.5 - s 7.0.5 0-4- 2 7-6-15 1.0-0 ^, * r +" '• - - - Scale 1:54.4 y .. 6x8 ii ,I•. ." ` � 2x4 II '. 8x8 \\ - • d 'SX8 Y •R J Sn - T 0 U V W, E ,�•>. V" 10.00 12 lot G ' .5 _ { r 1 , �,� ' . • 2x4 I I .3x6 = .., 3x8 = - .. - 2x4 I I 5x8 7$15 15-0-0 - 22-5.1 30.0-0 7$"15 7-5-1 7-5-1 7$15 I ' Plate Offsets (X,Y)— [B:0 -6-0,0-0-81,[C:0-2-120.2-4] [E:0-2-12,0-2-4] [F:0-6-0,0-0-8] LOADING (psf) Y TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud - PLATES GRIP , Plate Grip DOL 1.15 TC 0.23C Vert(LL) 0.05 • K -N >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC a 0.40 " Vert(TL) -0.17 - I -K >999 180 ' TCDL 15.0 Rep Stress Incr YES 'WB 0.54 Horz(TL) 0.0.7 j F n/a nlaBCDL 100 " BCLL" • 0.0 ' Code IBC2012ffP12007 'si "(Matrix -M) r Weight: 173 lb FT 20% LUMBER- BRACING- , TOP CHORD 2x6 OF SSG ' M' -_ ,; TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G + BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2x4 OF Stud/Std G • 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. '(Ib/size) B=1420/0-5-8, F=1420/0-5-8 " Max Horz B=-167(LC 6) Max UpliftB=-353(LC 8), F=-353(LC 9) i '� r e "i . r`' • J '; Max Grav B=1595(LC 30), F=1595(LC 31) r FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD B -C=-2027/491, C -R=-1908/620, R -S=-1908/620, S -T=-,1908/620, D -T=-1908/620, D -U=-1908/620, U -V=-1908/620, V -W=-1908/620, E -W=-1908/620, E -F=-2028/492 BUTTE'COUNTY BOT CHORD B -X=-355/1572, K -X=-355/1572, J -K=-357/1564, J -Y=-357/1564, 1-Y=-357/1564, BUILDING DIVISION ' I -Z=-267/1492, H -Z=-267/1492, H -AA= -265/1499, F -AA= -265/1499' WEBS C -K=0/360, C -I=-331/636, D -I=-626/436, E -I=-332/637, E-H=0/360APPR®fl j� 4 NOTES- (11) �1 '. , 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS ~ r (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; C1= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. + 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,oF ESS10&4 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Q �� fit between the bottom Chord and any other members, with BCDL = 10.Opsf. �' cd 11 N io 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=1b) B=353, C(/ - �. • F=353. . _ , . . 1' v C %6428 v m 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. —� C- Z ;� 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 Ib down and 57 Ib up at 7-8-11, Q 148 Ib down and 100 Ib up at, 10-0-12, 154 Ib down and 104 lb up at 12-0-12, 1541b down and 104 Ib up at 14-0-12,154 Ib down and y EXP. 12/31/2016 ^� 104 Ib up at 15-11-4, 154 Ib down and 104 Ib up at 17-11-4, and 148 Ib down and 100 Ib up at 19-11-4, and 96 Ib down and 56 Ib up at, 22-3-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. K 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. T CIVIL LOADCASE(S) Standard OFCAI.�F�� (optional) Job Truss ® WARNING - Ved1y dealgn parameter: and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. 111MM015 BEFORE USE Qty Ply DAVIS ❑ a tens system. Before use, the building designer must verify the oppricobility, of design parameters and property incorporate this design into the overall - r ITruss.Type • �, building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ ' MiTek 1512-OBB - - A02 + • Celifomla� 7777 Greenback Lane - 1 ' Citrus Hel Ms C 95610 - , Job Reference ,.o y ® WARNING - Ved1y dealgn parameter: and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. 111MM015 BEFORE USE - Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not ❑ a tens system. Before use, the building designer must verify the oppricobility, of design parameters and property incorporate this design into the overall - r • �, building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ ' MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . , fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSt/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2'e 314. Suite 109 ' •. - Citrus Hel Ms C 95610 - , • • , t T F L ., � , r f � 1 R46676475 t Job '' Truss Truss Type Qty DAMS 7 - ' LOAD CASE(S) Standard - f R46676 1512-088, . A02 • • .,� i Callfomla l' JPly 1 Vert: A -C=-70, C -E=-70, E -G=-70, L -O=-20 Job Reference (optional) T ♦ ,SYSTEMS PLUS LUMBER GO, ANDERSON, CA , - - 7.640 a Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:14 2016 Page 2 -+ ID:7y8in7jN67nlOj8kOK3daEzySFs-SH2Ov2rS6MgpPD9rMZOhygtUwGWwlG7prJxntczkWTd LOAD CASE(S) Standard , 1) Dead + Snow (balanced): Lumber.lncrease=1:15, Plate Increase=1.15 1 ' Uniform Loads (plf) d ' Vert: A -C=-70, C -E=-70, E -G=-70, L -O=-20 ` 4 - . ' • _ ! . 111... •' ' Jl • . . , ' ' lo 1 �t •, ILS •�•- 1 � > •� •' ''1 .. r`♦ �� T .. 1. ... rb ., - t«` ti1 ' `t � � •1f -.1 1 t..•I .. � ;..• ,`' r � - -,. t tt •T 1'1 F '1 r ' r 3 • `. i ,1 • _� A...' 1 BUTTE COUNTY • ". . s - BUILDING DIVISION & WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1191.7473 rev. 101=015 BEFORE USE - Design valid for use my with Mitek® connectors. This design's based only upon parameters shown, and b for an individual building ccomponent, not • �- - , e - a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing / M �T®k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the l fabrication, storage. delivery, erection and bracing of busses and buss systems, see ANSI/fPil Quality Criteria, DSB-89 and SCSI Building Component., 7777 Greenback Lane + Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite312. Alexandria, VA 22314. _ r Suite 109 { Citrus Hel Me CA 95610 ' Job Truss Truss Type Qty Ply DAVIS WEBS D -L=0/899, E -K=01899, C -N=-272/61, C -L=-229/266, F -I=-272/61, F -K=-231/267 8x8 = 3x5 II 4x8 = 8x8 = A�� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 848576478 1512-088 A03 ROOF TRUSS 1 1 15-0.0 4) Provide adequate drainage to prevent water ponding. 20-7-2 25.2-3 30.0.0 4-9.13 4-7-1 5-7-2 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. Job Reference (optional) SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.640 s Sep 29 2015 MI7ek Industries, Inc. Tue Feb 16 13:50:15 2016 Pagge 1 ID:?y8in7jN6?nlOj8kQK3daEzySFs-wTb060s4ffog1 Nj2wGvwU1 QdNgrVcpgy3zgLP2zkWrc 9- 1.0.0 4-9-13 4-7.1 1 5-0-5 5-0.5 1 4-7.1 4-9-13 1-0.0 6x8 = 6x8 = Scale = 1:56.3 10.00 F12 3x5 �i 3x5 C F A B GH Ir d N ,•, L TOP CHORD B -C=-2446/18, C -D=-2389/0, D -E=-1793/28, E -F=-2389/0, F -G=-2448/19 K 1 v 4x8 = 3x5 II 6x8 = BUTTE COUNTY WEBS D -L=0/899, E -K=01899, C -N=-272/61, C -L=-229/266, F -I=-272/61, F -K=-231/267 8x8 = 3x5 II 4x8 = 8x8 = A�� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 MIT®k• 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs 6x8 = 4-9-13 9-4.14 15-0.0 4) Provide adequate drainage to prevent water ponding. 20-7-2 25.2-3 30.0.0 4-9.13 4-7-1 5-7-2 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5.7-2 4.7-1 4-9-14 Plate Offsets (X,Y)-[B:0-8-0,0-2-0],[D:0-4-0,0-2-121,[E:0-4-0,0-2-121 [G:0-8-0.0-2-0] [K:0-4-0.0-5-12] [L:0-4-0,0-5-121 LOADING (psf) , Uy f(1 U C 76428 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, G. Z 7D TCLL 20.0 SPACING- 2-0-0 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 Ib down and 55 Ib up at 9-11-7, CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 s� CIVIL �Q TC 0.37 Vert(LL) -0.14 K -L >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.31 K -L >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.05 G n/a n/a Code IBC2012ITP12007 (Matrix -M) Attic -0.11 K -L 1173 360 Weight: 233 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x6 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins. D -E: 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x8 DF SS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud/Std G 'Except' be installed during truss erection, in accordance with Stabilizer D-L,E-K: 2x6 DF SS G Installation guide. REACTIONS. (Ib/size) B=1666/0-5-8, G=1666/0-5-8 Max Horz B=-207(LC 6) Max Uplift B=-29(LC 8), G=-29(LC 9) Max Grav B=1899(LC 31), G=1900(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2446/18, C -D=-2389/0, D -E=-1793/28, E -F=-2389/0, F -G=-2448/19 BOT CHORD B -N=-3611946, M -N=-36/1946, L -M=-36/1946, K -L=0/1879, J -K=0/1792, W=0/1792, G-1=0/1792 BUTTE COUNTY WEBS D -L=0/899, E -K=01899, C -N=-272/61, C -L=-229/266, F -I=-272/61, F -K=-231/267 BUILDING DIVISION NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS A�� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 MIT®k• 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/11`11 Quality Crierla, DSB-89 and BCSI Building Component 4) Provide adequate drainage to prevent water ponding. 7777 Greenback Lane 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.ESS �� 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. Q�oE '14 F2 7) Ceiling dead load D Wall dead load E �Q �ONIO Gj y�C (ice (5.0 psf) on member(s). -E; (5.0psf) on member(s).D-L, -K 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. K -L Q� 9) A plate rating reduction of 20% has been applied for the green lumber members. Uy f(1 U C 76428 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, G. Z 7D 11) "Semi-rigid pflchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. t7 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 Ib down and 55 Ib up at 9-11-7, EXP. 12/31/2016 m 139 Ib down and 102 Ib up at 12-0-12, 144 Ib down and 106 Ib up at 14-0-12, 144 Ib down and 106 Ib up at 15-11-4, and 139 Ib down k and 102 Ib up at 17-11-4, and 90 Ib down and 55 lb up at 20-0-0 on top chord. The design/selection of such Connection device(s) is the responsibility of others. s� CIVIL �Q 13) Attic room checked for U360 deflection. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OFC LOAD CASE(S) Standard Fchnmro 1R 71118 ® WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AUP7473 rev. 10/03/2016 BEFORE USE • Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not o truss system. Before use, the building designer must verity the applicabilfty, of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/11`11 Quality Crierla, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 21314. Suite 109 Citrus Hei Ms CA 95610 Job •' Truss ype, ,, DAVIS ]Truss JQty JPly .. R46576476 1512-088'., r �A03 + ROOF TRUSS ` • 1 " 1 _- „} .' _ 1 Job Reference (optional) t SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 13:50:15 2016 Pegge 2 , I D:?yBin7jN6?nlOj8kQK3daEzySFs-w TbO6Os4tfogl Nj2wGvwU l QdNgrVcpgy3zgLP2zkWTc LOAD CASES) Standard 4 + 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase --1.15 Uniform Loads (plf) , r Vert: A -D=-70, D -E=-80, E -H=-70, L -O=-20, K -L=-40, K -R=-20 + L a Drag: D -L=-10, E -K=-10 " 4 ` ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED 697EK REFERENCE PAGE 691-7473 rev. 10/03/'1015 BEFORE USE r , Design valid for use only with MfIek0 connectors. This design a based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k• + Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication, storage. delivery. erection and bracing of trusses and buss systems. see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component ' 1ti ., 7777 Greenback Lane,, . Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - , +" Citrus lHel Ma CA 95610 4. • ,t r ... { •`tet i •f. A • ' s '.� •. /. - � {+ r ! ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED 697EK REFERENCE PAGE 691-7473 rev. 10/03/'1015 BEFORE USE r , Design valid for use only with MfIek0 connectors. This design a based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k• + Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication, storage. delivery. erection and bracing of trusses and buss systems. see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component ' 1ti ., 7777 Greenback Lane,, . Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - , +" Citrus lHel Ma CA 95610 Job Truss i. Truss Type Qty Ply DAVIS r • - - ' 1 � ' MIT®K• r + 846576477 1512.088. A04 ROOF TRUSS 1 i - SYSTEMS PLUS LUMBER CO, ANDERSON, CA . , - 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:17 2016 Page 1 + - • - t. • 11-8-tt � � 18-5-1 - - , Job Reference (optional) ® WARNING -Vedry design parameters and READ NOTES ON THIS AND INCLUDED wrEK REFERENCE PAGE A91 -7M rev. 111,1=018 BEFORE USE Design valid for use only with Mi connectors. This design k based only upon parameters shown, and is for an Individual building component, not g • ' ' a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overo0 " S - building design. Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®K• r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusssystems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component • - - 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. L' - SYSTEMS PLUS LUMBER CO, ANDERSON, CA . , - 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:17 2016 Page 1 a ID:?y8in7jN6?nl0j8kQK3daEzySFs-ssj8X4tLPH2OGhtQ I hyOZSVxiTVk4a3FXH9SUwzkWra • 11-11-11 - • ' t. • 11-8-tt � � 18-5-1 - - , _ • 1.0.0 5-11-3 9-0.0 11.8-15 1:-0-0 8-0-5 8 2 -0-0 + 2 -0-13 30.0-0 -0 ' 5.1 1.3 3-0-13 2-0-15 0-1- 3.0.5 3.0.5 0. 2-8-15 3-0-13 5x8 \\ 5-11.3 •0.0 Scale = 1:65.5 0.3.0 2x4 I I 0.1-1 x8 �� 1 ' 3x5 = AC C' AD . - 3x5 ' 4x8 I I " E I 4x8 II ' ' ' D 2x4 11 4x8 - 2x4 II J 10.00 12 -. .a - „ • - - 3x5 C 3x5 \1 r C y K ,r ,�A B, _ , • LM - r 1 Id t. r S R Q + �. }• P U N -• - 3x5 II 7x8 = - *� 8x8•= 3x5 .II , 4x8 = � . - 4x8 = - .. 8xB = 7x8 = • - , 5-11.3 9-0-0 11 -15 18.5-1 - 21-QO 24-0.13 i 30.0.0 511-3 3-0.13 2.8-15 8-10-2 2-8-15 4.0-13 411-� 'Plate Offsets (X,Y)-[8:0-8-0,0-1-12],[D:0-6-5,Edoe],[J:0-6-5,Edge] [L:0-8-0 0-1-12] [P:0 -3-8,0-6-0],[Q:0-3-8 0-6-01 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. - DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC . 0.45 Vert(LL) -0.22 P-0 >999 240 MT20 2.20/195 TCDL 15.0 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.52 • P -Q >694 180 ' BCLL 0.0 Rep Stress Incr YES . WB 0.66 Horz(TL) 0.04 L n/a n/a ' + Code IBC2012/TP12007 (Matrix -M) Attic 0.16 P -Q 947 360 Weight: 241 Ib - FT = 20% LUMBER- BRACING- ' ' TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins. . BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ^ WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt E -V, I-V JOINTS 1 Brace at Jt(s): V _ • • MiTek recommends that Stabilizers and required cross bracing ! L , be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1604/0-5-8, L=1604/0-5-8 Max Horz B=-246(LC 6) y , r Max Uplift B=-51(LC 8), L=-51 (LC 9) Max Grav B=1943(LC 35), L=1943(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown ' 'TOP CHORD ' B -C=-2486/37, C -D=-2560/31, D -E=-1646/169, E -F=-276/448, F -AC= -358/573, '- G -AC= -358/573, G -AD= -358/573, H -AD= -358/573, H -I=-275/448, I -J=-1646/169, • y J-K=2560/30,K-L=-2487/38 BUTTE COUNTY' BOT CHORD B -S=-49/1995, R -S=-49/1995, Q -R=-49/1995, P -Q=0/1852, O -P=0/1844, N-0=0/1844, . IC L-N=0/1844 ' 1 , DIVISION. WEBS C -S=-499/55, C -Q=-369/324, K -P=-370/326, K -N=-499/57, D -Q=0/1297, J -P=0/1297, -BUILDING E -T=-2001/0, T -V=-201,7/0, U -V=-2017/0, 1-U=-2000/0, F -V=-312/364, H -V=-312/363 APPROVED NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf--20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs 9,pFESSIO/Vq Q �. ONIO non -concurrent with other live loads. y 2C 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C(/ 6)' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will J VO C 76428, fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). D -E, I -J, E -T, T -V, U -V, I -U; Wall dead load (5.Opsf) on member(s).D-Q, J -P •. 8) Bottom chord live load (40.0 and additional bottom chord dead load to P 4r r EXP. 12/31/2016 psf) (10.0 psf) applied only room. -Q 9) A plate rating reduction of 20% has been applied for the green lumber members. * 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, L. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. T C V IL 12) Hanger(s) or other ) shall be provided sufficientconcentrated ad and �TF�F 111-8-111, 139 b down and 1102 b up aton 14-0-12, and 139 Ib down nd 102 b u at5-165 b dowdown 155 b up at 18-3-5 on CAS 1 top chord. The design/selection of such connection device(s) is the responsibility of others. • ' 13) Attic room checked for U360 deflection. Fohri laru 1R OMR ® WARNING -Vedry design parameters and READ NOTES ON THIS AND INCLUDED wrEK REFERENCE PAGE A91 -7M rev. 111,1=018 BEFORE USE Design valid for use only with Mi connectors. This design k based only upon parameters shown, and is for an Individual building component, not g • ' ' a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overo0 " S - building design. Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®K• r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusssystems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component • - - 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 - , citrus Hel Ms CA 95810 Job Truss Truss Type .Qty Design valid for use only with Mitr n Mitek® connectors. This design is based only upon parameters show. and is for an Individual building component, not Ply DAMS _ ice` 1248578477 1512.088 A04` ROOF TRUSS 1 1 SYS 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fPll QualBy Criteda, OSB -89 and BCSI BuBding Component • Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.840 s Sep 29 2015 MTek Industries, Inc. Tue Feb 18 13:50:17 2016 Page 2 ID:Ty8in7jN6?nlOj8kQK3daEzySFs-ssj8X4tLPH2OGhtQI hyOZSVxiTVk4a3FXH9SUwzkWra 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-70, D-E=-80, E-F=-70, F-H=-70, H-1=-70, I-J=-80, J-M=-70, Q-W=-20, P-Q=-40, P-Z=-20, E-I=-10 Drag: D-Q=-10; J-P=-10 Concentrated Loads (lb) Vert: F=75 H=75 • r BUTTE COUNTY BUILDING DIVISION APPRU'VE ®WARNING - Verily design parare meters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 v. 10/0312015 BEFORE USE. Design valid for use only with Mitr n Mitek® connectors. This design is based only upon parameters show. and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameter and property Incorporate this design Into the overall ice` building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord member, only. Additional temporary and permanent bracing. 11 A'Te l.' ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the SYS 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fPll QualBy Criteda, OSB -89 and BCSI BuBding Component . 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Carus Heights, CA 95610 Job Truss Truss Type Qty Ply DAVIS 30.0.0 Plate Offsets (X,Y)- [B:0-8-0.0-2-0] ID:0-6-5 Edge],[F:0-5-12.0-2-12] [H:0-5-12,0-2-121, 7_1-11 848578478 1512-088 A05 ROOF TRUSS 2 1 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII clM Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane Safety Infannation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:18 2016 Page 1 ID:7yBin7jN6?nlOj8kQK3daEzySFs-K2HXkQuzAaAFurSdbPTd6g27gtgipl NOmxv?ONzkWiZ g 511-14 3-0.2 2-3.7 3-8.9 3-8-9 2-3-7 3.0.2 511.14 ^61 . 5x8 = 2x4 I1 5x8 = 3x5 = F AC G AD H 4x8 = 3.5 II 7x8 = 8x8 = 3x5 II 4x8 8x8 = 7x8 = Scale = 1:65.1 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x8 DF SS WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=2008/0-3-8, L=2007/0-3-8 Max Horz 6=-246(LC 23) Max UpliftB=-150(LC 8), L=-149(LC 9) Max Grav B=2201 (LC 31), L=2200(LC 32) BRACING - 511-14 9-0.0 11-5-318-8-13 21-0.0 24-0.2 Rigid ceiling directly applied or 10-0-0 oc bracing. 30.0.0 Plate Offsets (X,Y)- [B:0-8-0.0-2-0] ID:0-6-5 Edge],[F:0-5-12.0-2-12] [H:0-5-12,0-2-121, 7_1-11 [J:0-6-5,Edge] _5.4 [L:0-8-0,0-2-01, 711. IP:0-3-8.0-6-01 r+-11-14 [Q:0-3-8,0-6-01 LOADING (psf) Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII clM Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane Safety Infannation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.21 P -Q >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.53 P -Q >685 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(TL) 0.05 L n/a nla ornr �n n Code IBC2012ITP12007 (Matrix -M) Attic -0.15 P -Q 952 360 Weight: 239 lb FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x8 DF SS WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=2008/0-3-8, L=2007/0-3-8 Max Horz 6=-246(LC 23) Max UpliftB=-150(LC 8), L=-149(LC 9) Max Grav B=2201 (LC 31), L=2200(LC 32) BRACING - 0I cv ry TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt E -V, I-V JOINTS 1 Brace at Jt(s): V MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2883/186, C -D=-2970/183, D -E=-2065/326, E -F=-932/612, F -AC= -1624/1078, G -AC= -1624/1078, G -AD= -1624/1078, H -AD= -1624/1078, H -I=-924/606, I -J=-2064/325, J -K=-2970/183, K -L=-2882/186 BOT CHORD B -S=-162/2292, R -S=-162/2292, Q -R=-162/2292, P -Q=-30/2162, O -P=-26/2143, N -O=-26/2143, L -N=-26/2143 WEBS C -S=-514/58, K -N=-515/61, C -Q=-375/338, K -P=-378/342, D -Q=0/1290, J -P=0/1291, E -T=-2066/0, T -V=-2047/0, U -V= -2042/0,1-U=-2061/0, G -V=-647/364, F -V=-695/1111, H -V=-700/1120 NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --11.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). D -E, I -J, E -T, T -V, U -V, 1-1.1; Wall dead load (5.0psf) on member(s).D-Q, J -P 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. P -Q 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=150, L=149. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPROW ® o'e,01FESS/ON44 C 76428 * Zo svzo1 ,k 6 civil. �OFCA�' CeM44r On .101 0I cv ry ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED IIIITEK REFERENCE PAGE 11114747.7 rev. 10(0312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for on individual building component, not �] a truss system. Before use, the building designer must verity the applicability of design parameters and prcperiy incorporate this design Into the overallR- building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII clM Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane Safety Infannation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DAMS • R48576478 1512.088 A05 ROOF TRUSS 2 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - r 7.640 s Sep 29 2015 MTek Industries, Inc. Tue Feb 16 13:50:18 2016 Pa gge 2 ID:?y8in7jN6?nlOjBkQK3daEzySFs-K2HXkQuzAaAFurSdbPTd6g27gtgipl NOmxv?ONzkVVTZ NOTES- (14) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 359 Ib down and 277 Ib up at 13-11-7, and 359 Ib down and 277 Ib up at 16-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. - 13) Attic room checked for U360 deflection. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -E=-80, E -F=-70, F -H=-70, H-1=-70, I -J=-80, J -M=-70, Q -W=-20, P-01=40, P -Z=-20, E -I=-10 Drag: D -Q=-10, J -P=-10 Concentrated Loads (lb) Vert: AC=329 AD= -329 BUTTE COUNTY BUILDING DIVISION MA PPMU �® ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE.191-7473 rev. 10/W/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not f a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 " Citrus Heights. CA 95610 r BUTTE COUNTY BUILDING DIVISION MA PPMU �® ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE.191-7473 rev. 10/W/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not R , [ HT a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 " Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply • DAVIS `" a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall 1 � i.�■ - 846576479 1512-088 - ' A06 `+ ROOF TRUSS. - 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Qualty Criteria, OSB -89 and SCSI Building Component 1 ' • Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 31Z Alexandria. VA 22314. . ., -• Job Reference (optional) 5751 tM5 PLUS LUMbhK CO, ANUtK50N, CA . i 7.540 s 5ep 29 2015 MTeK mtlustrles, Inc. TUB Feb 15 13:50:19 2016 Peggg 1 ' ID: 7y8in7jN6?nlOj8kQK3daEzySFs-pFrvymvbxul6W?1p96 sftbIMHA5YUZY beYYpzkWTY S -0.0 5-11-14 3-0-2 "2-3-7 i .: 3-8-3 3-8-9 2.3-7 3.0.2 i, +' - Scale = 1:65.1 5x8, _ • 5,4 11 5x8 = 3x5 = F G r �H - 3x5 ..` y 4x8 I I.• E I 4x8 T - V u,J �• + . 10.00 1z 2x4 II 4x8 = 2x4 II r • t 3x5 �/ - ' 1 • , r 3x5 Q z4 C i- r K n r IV LM f r S R Q ; t j•. r "rP D• . N 1^d •. 4x8 = 3x5 II ", 7x8 = ° . „ rrr 8x8 = 3x5 II 4x8 = 8x8•=. 7x8 'r 5-11-14 9.0.0 11-5-3 18-8-13 21-0.0 24-0-2 30.0.0 A Plate Offsets (X,Y)—[B:0-8-0,0-1-12],[D:0-6-5,Edgel,[F:0-5-12,0-2-12],[H:D-5-12 0-2-121 [J:0-6-5 Edge] [L:0-8-0,0-1-121, [P:0 -3-8 0-6-01 [Q:0-3-8,0-6-01 LOADING (psCLL 20.0 + ' SPACING- 2-0-0 ' CSI. ' ' DE FL. in (loc) I/defl Ud PLATES GRIP t Plate Grip DOL 1.15 ` TC . 0.44 - Vert(LL) -0.21 P -Q >999 240, MT20 220/195 (Roof Snow=20.0) r" , TCDL -' � 15.0 .'r,. j Lumber DOL f 1.15 BC 0.59 Vert(TL) -0.52.1 P -Q >694 � 180 , Rep Stress Incr YES , WB '0.66 Horz(TL). 0.05 •� L r - n/a n/a + ' BCLL 0.0 ' Code IBC2012/TP12007 (Matrix -M) Attic -0.15 P -Q 952 360 Weight: 239 Ib FT = 20% BCDL 00 y` LUMBER= , BRACING- TOP CHORD 2x6 DF SSG , + TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins. - BOT CHORD 2x8 DF SS , ` BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS. '2x4 DF Stud/Std G • '� + ' WEBS A 1 Row at midpt E -V, I-V tr. 4 P I t JOINTS 1 Brace at Jt(s): V .... MiTek recommends that Stabilizers and required cross bracing + be installed during truss erection, in accordance with Stabilizer +' ' r , t. Installation uide. REACTIONS.. (Ib/size) B=1678/0-3-8, L=1678/0-3-8 - ' ' • Max Horz 8=-246(LC 6) '- i - • Max Grav 8=1887(LC 2), L=1887(LC 2) r FORCES. (lb) - Max. Comp./Max. Ten.'- All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2458/0, C -D=-2541/0, D -E=-1628/0, E -F=-359/256, F -G=-450/351, G -H=-450/351, H -I=-359/256, I -J=-1628/0, J -K=-2541/0, K -L=-2458/0 - 1' +, BOTCHORD . B -S=0/1913, R -S=0/1913, Q -R=0/1913, P -Q=0/1770, O -P=0/1820, N-0=0/1820, L -N=0/1820' BUTTS ICOUNTY-,, WEBS C -S=-508/48, K -N=-508/50, C -Q=-356/317, K -P=-357/318, D-0=0/1296, J -P=0/1296, ' 3 E -T=-2031/0, T -V=-2009/0, U -V=-2008/0, 1-U=-2030/0, F -V=-237/371, H -V=-237/371 BUILDING DIVISION /NOTES ASCE r, ; -APPROVED 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ff; Cat. II; Exp C; enclosed; MWFRS r (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 A. 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs r . non -concurrent with other live loads. : 9 ' SOF ESS'�Nq 4) Provide adequate drainage to prevent water pondin 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. f Q . ' 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will(� N I y F�jC fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). D -E, I -J; E -T, T -V, U -V, I -U; Wall dead load (5.Opsf) on member(s).D-Q, J -P i +• CC/ ' 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. P -Q V 6 C 76428 m 9) A plate rating reduction of 20% has been applied for the green lumber members. —1. (Y i 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ' 4C 11) Attic room checked for U360 deflection. - ; ' �y EXP. 12/31/2016 m ' 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. IV �FOFCALIF 1 February 16,2016 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE BUI.7473 rev. 10/01/2015 BEFORE USE • Design valid for use only with MiTek® connectors. This design is based only upon parameters sflown, and is for an Individual building component. not ' • wee `" a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall 1 i.�■ - building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•• , is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Qualty Criteria, OSB -89 and SCSI Building Component 1 ' -, 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 31Z Alexandria. VA 22314. . ., -• SUBe 109 ' Ckrua Hel Ma CA 95610 Job Truss Truss Type - ( 4 1 ' • - MITek• 7777 Greenback Lane Suite 109 Citrus Hei Ms CA 95610 Ply DAVIS •- i,; 1 ,•• I y + ,1 R46576480 1512-088 A08 - ROOF TRUSS JQty 1 • .% 3x5 = F G . - 1 - .. . .. .3x5 Job Reference (optional) A'TA' i t=MS PLVJ LVMtltK c: V, ANUtKSVN, UA r , r - • 7.640 S Sep 29 2015 MITex Ineustrles, Inc. TUB Feb 15 13:50:20 2010 Peggel t - r ° ID:?y8in7jN6?nlOj8kQK3daEzySFs-HRPH96vDhCQy78c?ipV5B57TyhNKHxghDF065FzkWfX ® WARNING - VenYy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1191.7473 rev. M=015 BEFORE USE ,9-0-0 "• - Design valid for use only with MiTel0 connectors. This design is based only upon parameters shown. and B for an individual building component. not o truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall •, building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - ` •. fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIITF41 Quality Cdterla, DSB-89 and BCSI Building Component ' Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. '--+ ( 4 1 ' • - MITek• 7777 Greenback Lane Suite 109 Citrus Hei Ms CA 95610 r• • 0 5-11-3 117$- 5 =r0-0 18.0.5 1 21.0-0 24-0- 3 30$-0 -0 ' - 5-11.3 3.0.13 2.8.15 0.1- 3-0-5 3-0.5 0. 2-8-15 3.0.13 5.11.3 V. 5x8 N Scale= 1:65.5 ,r - • 7. ). , 0-3-0 - 2x4 II - at -1 6 - ., .. 3x5 = F G . - 1 - .. . .. .3x5 '4x8 II E I 4x8 II r ..+•) .'+ J . D .- 2x4 I I 4x8 = ' . 2x4 11 + _ 10.00 12' .. ., t` -- 3x5 - r _ 3x5 s • t 1 r. - 4 ` ., -~ .+ - rid r 14 S Q P N 6 '- 4x8 = - . - 3x5 17x8 = , ` 1 `' .. ` 8x8 = 3x5 I I - .. .4x8 = !; • t ' 8x8 = . - . 7x8 • r -.oI - 5-1-3 11$•15 18.5-1 2Q40.1113 30.0.0 . � f 51 0.1 -6.15 6-10- 5-11-3- I Plate Offsets (X,Y)- [B:0-8-0,0-1-12], [D:0-6-5,Edge] (J:0-6-5,Edge], [1-:0-8.0.0-1-121, [P:0-3-8,0-6-01, [Q:0-3-8.0-6-01 • LOADING (Ps� '2-0-0 TCLL 20.0 SPACING. ; CSI. DEFL. in (IOc) I/deft L/d PLATES GRIP 4 (Roof Snow=20.0) r Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.22 P -Q >999 240 , MT20 220/195 5.0 Lumber DOL ' 1.15 r, BC 0.59 -' Vert(TL) -0.52 , P -Q >689 180 • I Y BCDLL 10.0'` Rep Stress Incr YES WB 0.66 Horz(TL) .0.05 L n/a n/a • ' ' BCDL 10-0 Code IBC2012rrP12007 (Matrix -M) Attic -0.16 P -Q 947 360 Weight: 241 Ib FT = 20% +� LUMBER- F. i r„ • BRACING- TOP CHORD 2x6 DF SSG a TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins.,,L BOT CHORD 2x8 DF SS BOT CHORD .; Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G .; WEBS 1 Row at midpt E -V, I-V ti * JOINTS 1 Brace at Jt(s): V 1 f yr 4 MiTek recommends that Stabilizers and required cross bracing 7 ' be installed during truss erection, �' in accordance with Stabilizer, _ t Installation Ade. • REACTIONS. (Ib/size) 8=1678/0-5-8, L=1678/0 -SB , Max Horz B=246(LC 7) ' * . Max Grav B=1887(LC 2), L=1887(LC 2) r - FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. r r BUTTE COUNTY -' .. TOP CHORD'. B -C=-2458/0, C -D=-2539/0, D -E=-1626/0, E -F=-391/271, F -G=-458/328, G -H=-458/328, f H -I=-391/271, I -J=-1626/0, J -K=-2539/0, K -L=-2458/0 BUILDINGDIVsSfUI�' BOT CHORD B -S=0/1926, R -S=0/1926, Q -R=0/1926, P-0=0/11779, O -P=0/1821, N-0=0/1821, L -N=0/1821 WEBS C -S=-503/51; C -Q=-356/314, K -P=-358/315, K -N=-503/52, D -Q=0/1295, J -P=0/1295, . %a ROVELA^ PP E -T=-1937/0, T -V=-1954/0, U -V=-1953/0, 1-U=-1937/0, F -V=-210/303, H -V=-210/303 ^'' ., /� NOTES. 02) •' ! = ' - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS t "• en' t (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 # t ,, 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 • 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load_ of 20.0 psf on overhangs , non -concurrent with other live loads. F ' 4) Provide adequate drainage to prevent water ponding. ESS10 E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �pFNq Q ONIO O C 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide Will fit between the bottom chord and any other members. 4 { • 7) Ceiling dead load (5.0 psf) on member(s). D -E, I -J, E -T, T -V, U -V, I -U; Wall dead load (5.Opsf) on member(s).D-Q, J -P ' CV 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 pst) applied only to room. P -Q : -' �, t. .' U C 76428 9) A plate rating reduction of 20% has been applied for the green lumber members. • 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Attic room checked for U360 deflection. erEXP. 16 ^� * ,, 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 , T • 7 s .t l .. CIVit Fehnjary 19 901A ® WARNING - VenYy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1191.7473 rev. M=015 BEFORE USE - R " "• - Design valid for use only with MiTel0 connectors. This design is based only upon parameters shown. and B for an individual building component. not o truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall •, building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - ` •. fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIITF41 Quality Cdterla, DSB-89 and BCSI Building Component ' Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. '--+ ( 4 1 ' • - MITek• 7777 Greenback Lane Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type Qty Ply DAVIS G 848578481 1512-088 A09 ROOF TRUSS 1 1 Z 7777 Greenback Lane B J Job Reference (optional) SY51 EMU PLUS LUM13ER CO, ANOER50N, CA 7,640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:20 2016 Page 1 I D:?y8in7j N6?n 10jBkQK3deEzyS F s -H RP H 96v D hC Qy78c?ipV 5 B 57Tzh W 9H_W hD F 065Fzk W rX 21.0.0 -0.0 5.7.15 3-0-1 3-8-9 7.3-12 0. 1 4-2$ 4-9-10 -0.0 0.5.14 Scale = 1:88.4 4x8 = ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED AffTEK REFERENCE PAGE 11867473 rev. 1111=015 BEFORE USE ' 6x8M18SHS F *R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not 8x8 = 8x9 �� wee G building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing -2 is atways required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 3x5 Q Z 7777 Greenback Lane B J Suite 109 b Citrus Heights, CA 95610 Q P O N M L '3x5 II 8x8 = - 8x8 = 3x5 II 4x8 = 4x8 = 8x8 = 7x8 = ' 57-15 9.0.0 12-8-9 205225.2-8 30.0.0 5-7-15 3-4-1 3-&9 7.4.8 -8 4- 10 Plate Offsets (X,Y)— [B:0-3-13,0-2-01,[F:0-3-0,Edge1,[H:0-4-0,0-3-41,[J:0-8-0,0-1-121,fN:0-4-0,0-6-01,[0:0-3-8,0-5-121 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.16 N-0 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.38 N-0 >945 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.05 J n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Attic -0.14 N-0 1037 360 Weight: 235 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. E -H: 2x8 OF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x8 OF SS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud/Std G 'Except' be installed during truss erection, in accordance with Stabilizer H -N: 2x6 OF SS G Installation uide. REACTIONS. (Ib/size) B=1942/0-58, J=1815/0-5-8 Max Horz B=243(LC 7) Max UpliftJ=-6(LC 9) Max Grav B=2100(LC 17), J=1975(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2760/0, C -D=-2706/0, D -E=-2050/109, E -F=-333/79, E -X=-1909/41, G -X=-1909/41, G -H=-2054/9, 1-1-1=2673/0, I -J=-2591/0 BOT CHORD B -Q=-6/2177, P -Q=-6/2177, O -P=-6/2177, N-0=0/2081, M -N=0/1921, L -M=0/1921, J -L=0/1921 BUTTE COUNTY WEBS C -Q=-296/71, I -N=-148/318, I -L=-407/50, D-0=0/955, C -O=-234/288, H -N=0/1001 BUILDING DIVISION NOTES- (15) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS �� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct='s 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs ' non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. afESSIQN 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 bottom chord live load live loads.O Q� ,/ ^ N IO psf nonconcurrent with any other 'This L' 7) truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. =GjQ 'p 2 U�n 8) Ceiling dead load (5.0 psf) on member(s). D -E, E -F, F -G, E -G, G -H; Wall dead load (5.0psf) on member(s).D-O, H -N U C 76428 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. N-0 _r Z 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide bearing Cr EXP. 12/31/2016 m mechanical connection (by others) of truss to plate capable of withstanding 100 lb uplift atjoint(s) J. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Attic room checked for U360 deflection. J CIV11- 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 9 rFOF CALIF February 16,2016 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED AffTEK REFERENCE PAGE 11867473 rev. 1111=015 BEFORE USE *R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not wee o truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' is atways required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusssystems. see AN51/rPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 r SYSTEMS PLUS LUMBER CO, ANDERSON, CA- - 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:212016 Page 1 ID:7y8in7jN67nlOj8kOK3daEzySFs-IdzfNSwrSVYpliBCGXOKklghC4vOOPyrSv7rdizkWTW g220-5 30-0-0 1-0.0 :17-11 5-41..•' 3.8.9 7-3-12 • 0. - 2 7.6.15 -0-0 • e„ r .. Scale = 1:66.0 .. Job Truss — Truss Type :. Qty Ply DAVIS • - ' !' r 'A10 ' `' 1 - • - - . ' ' 846576482 1512-088 ! California_ ! - ti - Job Reference optional) r SYSTEMS PLUS LUMBER CO, ANDERSON, CA- - 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:212016 Page 1 ID:7y8in7jN67nlOj8kOK3daEzySFs-IdzfNSwrSVYpliBCGXOKklghC4vOOPyrSv7rdizkWTW g220-5 30-0-0 1-0.0 :17-11 5-41..•' 3.8.9 7-3-12 • 0. - 2 7.6.15 -0-0 • e„ r .. Scale = 1:66.0 .. r ..5x6 • °! '- - - - . , 6x8 M18SHS ti - . s • ♦ f!..y' ' 5x8 = ..� ... • 'i 10.00 12 - E • - •'�• ` - • 2x4 it �.AB Gib .. T L TK 4 U J V I W J• 4x8,= 3x8 = — ' ' ' • , `4x5 = 3x4' — . y w 2x4 f a 4x5 y . 14'8-9 r I • 22-5-1 '30-0-0 r _ 7$4 7.2-6 7.8-7 - 7-6.15, • Plate Offsets (X,Y)—[B:0-0-0,0-0-41, [E:0 -5-8,0-2-81,[F:0-2-12,0-2-41 LOADING (psf) . TCLL . 20.0 SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2^ Plate GripDOL 1.15 TC' 0.22 Vert(LL) '-0.07 J -L >999 240 '-0.26 ' MT20 220/195 50 TCDL'' 1 15 Lumber DOL 1.15 SC 0.41, Vert(TL) I -J , >999 180 M18SHS 220/195 . BCLI_ 0:0 • Rep Stress Incr YES WB . 0.60 - Horz(TL) 0.07 G n/a ' n/a r BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 189 Ib FT = 20% -LUMBER- . ,) ! .,+t, ! BRACING- ' r 1 . TOP CHORD 2x6 DF SS G t • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. ' BOT CHORD 2x4 DF No. 1&Btr G �. j �"� + BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS' 2x4 DF Stud/Std G WEBS 1 Row at midpt E -L e ' ,. iTek recommends that Stabilizers and required cross bracing '. ' e instaed during truss erection, in accordance with Stabilizerla [�1nstajtj!,n uide. REACTIONS_. (Ib/size) 8=1420/0-5-8, G=142010-5-8 • Max Horz 8=239(LC 23) • Max Uplift B=-11O(LC 8), G=-176(LC 9) - ! ' ' Max Grav B=1420(LC 1), G=1440(LC 2) r "' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1790/178, C -D=-1679/257, D -E=-1018/205, E -F=-1671/225, F -G=-1850/211 ' :- BOT CHORD B -S=-141/1439, S -T=-141/1439, L -T=-141/1439, K -L=-22/1727, K -U=-2211727,. J -U=-22/1727, J -V=-3/1363, I -V=-3/1363, I -W=-1/1370, G -W=-1/1370 ' WEBSU. C -L=-353/252, D -L=-203/1404, E - L=-1279/231, F -J=-94/501, F-1=01368 BUTTE COUNTY NOTES- (12) r° BUILDING DIVISION, 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS y ' (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33; jpr . A P R CI® • w.®® 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 r ' 3) This truss has been designed for greater of min roof live load of 14.0_ psf or 2.00 times flat roof load of 20.0 psf on overhangs • ; ' 1 . t• ' ' non -concurrent with other live loads. I J '4) Provide adequate drainage to prevent water ponding.. ' 5) All plates are MT20 plates unless otherwise indicated. r _- 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . • �pFESSIO/v Q N io Fac 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide willo y fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. CV 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) B=110, .. ' IC 7642 $ Z G=176. - - C- 10) "Semi-rigid pkchbreaks wdh fixed heels", Member end fixity model was used in the analysis and design of this truss.. .� Qp 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 Ib down and 55 Ib up at 12/3112016 ^� 22-3-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. • ,r ' 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOADCASE(S) Standard f r • . 'o, C(V(L ��\P • . � r=chrrr�nr •la �n•la _ ® WARNING - Ved& design parameters and READ NOTES ON THIS AND INCLUDED MryEK REFERENCE PAGE MP1473 rev. 10/0912015 BEFORE USE Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for on individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MIT®k, , „ j fabrication, storage, delivery. erection and bracing of trusses and truss systems see ANSI/1711 Quality Criteria, DSS -89 and BCSI BuBding Component. - 17777 Greenback lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - s • Su"a 109 ` Carus He( his CA 95610 - Job Truss Truss Type t , 1 1512-088 A10 Celifomie SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -E=-70, E -F=-70, F -H=-70, M -P=-20 1 Qty Ply DAVIS 846576482 1 1 Job Reference (optional) 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:212016 Pa gge 2 ID:7y8in7jN69nlOj8kQK3daEzySFs-IdzfNSwrSVYplIBC GXOKklghC4v00PyrSv7fdizkWTW BUTTE COUNTY BUILDING DIVISION APPROVE® ® WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED 09TEK REFERENCE PAGE 1191-7479 rev. 10/03/2010 BEFORE USE. Design valid for use only with Mlek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • 'a truss system. Before use. the building designer must verify the applicabirity of design parameters and properly incorporate this design into the overall bulming design. Bracing indicated Into prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems see ANSI/fPil Quality Crftedo, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Nei hts CA 85610 t , 1 a 1 Qty Ply DAVIS 846576482 1 1 Job Reference (optional) 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:212016 Pa gge 2 ID:7y8in7jN69nlOj8kQK3daEzySFs-IdzfNSwrSVYplIBC GXOKklghC4v00PyrSv7fdizkWTW BUTTE COUNTY BUILDING DIVISION APPROVE® ® WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED 09TEK REFERENCE PAGE 1191-7479 rev. 10/03/2010 BEFORE USE. Design valid for use only with Mlek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • 'a truss system. Before use. the building designer must verify the applicabirity of design parameters and properly incorporate this design into the overall bulming design. Bracing indicated Into prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems see ANSI/fPil Quality Crftedo, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Nei hts CA 85610 i Job Truss; Truss Type Qty Ply DAVIS ' t 400 ' ' ' , ... 10.00 12 E ., R46576483 1512.088 A11 - x Callfomla Girder ' • - 1 - 4 Job Reference (optional) • _ a.a emit twit wmesen w, H uenaVrv, cA _ - r.o4u s be zs zul s mi i eK mausmes, mc. i ue reit let is:au:zz zine va e I J ID:?y8in7jN6?nlOj8kQK3daEzy Fs-DgWlaoxTDpggNSmOgEXZGVvDu7UFVlq7_gZtC SzkWiV + - • -0-0 - 5-7-152-10.5 2.10.5 4-0.0 3-3-12 0-4-12 5-8-15 •0.0 . ' , 5x8 = s Scale = 1:88.9 * t 400 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ' ' , ... 10.00 12 E ., • 3x5 // . { 5x6 = .13x 8 = 5x8 = - C + F G ... - fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSI/7PI1 Quality Criteria, DSB-89 and BCSI BuOding Component 7' K '�•A8 -1s IJ . y Suite 109 7-• },.. - s ,H P ,.0+ N -X Y M - Z KAA AB ' - '_ • 2x4 ; .. 1 M • 3x4 = - - 4x6= 7x8 = 2x4 11 , -.. 4x5 JUS24 3x8 t' •. • s 3x8 = THD26-2 NAILED _ • y - y NAILED 11-0.0 18-8-9 20.19 •24-5-1 - 8815 30.0.0 ' 5-6_14 t Plate Offsets (X,Y)-[B:0-1-14,Edgel,[F:0-2-4,0-3-81,[H:0-3 0,0-1-141 [I:0-8-0,0-2-101 + LOADING (psf) t SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP �•; TCLL 20.0 (Roof Snow=20.0) plate Grip DOL ' 1.15 , , TC • 0.08 ' Vert(LL) . =0.07 M >999 240 MT20 - 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.42 , Vert(TL) -0.24 ' M >999 180 + BCLL 0.0 ' . Rep Stress Incr NO WB 0.73 Horz(TL) 0.04 1 n/a n/a f 10-0 Code IBC2012ITP12007 (Matrix -M) . 1 Weight: 457 Ib FT = 20%BCDL LUMBER- F' BRACING - TOP CHORD 2x6 DF SS G�TOP CHORD . Structural wood sheathing directly applied or 6-0-0 oc purlins.. BOT CHORD 2x6 DF SS G. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. t WEBS. 2x4 DF Stud/Std G , r ' REACTIONS. (Ib/size) B=1843/0.5-8, 1=2900/0-5-8 ' Max Harz B=246(LC 23) Max Uplift B=-1 94(LC 8), 1=-477(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. , TOP CHORD B -C=-2438/276, C -D=-2113/367, D -E=-2051/361, E -F=-4514/726, F -G=-3603/541, .' G -W=-2888/550, H -W=-2872/547, H -I=-3862/637 r ' BOT CHORD B -P=-217/1781, O -P=-232/1765, N -O=-23211765, N -X=-186/2290, X -Y=-186/2290, M -Y=-186/2290, L -M=-469/3870, L -Z=-469/3870, Z -AA= -469/3870, K -AA= -469/3870, K-AB=-351/2879,AB-AC=-351/2879, 1 -AC= -351/2879 • . BUTTE COUNTY ` W, EBS C -N=-389/234, D -N=-388/2244, E -N=-1964/445, E -M=-591/3324 , F -M=-2913/510, • BUILDING G -M=-558/493, G -L=-149/1036, G -K=-1573/186, H -K=-255/2140 i. " L „ DIVISION, NOTES- (17) � , f . AP ��E® 1) 2 -ply truss to be connected together with 10d (0.131" x3") nails as follows: , ,. +' Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. , . Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. i 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply i 0 ' connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS QFE$$IQN (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 roof snow); Category II; Exp C; Partially Exp.; Ct= 1 Q� '9� F2 psf (flat 5) This truss has been designed for live load 14.0 psf 2.00 times flat load 20.0 �Q (ONIQ greater of min roof of or roof of psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. U C 76428 Z � 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " 6 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will 0 . 4 fit between the bottom chord and any other members, with BCDL = 10.Opsf. EXP. 12/31/2016 ^� 19) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=194, 1477: .. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CIVI\. '9 rFOFC 12) Use USP THD26-2 (With 16d nails into Girder & 1Od nails into Truss) or equivalent at 22-1-8 from the left end to connect truss(es) to kF front face of bottom chord. _ 13) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 27-11-4 from the left end to connect tnuss(es) to om chord. r cur uar y r v,cv r v ® WARNING - Vert/y design perametes and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AVI-7473 rev. 10/=015 BEFORE USE- SEDesign • Designvalid for use any with MiTeW connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ' building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSI/7PI1 Quality Criteria, DSB-89 and BCSI BuOding Component 7' • 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. . y Suite 109 Cbrus Hei Ms CA 95610 ' Job Truss Truss Type Qty Ply DAV1S IReference a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall i•�` 848576483 1512-088 A11 California Girder 1 2 Job (optional) ara I CMO YLVJ LumoGrt Vv, IUVUCrtJVrv, VH /.0 U S Je z11 zu10 MII eK Inausiries, Inc. tue heo la 1:S:0u:"z'z zula N8 e z ID:?yBin7jN6?n10j8kQK3daEzy Fs-DgWlaoxTOpggNSmOgEXZGWDu7UFVlg7_gZIC 8zkWfV NOTES- (17) 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 183 Ib down and 126 Ib up at 24-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -F=-70, F -H=-70, H -J=-70, Q -T=-20 Concentrated Loads (lb) Vert: W=-98 Z= -1368(F) AA= -36(F) AB=-l63(F) AC= -237(F) BUTTE E COUNTY H)IJI DING DIVISION 4"'lIPPROVED ®WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED mrrEN REFERENCE PAGE 1101.7473 rev. 10/032016 BEFORE USE. R Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall i•�` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Hei hta CA 95610 Job Truss Truss Type Qty Ply DAVIS LOADING (pst) building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- R46576484 1512-088 B01 HALF HIP GIRDER 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1-0.0 ' 3-4- 11 2.7-5 5x8 \\ 3-10-4 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:24 2016 Page 1 I D:7y8in7jN67nlOj8kQK3daEzySFs-9Ceo4TzklQxOcmwnxfal Mx]CC IzPDpFH8tMJ E 1 zkWIT 4.0-0 3>ra = 4-1-12 Scale = 1:35.0 7.4 11 3x5 = Zx4 II 3x4 — 3x8 — 20 II - 6x6 = JUS24 NAILED NAILED JUS24 JUS24 3-4-11 s-ao 9.10.4 13-10-4 18-QO 3-4-11 2-7-5 3-10-4 4-0-0 4.1-12 Plate Offsets MY)— fB:0-2-2,0-1-81,(H:0-3-0,0-3-121 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall LOADING (pst) building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.03 I -J >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.06 I -J >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.02 H n/a n/a Code IBC2012/TPI2007 (Matrix -M) Weight: 275 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS G end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) H=2946/Mechanical, B=1956/0-5-8 Max Hoa 8=179(LC 24) Max UpliftH=1261(1_C 5), 8=-601(LC 8) Max Grav H=2984(LC 34), 8=1956(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2500/824, C -D=-2155/773, D -P=-2284/908, E -P=-2284/908, E -F=-2284/908 BOT CHORD B -Q=-714/1855, L -Q=-714/1855, L -R=-714/1855, K -R=-714/1855, K -S=-695/1751, S -T=-695/1751, J -T=-695/1751, J -U=-818/1885, U -V=-818/1885, 1-V=-818/1885, n BUTTE COUI -1- I-W=-818/1885, W -X=-818/1885, H -X=-818/1885@ t r, pp r_ BUILDING WEBS C -L=-116/344, D -K=-32/349, D -J=-464/878, E -J=-509/338, F -J=-216/614, F -I=-650/1523, DIVISION F -H=-2814/ 1175 A ED NOTES- (17) V 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back I:B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuK=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRSESSIO Nq� (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf--20.0 (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 Q�O� Q F psf 5) This truss has been designed for live load 20.0 2.00 times flat load 20.0 `(ONTO L' greater of min roof of psf or roof of psf on overhangs non -concurrent with other live loads. O 6) Provide adequate drainage to prevent water ponding. U C 76428 Z 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrertt with any other live loads. _f 70 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 1-0-0 wide will �U fit between the bottom chord and any other members. EXP. 12/31/2016 m 9) A plate rating reduction of 20% has been applied for the green lumber members. * # 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=1261, B=601. CIVIL "Semi-rigid 12) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. OFCP, 13) Use USP JUS24 (With 1 Od nails into Girder 8 1 O nails into Truss) or equivalent spaced at 7-48 oc max. starting at 2-0-12 from the left end to 17-5-4 to connect trusses) to back face of bottom chord i where han er is in contact with lumber. February FefY 16,2016 ® WARNING - Ven y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/03/1016 BEFORE USE Design valid for use only with Mlrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, note - Not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component . 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply ee , a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall �J')CAbvR'seferencetR48578484 1512-088 801 HALF HIP GIRDER 1 Z (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc. Tue Feb 16 13:50:24 2016 Page 2 ID:?y8in7jN6?nlOjBkQ K3daEzySFs-9Ceo?TzklQxOcmwnxfal MxICCIzPDpFH81MJE 1 zkWTT NOTES. (17) 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 258 Ib down and 225 Ib up at 8-0-12, and 258 Ib down and 225 Ib up at 9-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard ' 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -G=-70, H -M=-20 Concentrated Loads (lb) Vert: E=-137 J= -41(B) P=-137 Q= -237(B) R= -287(B) S= -39(B) T= -41(B) U=-576(8) V= -576(B) W= -576(B) X=-576(8) BUTT TE COUN sir BUILDING DIVISION P R 0VD - ®WARNING - Verlry des/gn parameters and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE MI -7473 ray. 10/08/2016 BEFORE USE. 1 Design valid for use only with MTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not ee BUTT TE COUN sir BUILDING DIVISION P R 0VD - ®WARNING - Verlry des/gn parameters and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE MI -7473 ray. 10/08/2016 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not ee , a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is alwoys required for siabirily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 ' - Citrus Heights, ei hts CA 95610 Job - � -Truss Type . Qty Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, notj �ea obuilding JTruss . , , �PIYTDAVJIS` R46576485 1512 088 802 Callfomia fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Qual lyCnteda, DSB-89 and SCSI Building Component ' 7777 Greenback LaneSafety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. - Suite 109 Citrus Hel hts CA 95610 t 'eference (optional) r - - SYSTEMS PLUS LUMBER CO, . ANDERSON, CA -" 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:24 2016 Page 1 ID:?y8in7jN6?nlOj8kQK3daEzySFs-9Ceo?TzklQXOcmwnxfa1MXIEFI GDu7H8tMJE1zkWT 18-0-0 31a9 -38-8. 0-4- 2 2.410 M2 3-7-10 3-11-6 0 + d r 5x8 \\ ti 5x8 c t Scale = 1:41.4 ' = - , } _ a p . •.r S WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M EK REFERENCE PAGE MI.74'73 rev. fa,=01SBEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, notj �ea obuilding truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ; 10.00 12I t3x5 �i 3x5Ad always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Qual lyCnteda, DSB-89 and SCSI Building Component ' 7777 Greenback LaneSafety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. - Suite 109 Citrus Hel hts CA 95610 3x4 = 2x4 I I . 3x4 = 3x8 = I r 2x4 I I .'3x4 = ■'3 -las - 7.6.1s • 10-51 14x10 1a -a0 47-8-8 -10.2° • 7-11.8Plate Offsets (X,Y)— [A:0-2-1,0-1-8] [D:0-3-00-1-14] [F:0-4-8,0-0-10] LOADING (psf)SPACING• 20.0 • 2-0-0 CSI..'TCLL DEFL. in (loc) I/deft Ud 'PLATES GRIP (Roof Snow=20.0) Plate Grip DOL' . ; 1.15 TC 0.04 Vert(LL)-0.01 J >999 240 MT20 220/195TCDL 15.0 Lumber DOL 1.15 BC 0.14 Vert(TL) -0.04 . J -K >999 .180 'n/a BCLL - 0.0 ' Rep Stress IncrYES WB 0.13 Horz(TL) 0.03 F n/abcpL Code IBC2012ITP12007 (Matrix -M) Weight: 125 lb FT = 20% 0 LUMBER- n BRACING•TOPCHORD 2x6 DF SSG r ,. TOPCHORD Structural wood sheathing directly applied or 6-0-0oc purlins. ,BOTCHORD 2x4 DF No.1&Btr G a BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 2x4 DF Stud/Std Gek recommends that Stabilizers and required cross bracingnstalledduring truss erection, in accordance with Stabilizer Itlltiuide. REACTIONS. (Ib/size) 'A=867/Mechanical, F=959/0-5-8Max Horz A=160(LC 7)'Max UpliftA=-146(LC 8), F=-181(LC 9)FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.;TOPCHORD A -B=-1134/213, B -C=-898/249, C -R=-656/251, D -R=-636/240, D-E=-921/273,��-++ 'I�p�-p��E-F=-1151/231 BUTTE V®�dl�11 TBOTCHORD A-K=-181/881,J-K=-181/881,1-J=-93/695,H-I=-106/816,F-H=-106/816L�r-�r� C-J=-68/253; D -I=-90/298, B -J=-283/163, E -I=-288/155. - apWEBS BUILDING DIVISI®IVWind Re"V ®(envelope) AS(CE)7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf;BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Y2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 13) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangsnon-concurrent with other live loads.4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will'fit between the bottom chord and any other members. ` - oFESS/o& 7) A plate rating reduction of 20% has been applied for the green lumber members.CONO8) Refer to for truss girders) to trussconnections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Gt=1b) A=146,,pF=181. , Gj10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. C ,'642811) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 Ib down and 74 Ib up at tY. 7-8-11, and 313 lb down and 254 Ib up at 10-0-9 on top chord. The design/selection of such connection device(s) is the responsibility others. r P ti3��2 6of 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.Standard1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15, , OFC S WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M EK REFERENCE PAGE MI.74'73 rev. fa,=01SBEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, notj �ea obuilding truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ; iii• design. Bracing Indicated is to prevent buckling of IndMdual truss web and/or chord memters only. Additional temporary and permanent bracingMIT®k•,Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Qual lyCnteda, DSB-89 and SCSI Building Component ' 7777 Greenback LaneSafety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. - Suite 109 Citrus Hel hts CA 95610 S Ya Y ' Truss i + Truss Type Qty . _ DAVIS f a lJob+ --� JPty 1512-088 - - B02 • . ' Cellfomle++ y 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA ' - 7.640 a Sep 29 2015 MRek Industries, Inc. Tue Feb 16 13:50:24 2016 Page 2 y ;t ID:?y8in7jN6?nlOj8kQK3daEzySFs-9Ceo?TzklQxOcmwnxfalMxlEFI GDu7H8tMJE1zkWTT- LOAD CASE(S) Standard ' Uniform Loads (plf)' .... " ' Vert: A -C=-70, C -D=-70, D -G=-70. L -O=-20 Concentrated Loads (lb) Vert: C=10 R=-147 /• / `'• .` • •, � _ •. ` � ti '. f , • i , as ^ ..{.. � .t �' 1 .. � r �, r « #6 Vit. • � � t ay - • t - r . .. � • • ISI®IV V , S4..fiLiJING DIVISION 4 R SYSTEMS PLUS LUMBER CO, * ANDERSON, CA _ - 7.640 s Sep 29 2015 MRek Industries, Inc. Tue Feb 16 13:50:25 2016 Page 1 ID:1 81n7N67nI08kQK3daEz SFs-dPCAC zMWk3FEwUzVN5GuBrl iHn LiQNX5tmTzkWTS ` )'s ' Y 1 1 Y P Y Y 4-10A 8-0.14 -0 11.2 13-1.1 - 18-0-0 19.0.0 • - - -4.10.4 - 3-2-10 11-2 3.2.10 4-10-0 1-0.0 .. ' T •" , 0-11-2. 4x8 = • l • - Scale 1:51.4 J 1 • , • 3x5 = D ,3x5 = ' + ;S - . . '• `' . s s • K C .E .� • 10.00 12 - - t, 2x4 II • e , 1 2x4 II J 1` 4x8 •i r: "` _ ,3x5,11 - -• ' 3x5 II + 4x8= , 4-10.4 `~ , 4, 13-1-12 1 r 18-0.0 _ ` - .. 4_10-4 a -M 4-10-4 Plate Offsets (X,Y)- [A:0-8-0,0-1-121 [D:0-3-0 Edge] [Go -8-0 0-1-12] LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSL '' 'DEFL` in (loc) I/deft 'L/d PLATES GRIP s (Roof Snow=20.0) Plate Grip DOL 1.15 TC , 0.50 Vert(LL) ' -0.13 I -J >999 .240 MT20 220/195 _ TCDL 15.0 Lumber DOL 1.15 BC - 0.38 Vert(TL) -0.35 I -J >612 i 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 G n/a -n/aBCDL 10.0- 1 Code IBC2012ITP12007 (Matrix -M) Attic -0.06 I -J 1698 360 Weight: 117 Ib - FT = 20% . LUMBER- BRACING- . � TOP CHORD 2x6 DF SSG ! 1 ' ' 7 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. •• - SOT CHORD' 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS. ` .2x4 DF No.188tr G . MiTek recommends that Stabilizers and required cross bracing ar be installed during truss erection, in accordance with Stabilizer F " ' Installation uide. ' REACTIONS. (Ib/size) A=972/Mechanjcel, G=1048/0-3-8 Max Horz A=-192(LC 4) ? Max Grav A=1159(LC 17), G=1232(LC 18) 4 r t 1 ria FORCES. • (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1446/0, B -C=-885/48, C -D=01732, D -E=0/729, E -F=-887/49, F -G=-1449/0 �pp !T , • - BOT CHORD A -J=0/953, I -J=0/953, G-1=0/953 i isl,J l fj��+�j®�y��i . . WEBS C -E= -1807x7, B -J=0%667, F-1=0/665 cJr _ ' ]4•'<..F��..; �?��ta.,�I��15'IOIV t NOTES- ' (12) �. f4.., 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS ��4�i I U V (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 AAA��, 2) TCLL: ASCE 7-10; Pf=20.0 psi (Oat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss. has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs .„ non-concrrent with other live loads. Z 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. , 6) Ceiling dead load (5.0 psf) on member(s). B -C, E -F, C -E; Wall dead load (5.0psf) on member(s).B-J, F -I a 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. I -J '+ 1 . �� ' . �pFESSIOA14 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. ' + C`� ( O N 10 y 2 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Attic room checked for LJ360 deflection. CV 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J fv ,76428 z Cr EXP. 12/31/2016 m CIV14 �. �• f' TFOFCAL�F�� February 16,2016 ' ti Job;Truss ®WARNING -VeR}y design paremeters and READ NOTES ON THIS AND INCLUDED M1gTEK REFERENCE PAGE 11111-7 4 7J rev. 10/Q7Q015 BEFORE USE • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual ' building component, not ' a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall �e building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing u MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - ' fabricatbn. storage, defrvery. erection and bracing of trusses and Duns systems, see , AN51/TPII pualBy Crlteda, OSB -89 and BC51 Building Component • " 7777 Greenback Lane ' Safety Information avalabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. ,. Suite 109. ' - - • Citrus Heights, Truss Type v Qty - Ply DAMS . .� ° t • .i �. • � 848578488 1512-088 r. 603,; ATTIC • fi ' 1 ` Job Reference (optional) CA 95610 ` CA 95610 ` Job Truss Truss Type Qty Ply DAMS LOADING (psf) a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall ' 846578487 1512-088 B04 ATTIC 4 1 CSI. - DEFL. in (loc) I/defl Ud Job Reference (optional) JTZ i CMJ NLUJ LUM=K l U, A UtKSUK, l:A /.b4u s Sep zv zu1J MI I ex Inaustrles, Inc. i ue i -e0 18 13:S0:Z5 zulb Pagel ID:7y8in7jN67nlOj8kQK3daEzySFs-dPCACpzM Wk3FEwUzVN5Gu8rlOiHnyLj Q NX5tmTzkWTS 1-0.0 af0-0 8 -ata 9-0-0 •11-2 13- -12 18.0-0 19.0-0 t -o -o a10 -a 3 -z -to -n-z 3-z-10 ato-a 1-ao 0.11.2 4x6 = Scale = 1:51.4 E 4x8 = 3x5 II . . 3x5 II 4x8 = i 410-4 13-1-12 18.0.0 4-10-0 8-3-8 410-4 n a Plate Offsets (X,Y)— [B:0-8-0,0-1-12], [E:0-3-0, Edge], [H:0-8-0,0-1-12] R Design valid for use only with Mllek® connectors. This design Is based only upon parameters shown, and is for on individual building component, not ma LOADING (psf) a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' TOLL 20.0 SPACING- 2-0-0 CSI. - DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.13 J -K >999 240 MT20 220/195 TCDL 15:0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.35 J -K >615 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.10 Horz(TL) 0.01 H n/a n/a Code ISC2012/TP12007 (Matrix -M) Attic -0.06 J -K 1697 360 Weight: 120 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x8 DF SS BOT CHORD WEBS 2x4 DF No. 18Btr G REACTIONS. (Ib/size) 8=1045/0-3-8, H=1045/0-3-8 Max Horz B=-199(LC 6) Max Grav B=1229(LC 17), H=1229(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1439/0, C -D=-882/48, D -E=0/723, E -F=0!723, F -G=-882/48, G -H=-1439/0 BOT CHORD B -K=0/946, J -K=0/946, H -J=0/946 WEBS D -F=-1791/4, C -K=0/661, G -J=0/661 Structural wood sheathing directly applied or 6.0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS , (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). C -D, F -G, D -F; Wall dead load (5.Opsf) on member(s).0-K, G -J 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. J -K 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for U360 deflection. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. N BUTTE COUNTY BUILDING DIVISION ®® 6—APP0 !4 o4OFESSIpNgI 0N10 C 76428 -7 Cr * EXP. 12/31/2016 31/2016 Q V1L OF February 16,2016 ® WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED BgTEK REFERENCE PAGE MP7473 rev. 1aW2015 BEFORE USE, R Design valid for use only with Mllek® connectors. This design Is based only upon parameters shown, and is for on individual building component, not ma e a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSI/71`11 pual8y Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job . Truss Truss Type Qty Ply DAMS Y Suite 109 Citrus Heights, CA 95610 - - SPACING- 2-0-0 CSI. 848578488 1512-088 COt ... California Girder t 2 Job Reference (optional) STS I t -MS PLUS LUMetlt UU, ANULMSUN, UA r.S4u s Sep 29 201 b MIt ex InaUslr,,s. Inc. Tue 1,eo w 13:,Erz, 2016 Page 1 ID:7y8in7jN67nI0j8kQK3daEzySFs-anKwdV7c2LJzTDeLdo7kzZwk6VO1 QCMjgrazrLzkWia -38- 1-0-0 2-11-3 2-7-12 0.4.12 3.9-14 4-4-13 3-9-14 0-4- 2 2-7-12 2-11 Scale = 1:44.2 5x8 \\ 2x4 II 3x8 = 5x6 = E F n \ n 10.00 12 -- -- , — —_ ® WARNING - Vemy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. d eMY2od 6 BEFORE USE. Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI FIl Quality CAteda, DSB-89 and SCSI Building Component AW R a Welk' 7777 Greenback Lane Safety Information available from Trus Plate Institute, 218 N. Lee Street. Suite 312. Alexondda. VA 22314. _ Y Suite 109 Citrus Heights, CA 95610 3x5 /i SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP -20.0 (Roof Snow=20.0) 3x5 O C Vert(LL) 0.03 M -N >999 H —o n — _ — AB O AC p AD O, N AE M AF AG L AH K At 3x8 = JUS24 2x4 I I JUS24 3x4 = 4x6 3x8 = NAILED 2x4 11 NAILED .3x8 = JUS24 2x4 II 4x5 = NAILED NAILED NAILED NAILED NAILED JUS24 2-11-3 5815 9-9-10 14-2-8 1&St 21.0.13 24-0.0 JaI. LOADING (psf) -- -- , — —_ ® WARNING - Vemy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. d eMY2od 6 BEFORE USE. Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI FIl Quality CAteda, DSB-89 and SCSI Building Component R a Welk' 7777 Greenback Lane Safety Information available from Trus Plate Institute, 218 N. Lee Street. Suite 312. Alexondda. VA 22314. _ Suite 109 Citrus Heights, CA 95610 TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP -20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.03 M -N >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.14 Vert(TL) -0.08 M -N >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.03 1 n/a n/a Code IBC2012ffP12007 (Matrix -M) Weight: 357 Ib FT = 20% BCDL 0 0 LUMBER - TOP CHORD 2x6 OF SS G BOT CHORD 2x6 OF SS G WEBS 2x4 OF Stud/Std G REACTIONS. (Ib/size) B=2119/0-5.8, 1=212010-5-8 Max Horz B=134(LC 23) Max UpliftB=-707(LC 8), 1=-704(LC 9) Max Grav B=2123(LC 30), 1=2120(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-27941981, C -D=-2542/949, D -X=-2694/1058, E -X=-2694/1058, E -Y=-2694/1058, F -Y=-2694/1058, F -Z=-19601770, Z -AA= -1947/764, G -AA= -1938f761, G -H=-25061932, H -I=-2774/974 BOT CHORD B-AB=744/2157, Q -AB= -74412157, Q -AC= -74412157, P -AC= -744/2157, P -AD= -698/2093, O -AD= -698/2093, N -O=-698/2093, N -AE= -94012716, M -AE= -940/2716, M -AF= -940/2716, AF -AG= -940/2716, L -AG= -940/2716, L -AH= -649/2039, K -AH= -649/2039, K-AI=649/2039, I -AI= -649/2039 WEBS C -Q=77/275, D -P=-67/387, D -N=-447/1019, E -N=-590/412, F -M=0/276, F -L=1144/500, G -L=-428/1296, H -K=-83/275 NOTES- (16) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. s Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TOLL: ASCE 7-10; PF --20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 1 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) B=707, 1=704. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. fc Of ESS/o/V P�(ONIO C 76428Cr er * EXP. 12/31/2016 m T'9T CIV1l- FOFCAC Pohruary 1R 901A -- -- , — —_ ® WARNING - Vemy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. d eMY2od 6 BEFORE USE. Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI FIl Quality CAteda, DSB-89 and SCSI Building Component R a Welk' 7777 Greenback Lane Safety Information available from Trus Plate Institute, 218 N. Lee Street. Suite 312. Alexondda. VA 22314. _ Suite 109 Citrus Heights, CA 95610 4 + 1 , Job Truss- Truss Type i Ply DAMS � JQty 846578486 1512-088 ` COt � California Girder - ' 1 Z - Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - �. 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:27 2016 Page 2 3 ID:?y8in7jN6?nloj8kQK3daEzySFs-anKwdV?c2LJzTDeLdo7kzZwk6VO1 QCMjgrazrLzkV4TQ NOTES- (16) . 1 12) Use USP JUS24 (With 10d nails into Girder 8 10d nails into Truss) or equivalent spaced at 15-10-8 oc max. starting at 2-0-12 from the left end to 21-11-4 to connect truss(es) to back face of bottom chord. ` 13) Fill all nail holes where hanger is in contact with lumber. , 14) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148•'x3.25") toe -nails. For more details refer to MiTek•s ST -TOENAIL Detail. r 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 217 lb down and 150 Ib up at 5-8-11, 258 Ib down and 225 Ib up at 8-0-12, 265 Ib down and 231 Ib up at 10-0-12, 265 Ib down and 233 Ib up at 12-0-0, 265 Ib down and 231 Ib up at 13-11-4, and 258 Ib'down and 225 Ib up at 15-11-4, and 217 Ib down and 150 Ib up at 18-0.9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , ` LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) + r !, Vert: A -D=-70, D -G=-70, G -J=-70. R -U=-20 Concentrated Loads (lb)' t' . �. Vert: D=40 0=-41(B) N= -41(B) E=-137 M= -41(B) F=-137 X=-1.37 Y=-137 Zt-137 AA=40 AB= -237(B) AC= -287(B) AD= -39(B) AE= -41(B) AF= -41(8) AG= -39(B). AH= -287(B) AI= -237(8) - i ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. 19/03/2016 BEFORE USE. - Design valid for use only vAth MTekS) connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall - • building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - - ' MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - r fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Qualify Criteria, OSB -89 and BCSI BuOding Component 7777 Greenback Lane Safety Information . available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. + - ! Suite 109 - • w - Citrus Heights, CA 95610 - r • it r ... I . y � � - , tom• '. ., j i i ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. 19/03/2016 BEFORE USE. - Design valid for use only vAth MTekS) connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall - • building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - - ' MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - r fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Qualify Criteria, OSB -89 and BCSI BuOding Component 7777 Greenback Lane Safety Information . available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. + - ! Suite 109 - • w - Citrus Heights, CA 95610 - r Job Truss Truss Type Qty Ply DAVIS wee i a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall SPACING- 846576489 1512-088 CO2 California1 PLATES GRIP 1 , Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.02 L -N >999 240 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:28 2016 Page 1 ID:7y8in7jN67nlOj8kDK3daEzySFs-2zulrrOEpfRg5NDYAVezWnSw1 vMa9ggt3VKXNozkWiP 7.11.11 16-5-1 1.0.0 3a1a 3-7-10 a-1- 4 -QS 4-0.5 0-3- 37-10 3.11$ 1-o-0 0-3-0 0.1.12 Scale = 1:44.5 5x8 \\ 2x4 II 5x8 // 4x4 = 2x4 II 3x4 = 3x6 3x8 = 3x4 = 2x4 II 4x4 = 311.8 7515 12-0-0 18-5-1 20.0-10 24-0-0 4 n LOADING (psf) ® WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MT EK REFERENCE PAGE 69F7473 rev. fdt=016 BEFORE USE *R Design valid for use only with MTeW connectors. This design is based only upon parameters shown, and Is for an individual building component. not wee TCLL 20.0 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.02 L -N >999 240 MT20 220/195 TCDL 15.0 Suite 109 Lumber DOL 1.15 SC 0.18 Vert(TL) -0.07 L -N >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.04 H n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) Weight: 167 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1147/0 -5-8,H=1147/0-5-8 Max Horz B=167(LC 7) Max UpliftB=-303(LC 8), H=-303(LC 9) Max Grav B=1194(LC 30), H=1194(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1495/411, C -D=-1301/453, D -V=-1107/434, E -V=-1107/434, E -W=-1107/434, F -W=-1107/434, F -G=-1301/454, G -H=-1496/411 BOT CHORD B -O=-325/1188, N -O=-325/1188, N -X=-258/1054, M -X=-258/1054, L -M=-258/1054, L -Y=-213/1003, K -Y=-213/1003, J -K=-213/1064, H -J=-213/1064 WEBS D -N=77/298, F -K=-77/299, E -L=-310/236, D -L=-168/289, F -L=-168/289 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. . 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = f O.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=303, H=303. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 214 Ib down and 185 Ib up at 7-8-11, 148 Ib down and 134 Ib up at 10-0-12, 154 Ib down and 139 Ib up at 12-0-0, and 148 Ib down and 134 Ib up at 13-11-4, and 214 Ib down and 185 Ib up at 16-3-5 on top chord. The design/selection of such connection devioe(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION P�V Q�,,pFESSIOIV ON10 C_ Uo C 76428 z ;0 of 0 EXP. 12/31/2016 m * - A Fahruaru 1R 91711 ® WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MT EK REFERENCE PAGE 69F7473 rev. fdt=016 BEFORE USE *R Design valid for use only with MTeW connectors. This design is based only upon parameters shown, and Is for an individual building component. not wee a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall i.�■ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DAVIS ' R46578489 1512.088 CO2 California . 1 1 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:28 2016 Page 2 ID:?y8in7jN8?nlOj8kQK3daEzySFs-2zulrrOEpfRg5NDYAVezVVnSw1 vMagggt3VKXNozkWTP LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D= -70,'D -F=-70, F-1=-70, P -S=-20 BUTTE' COUNTY BUILDING DIVISION APPROVED ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE 11614473 rev. 70/03!1018 BEFORE USE Design valid for use only with MTek9 connectors. This design is based only upon parametersshown, and k for on individual building component, not ®® my a truss system. Before use, the building designer must verity the applicably of design parameters and property incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW ' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 y - r 1 � BUTTE' COUNTY BUILDING DIVISION APPROVED ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE 11614473 rev. 70/03!1018 BEFORE USE Design valid for use only with MTek9 connectors. This design is based only upon parametersshown, and k for on individual building component, not ®® my a truss system. Before use, the building designer must verity the applicably of design parameters and property incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW ' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job. Truss, Truss Type_ - �- . Qty Ply DAVIS •' ii�.��` building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . MST®k' r I + - R48576490 1512-088 3 .` California" 1. 1 _ 1 - Suite109 ' Citrus Heights, CA 95610 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA , { 7.640 s SeFF 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:29 2016 Page 1 + • t ID:?y8in7jN6?nlOjBkQK3deEzyS Fs-WASh2BOsazZhiXokkC9C3 ?4bJhVu6GOH934vEzkWTO - y. - Y 5 - - •. 1-0-0 4-19-0-10 -6 - 47-10 0-4- 2. 4-0-10 0-4- 2 4-7-10 4.11.8 1•a0 + 5x8 \\ 1 • , Scale = 1:52.3 ' I . . t• , - 5x8 = v ,, 10.00 12 - - -• I , • 1 . - :+• f 3x5- _ .� • 3x5 Q • , .. `d 3x5•= + 2x4 I, 4" _ 3x6 = 3x4 = -3x8'= , � 2x4 I I + ? 4x4 t i 4-11.8 - - 9-8-15 • 14.5.1 19-0.10 • 24-0.0 4-11$ 4.7-10 - 4-10-2 - 4-7-10 4-11$ - _Plate Offsets (X,Y)— [B:0 -5 -0,0 -0 -101,[E:0 -3-0,0-1-141,[G:0-0-0,0-0-41 LOADING (psf) SPACING- 2-0-0 • CSI. DEFL. in (loc) I/def/ U' PLATES GRIP' * + TOLL , 20A Plate Grip DOL ' 1.15 TC 0.07 Vert(LL) -0.03 J -K >999 240 .MT20 220/195 (Roof Snow=20.0) y , Lumber DOL 5 1.15 BC 0.20 Vert(TL) -0.08 J -K >999 ` 180 TCDL 15.0 Rep Stress Incr YES WB 0.26 Horz(TL) , 0.05 - G n/a n/a a BCLL 0.0 Code IBC2012ITP12007 (Matrix -M) ' 1 Weight: 165 Ib FT = 20%BQDL 10.0 + { .fLUMBER- t + • BRACING- t • TOP CHORD 2x6 DF SSG • ., ',+ ' TOP CHORD + Structural wood sheathing directly applied or 6-0-0 Gc purlins. ° BOT CHORD ' 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G r WEBS 1 Row at midpt D -J , + �• bra recommends that Stabilizers and required cross bracing } ! ; ` be installed during truss erection, in accordance with Stabilizer Installation uide. ` 'REACTIONS. (Ib/size) 8=1205/0-5-8, G=1204/0-5-8 i , • :`.. Max Horz B=213(LC 23) + Max UpliftB=-276(LC 8), G=-271(LC 9) Max Grav B=1223(LC 30), G=1209(LC 31) + r, FORCES. (Ib) -Max. Comp./Max. Tena- All forces 250 (lb) or less except when shown. h TOP CHORD 'B -C=-1522/375, C -D=-1250/423, D -T=-900/375, T -U=-893/373, E -U=-882/367' 1Y yt. L�• E -F=-1227/418, F -G=-1500/368- BUTTE'COUiVTY BOT CHORD B -M=-311/1229, L -M=-311/1229, K -L=-311/1229, K -V=-205/997, J -V=-205/997, i' A' `, " I -J=-187/1082, G -I=-187/1082 i• • ; BUILDING' DI V ISION e f, • WEBS. - D -K=-83/400, E -J=-47/384, C -K=-359/210, F -J=-379/203 • # - ® �, r NOTES- (11) , r �� 99 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS , ' (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Oat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psi or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. * , �� ESSI Nq 4) Provide adequate drainage to prevent water ponding. r ., r F 0 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ t OQ ONIO 6) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf- - _Gj 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) B=276, J C 76428 7 G=271. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. `L �(p• 12/3112016 m 5' • 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 Ib down and 226 Ib up at �y - 9-8-11, and 147 Ib down and 134 Ib up at 12-0-0, and 257 Ib down and 2261b up at 14-0-9 on top chord. The design/selection of such connection devioe(s) is the responsibility of others. > 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r J )V LOADCASE(S) Standards 1 h� y �'. FOFCxu,F • • ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED BOTEK REFERENCE PAGE WP7473 rev. l x(=015 BEFORE USE Design valid for use only with MOek@ connectors. This design Is based only upon parameters shown, and is for on individual building component, not {' • ` M a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall . •' ii�.��` building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . MST®k' r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component ' 7777 Greenback Lane -' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite109 - - Citrus Heights, CA 95610 1 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 13:50:29 2016 Page 2 ID:7y8in7jN67nlOj8kQK3daEzySFs-WASh2BOsazZhiXokkC9C3_74bJhVu6GOH934vEzkW TO LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -E=-70, E -H=-70, N -Q=-20 - Concentrated Loads (lb) Vert: 0=-54 U=-54 Job Truss Truss Type - - Qty Ply 848578490 F 1512-088 CO3 California 1 1 ference (optional) 4 i r _ d • v BUTTE COUNTY ' BUILDING DIVISION + � � APPO"'VED r r 4 i r _ d • v BUTTE COUNTY ' BUILDING DIVISION + � � APPO"'VED r I 4 i r _ d • v BUTTE COUNTY ' BUILDING DIVISION + � � APPO"'VED r ®WARNING - Vertry design parameters and READ NOTES ON THIS AND INCLUDED M1ffTEK REFERENCE PAGE A91.7479 rev. 1ONJ/i016 BEFORE USE Design val'W for use only with MTekO connectors. fils design is based only upon parameters shown. and is for an individual building component, not ��• a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and loss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 ®WARNING - Vertry design parameters and READ NOTES ON THIS AND INCLUDED M1ffTEK REFERENCE PAGE A91.7479 rev. 1ONJ/i016 BEFORE USE Design val'W for use only with MTekO connectors. fils design is based only upon parameters shown. and is for an individual building component, not ��• a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and loss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss -• Truss Type Qty Ply DAVIS • _ MIT®K• i r 1 . fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component s -' R48576491 1512-088 C04 - z• ATTIC I ' 1 1 1 - , Job Reference (optional)- • SYSTEMS PLUS LUMBER CO, ' ANDERSON, CA ,' 7.840 5 Sep 29 2015 MiTek Industries, Inc. Tue Feb 18 13:50:30 2016 Page 1 I• ID:?y8in7jN6?nlOj8kQK3daEzySFs _M?3GX1 ULGhYKhNwlwgRbCY3ujyvdZW9WppeRgzkWTN 12 1-0.0 3.8-7 3-1-13 , ' 3-7-7 I 1-8-5 1�-5 , 3-7-7 _ 3-1.13 3.8.7 •0.0 + 5x8 = • 1 . • Scale = 1:87.4 NAILED r 3x8 = F .� 3: E G ` = • ; • ` ! t h ► 10.00 12 4x8 I I - - 2x4 'I I 4x8 It 3x5 /i - r r, • _ - •g. t - . 3x5 • C h + • + + ry + aA 6 • • 4 4 JK Id ., ' 3x5 II ti 8x8 = + . 8x8 =,, 3x5 It 4x12 = - ..F. 4x12 = ! r • - •8x8 = - ;'• e - �. '-r • •+ �' ' i 3-8-7• 8-10-4 - 17-1-1220.3.9 •24-0.0• ' .� � 7-8-7 3-1-13 10.7-8 '1-1-1'� ' 3.8-7 '• ' Plate Offsets (X,Y)- [B:1-0-0,0-2-121, [D:0-6-5,Edge1, [H:0-6-5,Edge1, [J:1-0-0,0-2-121, [M:0-3-8,0-5-121, [N:0-3-8,0-5-121 LOADING (psf) " '..SPACING- 2-0-0 ' CSL DEFL. in (loc) I/deft Ud PLATES' GRIP - TCLL : 20.0 Plate Grip DOL 1.15 TC k 0.87 Vert(LL) -0.24. M -N >999 240 - MT20 220/195 , (Roof Snow=20.0) r. '. Lumber DOL 1:15 BC 0.58' n Vert(TL) -0.70' M -N >413 180 r' . r TCDL 15.0 ` Rep Stress Incr. NO _ WE 0.26 Horz(TL) 0.02 ' J n/a n/a BCLL 0.0 ' ,. Code IBC2012/TPI2007 (Matrix -M) Attic -0.11 M -N 1100 360 . Weight: 179 Ib FT = 20% BCDL 10.0 r .LUMBER- _ ; s BRACING - 4,. ' r TOP CHORD 2x6 OF SSG _•� r ,.,. TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. - BOT CHORD 2x8 OF SS , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G 'Except* 1 E-G,D-N,H-M: 2x4 OF No.1&Btr G " ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer F 1• • s ( , Installation guide. REACTIONS. (Ib/size) B=1402/0-3-8, J=140210.3-8 Max Horz B=-259(LC 23) , Max UpliftB=-35(LC 8), J=-35(LC 9) Max Grav B=1629(LC 31), J=1629(LC 32) , �• . ' r, FORCES. (lb) ,Max. Comp./Max. Ten All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1895/28, C -D=72069/58, D -E=-1264/189, E -F=-1811797, F -G=-181/797, G -H=-1264/189, H -I=-2069/57, I -J=-1897/30 _ ,, BOT CHORD B -P=-92/1628, O -P=-9211628, N-0=-92/1628, M -N=0/1355, L -M=0/1476, J -L=0/1476 r . WEBS E -Q=-2073/1, G -Q=-2073/1, D -N=0/1088, H -M=0/1088, C -P=-485/33, I -L=-488/36, -COUNTY.ppV- " C -N=-3961218, I -M=-399/220 'BUILDING* DIVISION - NOTES- (14) s c 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS V ' '(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 , e 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs ,`,� • d " non -concurrent with other live loads. . 1. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' } ' 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will SOF ESSIONq fit between the bottom chord and any other members. 6 Ceilingdead load 5.0 s on member(s). D -E, G -H, E -Q, G-0; Wall dead load 5.0 s on membe s .D -N, H -M y ONIO ( Pf)( P� K) � 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. M -N 8) A plate rating reduction of 20% has been applied for the green lumber members. CL, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) B, J. ' J C 76428 7 ` 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.Qf 11) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. ' 4 12) Attic room checked for 0360 deflection. I . , * EXP. 12/3112016 m 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOADCASE(S) Standard ` t Y T�9T civilL. {. • . FOFCAI. Fahruary 1R 901A r V ®WARNING _ Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11947473 rev. 10/07/1015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note .y - • 1" • a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall • _ ` ' building design. Bracing Indicated is to prevent buckling of Indty iduaf tnra web and/or chord members only. Additional temporary and permanent bracing - _ MIT®K• i r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the •_; _ . fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane ' a Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. •• Suite 109 - Citrus Hel Ms CA 95610 ` V Job Truss Truss Type - Qty Ply DAMS a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design roto the overall i��■` ' 846578491 1512-088 C04 ATTIC t 1 SotetyInformation available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:30 2016 Page 2 ID:7yBin7jN67nI0j8kQK3daEzySFs-_M73GX1 ULGhYKhNwlwgRbCY3ujyvdZW9WppeRgzkWTN LOAD CASE(S) Standard / 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: N-R=-20, M-N=-40, M-U=-20, A-D=-70, D-E=-80, E-F=-70, F-G=-70, G-H=-80, H-K=-70, E-G=-10 Drag: D-N=-10, H-M=-10 Concentrated Loads (lb) Vert: F=-80(8) / 1 r r . i A, - 1 BUTTE COUNTY BUILDING DIVISION APrV ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE A171.7473 rev. 10/09/2016 BEFORE USE- *��R Design valid for use only with MTe 9 connectors. This design is based only upon parameters shown, and is for an individual building component, not [�q a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design roto the overall i��■` ' _ �bullding design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Buflding Component - 7777 Greenback Lane SotetyInformation available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyDAVIS a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall TCLL 20.0 R46576492 1512.088 Cos ATTIC 2 1 I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:31 2016 Page 1 I D:7y8in7j N67n IOjBkQK3daEzyS F s-SYZRTt276apP yry7 sdC g 8P4 G P6 HzM01J ISY B_7zk W f M �1-0-0 Ni 8-10.4 10-511 .12-0.0 13-8-5 17-1-12 20.3-9 24-0.0 25-0.0 1.0.0 3-8-7 3.1-13 A 3-7-7 1-8-5 7-8-5 3-7-7 3-1-13 3-8-7 To -d 5x8 = F Y N ML 4x12 = 3x5 11 6x8 = 8x8 =' 3x5 II 4x12 = 8x8 = i 3&7 8-10-0 17-1-12 20.3.9 i 24.0.0 18-7 11-13 10.3.8 n Id Scale = 1:67.4 LOADING (psf) • Design valid for use only with MIrek® connectors. This design is based only upon parameters shown, and is far an Individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.24 M -N >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.70 M -N >413 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 J n/a n/a Code IBC2012ITP12007 (Matrix -M) Attic -0.11 M -N 1100 360 Weight: 179 Ib FT = 20% BCOL 10.0 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x8 DF SS WEBS 2x4 DF Stud/Std G 'Except' E-G,D-N,H-M: 2x4 DF No.1&Btr G ,REACTIONS. (Ib/size) B=1362/0-3-8, J=1362/0-3-8 Max Horz 8=259(LC 7) Max GravB=1581(LC 17), J=1581(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1824/0, C-13=1996/0, D -E=-1190/61, E -F=0/650, F -G=0/651, G -H=-1190/61, H -I= -1996/0,1-J=-1827/0 BOT CHORD B -P=0/1575, O -P=0/1575, N-0=0/1575, M -N=0/1299, L -M=0/1423, J -L=0/1423 WEBS E -Q=-2073/1, G -Q=-2073/1, D -N=0/1089, H -M=0/1089, C -P=-482/25, I -L=-484/28, C -N=-388/206, I -M=-391/209 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). D -E, G -H, E -Q, G -Q; Wall dead load (5.Opso on member(s).D-N, H -M 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. M -N 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for U360 deflection. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPR01V/� Q�pFESS /ON44 0N10 C 76428 . z 0 EXP. 12/31/2016 ^� 1k , , 1.0 OF February 16,2016 ® WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED t19TEK REFERENCE PAGE 1191.7473 rev. 10/09/!018 BEFORE USE • Design valid for use only with MIrek® connectors. This design is based only upon parameters shown, and is far an Individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component .. 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss, Truss Type Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and 6 for on individual building component, not FAvIS a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall TOLL 20.0 � JQty 1PIyI 848578493 1512-088 C06 ATTIC 4 1 TCDL 15.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.70 L -M >411 180 BCLL 0.0 ' Job Reference (optional) ara 1 cma rwo W.DMR w,, /tr Uu KbUN, c„ - /.640 5 Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:31 2016 Page 1 I D:7yBin7jN67nlOj8kQK3daEzySFs-SYZRTt276apPyry7sdCg8P4GJ6HyMOjJISYB_7zkWfM 3.8.7 3-1-13 3-7.7 1.8.5 1.6.5 3-7-7 131-0- • 5x8 = . Scale= 1:67.4 E V M L K 4x12 = 3x5 11 6x8 = 1 8x8 = 3x5 II 4x12 8.8 .I 3-8.7 8-10-4 17.1-12 20.3.9 24-0.0 a :i-9-7 3.1.14 10•'+-8 Plate Offsets (X,Y)- [A:1-0-0 0-2-121 [C:0.6-5 Edge] [G:0-6-5, Edge], [I:1-0-0,0-2-1211 [L:0-3-8 0-5-12] [M:0-3-8,0-5-121 LOADING (psf) Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and 6 for on individual building component, not q a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.24 L -M >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.70 L -M >411 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 1 n/a n/a P BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Attic -0.11 L -M 1099 360 Weight: 176 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G 'Except' MiTek recommends that Stabilizers and required cross bracing D-F,C-M,G-L: 2x4 DF No.1&Bir G r be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) A=1289/0-3-8, 1=1364/0-3-8 Max Horz A=-252(LC 6) Max GravA=1512(LC 17), 1=1584(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1861/0, B -C=2005/0, C -D=-1193/61, D -E=0/655, E -F=0/653, F -G=-1195/62, G -H=-2004/0, H -I=-1830/0 BOT CHORD A-0=-5/1605, N -O=-5/1605, M -N=-5/1605, L -M=0/1305, K -L=0/1426, I -K=0/1426 WEBS D -P=-2085/3, F -P=-2085/3, C -M=0/1097, G -L=0/1093, B -O=-455/33, H -K=-490/28, B BUTTE UTTS COUNTY B -M=-423/212, H -L=-388/209 - BUILDING DIVISION NOTES- (11) 1) Wind: 0llenriPellDC; enclosed: APPROWED (envelope) gable end zone; cantilever fand right exposed ed vertical and right exposed; Lumber DOL=33 plate grip DOL 133 1 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 , 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-15-0 tall by 1-0-0 wide will fit between the bottom Chord and any other members. ESSIONq 6) Ceiling dead load (5.0 psf) on member(s). C -D, F -G, 0.P, F -P; Wall dead load (5.0pst) on member(s).0-M, GL SOF Q �� ONIO 7 Bottom chord live load 40.0 s and additional bottom chord dead load 10.0 ( psf) ( psf) applied only to room. L -M �� y �C 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) "Semi-rigid fixed heels" Member fixity �� pitchbreaks with end model was used in the analysis and design of this truss. C(/ �� tAwl 10) Attic room checked for U360 deflection. J U C 7642 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 12131/20166 m * rSJ CIVIL �TFOF CALIF February 16,2016 ®WARNING - Ved& design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERENCE PAGE WP7473 rev. 10/=015 BEFORE USE R Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and 6 for on individual building component, not q a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type Qty Ply DAMS LOADING (psf) • building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing R46576494 1512.088 C07D ATTIC 1 1 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.24 L -M >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:32 2016 Page 1 ID:?y8in7jN6?nlOj8kQK3daEzySFs-w17pgC31tuxFZ— XJPLjvgddR2WdB5TyS 61k1/1/zzkWTL 5 .8. 37 1 3-1-13 1 7-7 1-8-5 1 I 1 3-7-7 1 3-1.13 3.8.7 1.0. 5x8 = 012 = 3x5 II 8x8 = 8x8 = 3x5 11 4x12 = a Scale = 1:67.4 8x8 = • i 3-8-7 8-10-4 17.1-12 20-3-9 24.0.0 . 3.8.7 3-1-1'1 1a'+-9 4.1. 14 4-8-7 Design valid for use only with M''Tek® connectors. This design Is based only upon parameters shown, and is for an individual building component. not Plate Offsets (X,Y)- [A:1-0-0,Edge] [C:0-6-5 Edge] [G:0-6-5 Edge] [I:1-0-0 Edge] [1-:0-3-8 0-5-12], [M:0-3-8 0-5-121 �- LOADING (psf) building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loo) I/dell Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.24 L -M >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.70 L -M >411 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) • 0.02 1 n/a n/a BCQL 1U Code IBC2012rrP12007 (Matrix -M) Attic -0.11 L -M 1099 360 Weight: 176 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 'Except* 10-0-0 oc bracing: L -M. D-F,C-M,G-L: 2x4 DF No.18Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1289/0.3-8, 1=1364/0-3-8 Max Horz A=252(1_C 27) Max UpliftA=-1232(LC 30), 1=-1252(LC 33) Max Grav A=2487(LC 49), 1=2559(LC 50) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3234/1719, B -C=-3045/1294, C -D=-1843/894, D -E=-298/818, E -F=-298/817, F -G=-1845/894, G -H=-3043/1294, H -I=-3200/1712 BUTTE COUNTY BOT CHORD A -O=-1364/2654, N -O=-974/2363, M -N=-649/2088, L -M=-519/1803, K -L=-871/2182, -K=-1259/2473 BUILDING DIVISION WEBS D -P=-2085/4, F -P=-2085/4, C -M=0/1097, G -L=0/1093, 8-0=-517/115, H -K=-554/113, B -M=-488/299, H -L=-456/299 APPROVED NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. ESSIpNq 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 1-0-0 Wide Will SOF Q L' 0 N I O fit between the bottom �� chord and any other members. 6) Ceiling dead load C F D F Wall dead load G =�� ,p 2 [V (5.0 psf) on member(s). -D, -G, -P, -P; (5.Opsf) on member(s).0-M, -L tr -7 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. L -M UC 76428 m 8) A plate rating reduction of 20% has been applied for the green lumber members. - I 9) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (V -lb) A=1232, 1=1252. 4C EXP. 1213112016 ^� 10) This truss has been designed for a total drag load of 3100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 129.2 plf. 11) "Semi-rigid pitchbreaks With fixed heels" Member end fixity model was used in the analysis and design of this truss. ST CIVIL - 12) Attic room checked for U360 deflection. '9T 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FOF CP&k. February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE WP7473 rev. fa/OJA1015 BEFORE USE Design valid for use only with M''Tek® connectors. This design Is based only upon parameters shown, and is for an individual building component. not �- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/11`11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply DAVIS CSI. .. (loc) I/deb Ud PLATES GRIP Plate Grip DOL 1.15 (Roof Snow=20.0) R48578495 1512-088 Cos ATTIC 4 1 Vert(TL) -0.70 K -L >409 180 Rep Stress Incr YES BCLL 0.0 ' WB 0.27 Horz(TL) 0.02 Job Reference (optional) SYS [EMS PLUS LUMBER CO, ANDER50N, DA 7.640 5 Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:33 2016 Pagga 1 I D:?y8in7j N6?n 10j8kO K3da EzyS F s-OxhBuY4 NeB36 B B6Vz2 E8DgAcmwzPgw9cC m 212?zk W TK 3-8-7 6-10-4 10.5-11 i12-0.0 i138.5� 17.1-12 .20.3-9 24-0-0 3-8-7 3-1-13 3-7-7 18-5 18-5 3-7-7 I1.13 ,. 5x8 = Scale = 1:86.9 l E� N M L K J t10 = 3x5 II + 6x8 = 8x8 = 3x5 II 4x10 = 8x8 = 3-8-7 6-10-4 17-1.12 20.3-9 24-0) 0 LOADING (psf) Max Grav A=1515(LC 16), 1=1515(LC 17) Design valid for use only with Mnek® connectors. This design B based only upon parameters shown, and is for an individual building component, not FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. SPACING- 2-0-0 TCLL 20.0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP Plate Grip DOL 1.15 (Roof Snow=20.0) TC 0.76 Vert(LL) -0.25 K -L >999 240 MT20 220/195 Lumber DOL 1.15 TCDL 15.0 BC 0.52 Vert(TL) -0.70 K -L >409 180 Rep Stress Incr YES BCLL 0.0 ' WB 0.27 Horz(TL) 0.02 1 n/a n/a 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Code IBC2012/TP12007 10.0 (Matrix -M) Attic 0.11 K -L 1097 360 ' Weight: 173 Ib FT = 20%BCDL LUMBER- �pF Q O N I 0 BRACING - F -j TOP CHORD 2x6 DF SS G CV TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins. BOT CHORD 2x8 DF SS J C 76428 z BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 'Except' * EXP: 12/31/2y 6 MiTek recommends that Stabilizers and required cross bracing D-F,C-L,G-K: 2x4 DF No.18Btr G be installed during truss erection, in accordance with Stabilizer - Installation guide. REACTIONS. (Ib/size) A=1292/0-3-8, 1=1292/Mechanical , Max Horz A=239(LC 5) Max Grav A=1515(LC 16), 1=1515(LC 17) Design valid for use only with Mnek® connectors. This design B based only upon parameters shown, and is for an individual building component, not FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1865/0, B -C=-2014/0, C -D=-1198/62, D -E=0/658, E -F=0/658, F -G=-1198/62, " a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall G -H=-2013/0, H -I=-1867/0 BOT CHORD A -N=-18/1599, M -N=-18/1599, L -M=-18/1599, K -L=0/1299, J -K=0/1440, I -J=0/1440 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WEBS D -O=-2094/2, F -O=-2094/2, C -L=0/1101, G -K=0/1101, B -N=-461/33, H -J=-463/36, B BUTTE COUNTY -L=-421/212, H -K=-4231214 la ��^ DIVISION /I�9B®� NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS APPROVE • (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 , 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). C -D, F -G, D-0, F-0; Wall dead load (5.Opst) on member(s).0-L, G -K 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. K -L ° ESSIO/V 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. �pF Q O N I 0 9) "Semi-rigid with fixed heels" Member fixity in the design this truss. F -j pitchbreaks end model was used analysis and of 10) Attic room checked for U360 deflection. CV 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J C 76428 z * EXP: 12/31/2y 6 " 'Z02RA February 16,2016 ®WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED Mr/EK REFERENCE PAGE b014473 rev. 101M(H5 BEFORE USE • Design valid for use only with Mnek® connectors. This design B based only upon parameters shown, and is for an individual building component, not " a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane s Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. - Suite 109 Citrus Heights, CA 95610 r s Job Truss Truss Type Qty] Ply DAVIS 1 ' , 11 ' i 2-11.3 5$15 '0_s -D15-11-1 18-613 21.8.0 5-2-1 5-9-1 -7-1 Plate Offsets (X,Y)— [B:0-1-14,Edgel, [H:0-1-14,Edge] R46576498 1512.088 - D01 - Califomla Girder a ; 1 - n L _ Job Reference (optional) b,bi CMb eWb LUM=K UU, AKUCKWN, UA - I.ti4Usbep;ev Lu70MIteKInaustnes,Inc. iue hen lb 1J:bu:352u1b F'agel 1 - ID:?y8in7jN6?nlOj8kQK3daEzySFs-LKpyJE5d9pJgQSFu5TGcIFF6tkmDlsLug4XP7uzkWl I 2-11-3 i X5.8.15 5.11.11 - 10-9-0 15 -5 1511 1 18.6.13 21.8-0 22.8.0 1-0-0 '" 2-11-3 2-7-12 0-4-12 4.9-5 - - - 49-5 ' 0-4-12 2-7-12 1 2.11 \ Scale = 1:43.4 . • + 5x8 \ 2x4 5x8 // � � � - ^ E� 10.00 12.• , • `' ' • + i 3x5 Ii 3x5 \� . C wr ` f G. s 4 `�^ 1 Bw♦ - - `1 H I - f • Z G AA N AB M AC I AD AE AF K AGI J AH II_� JUS24 JUS24 4x6= ` - .., NAILED - JUS24 F 3x5 = 2x4 II 3x4 = f.' ,3x8 = 3x4 2x4 II . 3x5 = . r1 • NAILED ..: . , r - •_# ' �• • ' NAILED' NAILED NAILED NAILED JUS24 to connect truss es to front face of bottom chord. r cul uat y t v,cv i v ® WARNING - Vedry design pararr.f. and READ NOTES ON THIS AND INCLUDED AYTEK REFERENCE PAGE 691.7473 rev. l al=015 BEFORE USE 4 Design valid for use only with MReM connectors. This design is based only upon parameters shown, and B for an Individual building component, not o truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall mat ' i 2-11.3 5$15 '0_s -D15-11-1 18-613 21.8.0 5-2-1 5-9-1 -7-1 Plate Offsets (X,Y)— [B:0-1-14,Edgel, [H:0-1-14,Edge] -11-4 LOADING (psf) ` 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. - Spite109 TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.02 L >999 240 MT20 220/195 E 5.0 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) . -0.05 L ; >999 180 BCDLL ' Rep Stress Incr NO WB 0.16 HOrz(TL) 0.02 H n/a n/a •BCDL • Code IBC20121TP12007 (Matrix -M) _ . Weight: 313 Ib FT = 20% LUMBER- BRACING- ` TOP CHORD 2x6 DF SSG TOP CHORD* Structural wood sheathing directly applied or 6-0.0 oc purlins r ` BOT CHORD 2x6 DF SSG ' •f' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2x4 DF Stud/Std G '-.WEBS ` REACTIONS. (Ib/size) 8=1918/0-5-8, H=1918/0-5-8 F • Max Hoa B=127(LC 7) • Max Uplift B= -629(1_C 8), H=-629(LC 9) ' - Max Grav B=1925(LC 30), H=1924(LC 31) FORCES. • (lb) - Max. Comp./Max. Ten. 'All forces 250 (lb) or less except when shown. *, TOP CHORD B -C=-2505/869, C -D=-2245/828, D -V=-2325/916, V -W=-2325/916, E -W=-2325/916, t I E -X=-2325/916, X -Y=-2325/916, F -Y=-2325/916, F -G=-2244/828, G -H=-2505/871 ` ' f + BOT CHORD. B -Z=-658/1940, O -Z=-658/1940, O -AA= -658/1940, N -AA= -658/1940, N -AB= -603/1857, f 1 M -AB= -603/1857, M -AC= -603/1857, L -AC= -603/1857, L -AD= -560/1808, AD -AE= -560/1808, r ` AE -AF= -560/1808, K -AF= -560/1808, K -AG= -574/1845, J -AG= -574/1845, J -AH= -574/1845, BUTTE COUNTY, . 'H -AH= -574/1845 WEBS C -O=-90/283, D -N=-63/434, D -L=-352/758; E -L=-794/576, F -L=-352859, F -K-64/433, - + 'BUILDING DIVISION G -J=-91 /283 1 } ROVED 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: r' Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. ' Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0_ oc. . . Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. '2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply FESS/QN connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. • . Q� q( F� 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS . �� `ONIO y (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; C1= 1 �� C-3 5) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs U C 76428 non -concurrent with other live loads. ..I Z W 6) Provide adequate drainage to prevent water ponding. ' This of0 7) truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' EXP. 12/31/2 6 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. r ' 9) A plate rating reduction of 20% has been applied for the green lumber members. ' 10) Provide truss to bearing e mechanical connection (by others) of standing 100 lb uplift at joint(s) except capable of with B=629, r plate (0=11b) FOF v CNAL IF��\P ' 11) "Semi-rigid pitchbreaks whh fixed heels" Member end fixity model was used in the analysis and design of this truss. 121 Use USP JUS24 (With 10d nails into Girder A 10d nails intn Tnrssl nr enuivnlpM snared nt 13_A_R nr may Mnrtinn of 9_rL19 frnm fho to connect truss es to front face of bottom chord. r cul uat y t v,cv i v ® WARNING - Vedry design pararr.f. and READ NOTES ON THIS AND INCLUDED AYTEK REFERENCE PAGE 691.7473 rev. l al=015 BEFORE USE 4 Design valid for use only with MReM connectors. This design is based only upon parameters shown, and B for an Individual building component, not o truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall mat building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component ' ` 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. - Spite109 - t Citrus lei Ms CA 95610 ' Job Truss Truss Type � Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Ply DAMS a truss system. Before use, the building designer must vedfy the applicability of design parameters cnd properly Incorporate this design into the overall ]Qty • 846576496 1512-066 .001 - California Girder 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:35 2016 Page 2 ID:?y8in7jN6?nl0j8kQK3daE zySFs-LKpyJ E5d9pJgD S FuSTGcIFF6tkm DlsLug4XP7uzkWrl NOTES- (16) 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-1I0d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 217 Ib down and 150 Ib up at 5-8-11, 258 Ib down and 225 Ib up at 8-0.12, 265 Ib down and 231 Ib up at 10-0-12, 265 Ib down and 231 Ib up at 11-5-4, and 258 Ib down and 225 Ib up at 13-5-4, and 217 Ib down and 150 Ib up at 15-9-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -F=-70, F-1=-70, P -S=-20 Concentrated Loads (lb) Vert: D=40 F=40 M= -41(F) V=-137 W=-137 X=-137 Y=-137 2=-237(F) AA= -287(F) AB= -39(F) AC= -41(F) AD= -41(F) AE= -41(F) AF= -39(F) AG= -287(F) AH= -237(F) F 1 1 • � 1 1 BUTTE COUNTY BUILDING DIVISION APPROVED 4 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M71.747J rev. 10/09/2016 BEFORE USE *R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �E]B Ma a truss system. Before use, the building designer must vedfy the applicability of design parameters cnd properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Intormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus HeI hta CA 95610 Job Truss Truss Type 11-8 Ply DAwS LOADING (psf) a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall R46576497 1512.088 002 California IQ" 1 1 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.03 J -L >999 240 MT20 220/195 BCDL 15.0 Lumber DOL 1.15 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 13:50:36 2016 Page 1 I D:7yBin7jN6?nlOj8kQK3daEzySFs-pWNKWa6Fw6Rh2cg4eBnrrToGg74m 1 lt2ukGyfKzkWTH 1-0.0 3.7.10 0-4-12 5-10 0-4- 2 3-7-10 3.11.8 1-0.0 5x8 \\ 5x6 = Scale= 1:43.0 3x5 = 2x4 II 3x4 = °Xa 3x8 = 2x4 II 4x4 = I� d 3-11-6 7-1 13-11-1 17-8-10 21 .8.0 3.7-10 6.4.2 'x-7.10 11-8 Plate Offsets (X,Y)- [B:0-5-0,0-0-101, [E:0-3-0,0-1-141, [G:0-0-0.0-0-4) Design valid for use only with MBeW connectors. This design is based only upon parameters shown, and is for an individual building component, not LOADING (psf) a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.03 J -L >999 240 MT20 220/195 BCDL 15.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.12 J -L >999 180 Suite 109 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.04 G n/a n/a BCDL 10.0 Code IBC2012/ TP12007 (Matrix -M) Weight: 142 Ib FT = 20% LUMBER- - BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt D -J recommends that Stabilizers and required Cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1084/0.5-8, G=1083/0-5-8 Max Horz 8=174(LC 23) Max Uplift B=-299(LC 8), G=-294(LC 9) Max Grav B=1129(LC 30), G=1109(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1393/406, C -D=-1212/444, D -T=-887/388, T -U=-880/387, U -V=-878/385, ' E -V=-870/381, E -F=-1175/437, F -G=-1363/398 BOTCHORD B -M=-320/1108, L -M=-320/1108, K -L=-259/987, K -W=-259/987, J -W=-259/987, BUTTE COUNTY I -J=-212/974, G -I=-212/974 WEBS D -L=-74/358, E -J=-20/346, C -L=-251/208, F -J=-279/196 i �^. n 1BUI!_DING DIVISION NOTES- (11) kVL 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. ESS/o,Vq 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' SOF Q O N o 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will �� fit between the bottom Chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. �� CV 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b) B=299, J 6 C 76428 G=294. Z X 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q EXP. 12/31/2016 Q. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 252 Ib down and 222 Ib up at 7-8-11, 148 Ib down and 134 Ib up at 10-0-12, and 148 Ib down and 134 Ib up at 11-5-4, and 252 Ib down and 222 Ib up at 13-6-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. sTq CIVIL LOAD CASE(S) Standard OFC Fchnr�nr 1R')MR ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 501.7477 rev. 10/07/2015 BEFORE USE • Design valid for use only with MBeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndMdual tans web and/or chord members only. Additional temporary and permanent bracing • MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Two Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job - Truss, Truss Type t. Qty Ply DAMS ' - --.r •, q -4 q` , R46576497 • 1512-088 - 002 ; Celifamie •- • - 1 1 . i a Vert: A -D=-70, D -E=-70, E -H=-70, N -Q=-20 Job Reference (optional) - OTJrCMJ YLVa Wm6CR l.V,,. IVvuCRaVrv, VH { _ • • /.ti4USSe 2a eulo mlieK lnausines. Inc. we r•e01u 13:0V:JU ZUle 1'a0e2 ID:7y6in7jN67nI0j6kQK3da zySFs-pWNKWa6Fw6Rh2cg4eBnrrToGqu:jozult' agKzkWTH LOAD CASE(S) Standard q -4 q` ' 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) i a Vert: A -D=-70, D -E=-70, E -H=-70, N -Q=-20 t y. # Concentrated Loads (lb) •• _ d Vert: D=-46 V=-46 BUTTE COUNTY. .. C., k , s •' BUILDING DIVISION .• j • ' � i 1 .. �. .�. , � R p�rny�17V {f r ® WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED A9MK REFERENCE PAGE AM -7473 rev. 10/0&2016 BEFORE USE� Design valid for use only with Milfek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not .. a truss system. Before use, the building designer must verify the applicability of design parameters cnd property incorporate this design into the overall SHE* t _ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members onty. Additional temporary and permanent bracing M Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ , I abrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSIJTPil Quality Criteria, DSB-89 and BCSI BuOding Component rt - 7777 Greenback Lane " m Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. � Suite 109 r Cil a Hei hte CA 95810 i t Job Truss Truss Type Qty Ply DAVIS SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) 848578498 1512-088 D03 California1 TCDL 15.0 1 BC 0.18 Vert(TL) -0.08 K -M >999 180 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s sop 29 2015 MTek Industries, Inc. Tue Feb 18 13:50:38 2018 Page / ID:1y8in7jN67nlOj8kQK3daEzySFs-pWNKWa6Fw6Rh2cg4eBnrrToHp75U1 Gz2ukGyfKzkWiH 11-6-5 1.0-0 4-11-3 4-7-12 1 1.6.10 1 4-7.12 4-11-3 1-0-0 5 5x8 \\ 5x8 = 3x5 - 2x4 I I 3x6 = 3x4 = 3x8 = 2x4 11 3x5 = i 411-3 9815 11.11.1 18$13 21-6-0 Scale = 1:50.6 LOADING (psf) - R TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.02 K >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.08 K -M >999 180 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.04 G n/a n/a Citrus Hefllftts. CA 95610 BCQI_ 1U Code IBC2012/rP12007 (Matrix -M) Weight: 154 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.18Btr G BOT CHORD WEBS 2x4 DF Stud/Std G WEBS REACTIONS. (Ib/size) B=1175/0 -5-8,G=1172/0-5-8 Max Hoa B=213(LC 7) Max UpliftB=-212(LC 8), G=-207(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1459/279, C -D=-1150/334, D -T=-808/297, E -T=-786/289, E -F=-1146/330, F -G=-1451/272 BOT CHORD B -M=-239/1098, L -M=-239/1098, K -L=-239/1098, J -K=-125/844, I -J=-128/1035, G -I=-128/1035 WEBS C -K=372/190, D -K=84/312, E -J=-92/372, F -J=-383/187 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt D -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=lb) B=212, G=207. 9) "Semi-rigid pitchbreaks With fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 Ib down and 163 Ib up at 9-8-11, and 195 Ib down and 163 Ib up at 11-6-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION A P 0"N' D Q,pFESSION44 �4,0 ON10 Co C 76428'PZ�� * EXP, 12/31/2016 In CIV1� 0 CAI.\F Fnhriinry 1R 2niA ®WARNING - Vedl y design parameters end READ NOTES ON THIS AND INCLUDED 110I7TEK REFERENCE PAGE AUI-7473 rev, 10/0312015 BEFORE USE R Design valid for use only with Mriek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall -.Y�- building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/11`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hefllftts. CA 95610 Job Truss - Truss Type - Qty Ply DAVIS_ ' a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall' - 848578498 1512.088 D03 California 1 1 _ fabrication, storage. delivery. erection and bracing at trusses and truss systems, see ANSI/IPII Quality Criteria, DSB-89 and SCSI Bundling Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc. Tue Feb 16 13:50:36 2016 Page 2 ID: Ty8in7jN6?nlDj8kQ K3daEzySFs-pWNKWa6Fw6Rh2cg4eBnrrToHp75U1 Gz2ukGyfKzkWTH LOAD CASE(S) Standard w 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 1 Uniform Loads (plf) , Vert: A -D=-70, D -E=-70, E -H=-70, N -Q=-20 I S Concentrated Loads (lb) Vert: D=-136 T=-136 BUTTE COUNTY BUILDING DIVISION ® WARNING -Ved/y design parameters and READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PAGE 11847079 n V. laIM015 BEFORE USE - 1 ' a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the' BUTTE COUNTY BUILDING DIVISION ® WARNING -Ved/y design parameters and READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PAGE 11847079 n V. laIM015 BEFORE USE - Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not• ' a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the' _ fabrication, storage. delivery. erection and bracing at trusses and truss systems, see ANSI/IPII Quality Criteria, DSB-89 and SCSI Bundling Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ' Citrus Hai Ma CA 95610 Job Truss Truss Type Qty 14.2-11 6.17$ 21-6-0 " 7-4-5 Plate Offsets (X,Y)- [B:0 -2-5,0-1-151,[F:0-2-5,0-1-151 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ' [lyDAV-Is 848576499 1512-066 D04 Common 2 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Job Reference o tional SYS 1 tMS FLUS LUMUtH CD, ANDERSON, CA 7.640 5 Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 13:50:37 2016 Paggo 1 ID:7y8in7jN67nlOj8kQK3daEzySFs-H iwikw7thQZYgmPGCuJ4NgKSMXOhmjC B700VBmzkWfG - et -0.0 5-6-7 10-9.0 15.11-9 210 22-6-0 1-0-0 5$-7 52-9 52-9 5.8-7 1-0.0 5x6 = D R Scale = 1:59.3 ., 4x4 / ' / 3x4 = 3x6 = 3x4 = 4x4 7.3.5 7-3-5 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• 14.2-11 6.17$ 21-6-0 " 7-4-5 Plate Offsets (X,Y)- [B:0 -2-5,0-1-151,[F:0-2-5,0-1-151 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall LOADING (psi) building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.07 H -J >999 240 MT20 220/195 BCDL 15.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.15 H -J >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.26 Horz(TL) 0.03 F n/a n/a Code IBC2012ITP12007 (Matrix -M) Weight: 134 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1038/0-5-8, F=1037/0-5-8 Max Horz B=234(LC 7) Max UpliftB=-89(LC 8), F=-89(LC 9) Max Grav B=1045(LC 16), F=1045(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1240/119, C -D=-1144/224, D -E=-1144/224, E -F=-1240/118 BOT CHORD B -Q=-116/1025, Q -R=-116/1025, J -R=-116/1025, J -S=0/675, I -S=0/675, I -T=0/675, H -T=0/675, H -U=-12/910, U -V=-12/910, F -V=-12/910 WEBS D -H=-158/615, E -H=-363/246, D -J=-158/615, C -J=-363/246 NOTES- (9) 1 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, F. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION � Pv IPF."VED Q�OFESS/o/V4 �O �ONIO cif n M 0 C 76428 z r o EXP.12/31/2016 CIVIC SOF CA1. February 16,2016 ® WARNING - VeAy design Parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. 10/=016 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available From Truss Plate Institute, 218. N. Lee Street, Suite 312. Alexandria, VA 222314. Suite 109 Citrus Heights, CA 95610 Job . Truss Truss Type QtyPly LOADING (psf) DAVIS a truss system. Before use, the building designer must verify the opplicobllity of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing TOLL 20.0 848576500 1512-088 005 Common 5 1 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.07 G-1 >999 240 MT20 220/195 TC15.0 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:38 2016 Page 1 ID:7y8in7jN6?nlOj8kQK3daEzySFs-IvU4xG7WSkiPly TmbgJwutd3xkuVAMLM213jDzkWTF S&7 10.9-0 1571.9 21.8.0 22-6-0 5-57 52-9 52-9 5.8.7 1-0.0 5x6 = 3x8 = 3x4 = 3x6 = 3x4 = 3x8 = i 7-3.5 14-2-11 21.8.0 7-3-5 — __&11.8.. __ 7-3-5 Scale = 1:59.3 Plate Offsets (X,Y)— [A:0 -6-0,0-0-101,[E:0.6-0,0-0-101 • Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an Individual building component, not LOADING (psf) a truss system. Before use, the building designer must verify the opplicobllity of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.07 G-1 >999 240 MT20 220/195 TC15.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.15 G-1 >999 180 BCLL L 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.03 E n/a n/a Code IBC2012/TP12007 (Matrix -M) Weight: 131 Ib FT = 20% BCDL 0 0 LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=966/Mechanical, E=1039/0-5-8 Max Hoa A=-227(LC 4) Max UpliftA=-68(LC 8), E=-89(LC 9) Max GravA=978(LC 16), E=1046(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1243/119, B -C=-1151/227, C -D=-1146/224, D -E=-1242/119 BOT CHORD A -P=-119/1032, P -Q=-119/1032, 1-Q=-119/1032, 1-R=0/677, H -R=0/677, H -S=0/677, G -S=0/677, G -T=-13/911, T -U=-13/911, E -U=-13/911 WEBS C -G=-158/615, D -G=-364/246, C -I=-162/623, 8-1=-369/249 NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, E. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUN m Y BUILDING DIVISIC APPROWE OQ,,,�pFESS/ONq! ONIO �? CO C 76428' -7 M X * EXP. 12/31/2016 m IV OFCAI.IF February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERENCE PAGE MP7473 rev. 101=015 BEFORE USE • Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, the building designer must verify the opplicobllity of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type Qty Ply DAVIS _ .. - = 4x8 3x5 II 4x5 = 6x8 4x8 = 3x5 II 4x8 = • 2-4-8 Sii-7 10.9.0 15-11-9 2180 7-41 3-1-15 5-2-9 5.2.9 5-6-7 R48576501 1512.088 D05A Common Girder 2 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON,CA 7.640 s Sep 29 2015 MRak Industries, Inc. Tue Feb 18 13:50:38 2016 Page 1 ID:?y8in7jN6?nlojBkQK3daEzySFs-IvU4xG7WSkiPly TmbgJwutc2xnFVBALM213jDzkWTF 5-6.7 10.9.0 15-11-9 21-0 587 5-2.9 5.2.9 5-6-7 5x6 = D Scale = 1:57.2 s 10.00 12 .. 3x5/i. 3x5 \\ • C E , . Special 7X8 // S s B 3x4*= + A F �] Mal' a truss us system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall K J I H _ G '. .. - = 4x8 3x5 II 4x5 = 6x8 4x8 = 3x5 II 4x8 = • 2-4-8 Sii-7 10.9.0 15-11-9 2180 7-41 3-1-15 5-2-9 5.2.9 5-6-7 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sulte 312, Alexandria. VA 22314. Plate Offsets (X,Y)— [A:0 -3-13,0-2-01,[B:0-4-0,0-1-121 LOADING (psi) TCLL 20.0 SPACING- . 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.01 J >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.04 H -J >999 180 BCLL 0.0 ' Rep Stress lncr NO ,WB 0.22 Horz(TL) 0.01 F n/a n/a Code IBC2012rrP12007 (Matrix -M) Weight: 361 Ib FT = 20% 0.0 LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 OF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 WEBS 2x4 OF Stud/Std G *Except* JOINTS 1 Brace at Jt(s): L B -L: 2x12 OF SS, B -K: 2x6 OF SS G REACTIONS. (Ib/size) A=1698/0 -5-8,F=1139/0-5-8 Max Horz A=214(LC 7) Max UpliftA=-108(LC 8), F=-82(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2298/160, B -S=-2239/184, C -S=-1600/154, C -D=-1160/194, D-_ -1149/191, E -F=-1488/123 BOT CHORD A -K=-203/1778, J -K=-205/1789, I -J=-144/1464, H-1=-144/1464, G -H=27/1068, F -G=-27/1068 WEBS D -H=-120/986, E -H=-428/200, C -H=-905/209, J -L=0/418, C -L=0/419, B -J=-413/78 BUTTE COUNTY NOTES- (11) BUILDING DIVISION 1) 2 -ply truss to be connected together with 1 O (0.131" x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 'PROVED Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x12 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 of EssroN 4) TCLL: ASCE 7-10; Pf--20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 F 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for 1 � �ON10 � a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 6 0 0 wide will fit between the bottom chord and any other members. =Gj 'p 2 tr 7) A plate rating reduction of 20% has been applied for the green lumber members. rJ U C 76428 Z 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) F except 0=1b) _I A=108. of 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. EXP. 12131/2016 R1 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 902 Ib down and 116 Ib up at 4-1-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q LOAD CASES) Standard OFC - t=ciirrr�nr 4R 7MR . ...........Y ® WARNING -Vedry design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE WI -7473 rev. 1aMM016 BEFORE USE *�* Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, ands for an individual building component, not �] Mal' a truss us system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sulte 312, Alexandria. VA 22314. Sufte 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Pl721pbVRAference IS a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated k to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MITek� - 1512-066 D05A� . Common Girder t 2 o tional Citrus Heights, CA 95610 SYSTEMS PLUS LUMBER CO, ' ANDERSON. CA , 7.640 a Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:38 2016 Page 2 r ID:?y8in7j N6?nloj8kQK3daEzySFs-IvU4xG7 WSkiP ly_TmbgJwutc2xnFVBALM213jDzkW rF LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A-D=-70, D-F=-70, M-P=-20 Concentrated Loads (lb) Vert: S=-902(F) 1 A BUTTE COUNTY BUILDING DIVIS11"d Job Truss Truss Type Qty Pl721pbVRAference IS a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated k to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MITek� - 1512-066 D05A� . Common Girder t 2 o tional ®WARNING • Verfly design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI.7473 rev. 101=015 BEFORE USE. r R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not q a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated k to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MITek� - always required for stability and to prevent collapse With possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Buflding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply— DAws B- ' TOLL 20.0 SPACING- 2-0.0 R46576502 1512.088 D05B Common 2 1 Vert(LL) -0.04 G -J >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.13 G -J >999 180 Job Reference o tional JTJICMJ YLVJ LVMOCR VV, /WUCRJVIV, lVH . LtAU S'5ep Za Luln MiteKInauslnes,mG. Tue Fen1513:50:392016 Pagel ID:7y8in7jN6?nlOj8kQK3daEzySFs-D52T9c88DlgGv3ZfKJLYS5Qj L5XEcaUbiVcGfzkWTE i 8-5-15 8.2.15 11-8-8 1�-10.11 17.2-15 -2.3 4x4 N N 5x8 = B J G F 2x4 II 2x4 II 3x5 = 3x4 =' Scale = 1:58.4 3-2-15 6-5.15 B-2-15 12.10.11 17-2-15 3-2-15 4-3.0 1-0.0 4-7-12 4-4-4 Plate Offsets (X,Y)— [A:0-1-0,0-1-12],[E:0-2-tO-1-8] [H:0-5-8,0-2-4] Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and B for an individual building component, not LOADING (psf) B- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall TOLL 20.0 SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft LJd PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.04 G -J >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.13 G -J >999 180 Suite 109 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 E n/a n/a BCDL 10-0 Code IBC2012/TP12007 (Matrix -M) Weight: 136 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr G end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): I, H MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) E=769/0-5-8, L=769/Mechanical Max Horz L=-232(LC 4) Max UpliftE=-74(LC 9), L=-51 (LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-729/121, B -C=585/140, C -D=-909/91, D -E=-980/111, A -L=-703/89 BOT CHORD E -F=-11/692, H-1=0/612 WEBS C -H=-12/450, B -I=-90/424, A -I=-6/420, C -I=-5181133, F -H=-12/757 ' BUTTE COUNTY NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS BUILDING DIVISICai'>,! (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 APPRO`K 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. ESS/0Nq 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, L. "Semi-rigid 9,(F io �Fyc 8) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CoQ ��oN /yo," 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q' J C 76428 Cr a EXP. 12/31/2 6 H oFCAI.\F��\P February 16,2016 ® WARNING - VeNy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1191.7473 rev. 1010=015 BEFORE USE R Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and B for an individual building component, not B- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Thus Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt C-1 TOLL 20.0 SPACING- 2-0-0 CSI. R46576503 1512-088 DOB California 1 1PIyIDAws 1 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.08 J -L >999 180 Suite 109 Job Reference (optional) oro i ema rwa wmctrc cu, MUtKbUN, UA - 7.540 s Sep 29 2015 MRek Industries, Inc. Tue Feb 16 13:50:40 2016 Page 1 ID:?yBin7j N6?nlOj8kQK3daEzySFs-hHcrMx9m_Ly7XDBrt0sn?JyymlSQy4zepME9o5zkWfD 11-8-5 4-9-10 -1 I.5 -10111 1911V 4-9-5 4.9-10 1-0-0 5x8 \\ 5x8 = 3x5 — 2x4 11 3x6 = 3x4,= 3x8 = _ 2x4 11 . 3x5 = I� a Scale = 1:50.8 r - 4-9-10 9$15 11.11-1 1648.8 21-8-0 4.410 4-45 2_4-2 4.9-5 4.9-10 Plate Offsets (X,Y)—[A:0-5-0,0-0-61,[D:0-3-0,0-1-141,[F:0-5-0,0-0-101 LOADING (psf) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt C-1 TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.02 J >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.08 J -L >999 180 Suite 109 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.04 F n/a nla BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 151 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=1079/Mechanical, F=1154/0-5-8 Max Hoa A=200(LC 7) Max UpliftA=-136(LC 8); F=-161(LC 9) BRACING- y TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt C-1 + MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1435/200, B -C=-1121/250, C -S=-786/244, D -S=-764/236, D -E=-1120/261, E -F=-1428/204 BOT CHORD A -L=-184/1054, K -L=-184/1054, J -K=-184/1054, I -J=-641792, H -I=-79/1020, F -H=-79/1020 WEBS 8-J=-375/187, C -J=77/307, D -I=-89/358, E -I=-379/182 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) A=136, F=161. 10) "Semi-rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 Ib down and 37 Ib up at 9-8-11, and 195 Ib down and 163 Ib up at 11-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVE ,Q�OFESSIQIV P�ONIO c -)o C 76428 � -7 D: 0 4, EXP. 12/31/2016 �m t * w ^ ?* CcLsr4a 71199Z y ® WARNING - VeAfy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M191.7473 rev. 10/0311015 BEFORE USE. R Design valid for use only with Mnek9 connectors. This design Is based only upon parameters shown, and is for an individual building component not �1 a thus system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is for MiT®k' always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane ' Safety Informatton available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 ' Job Truss Truss Type - Qty Ply DAMS 0 truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall ! � building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing R4B578503 1512-088 DOB California - 1 1 Suite 109 Citrus el his C 95610 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - _ 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 18 13:50:40 2016 Page 2 ID:7y8in7j N67nI0j8kQK3daEzySFs-hHcrMx9m_Ly7XD8rtasn?JyymISQy4zepME9o5zkwTD LOAD CASE(S) Standard r ; . 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase= 1. 15 Uniform Loads (plf) Vert: A -C=-70, C -D=-70, D -G=-70, M -P=-20 Concentrated Loads (lb) Vert: C=-92 S=-136 i . r + Job Truss Truss Type - Qty Ply DAMS 0 truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall ! � building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing R4B578503 1512-088 DOB California - 1 1 Suite 109 Citrus el his C 95610 Job Reference (optional) r , 'BUTTE COUNTY BUILDING ®IVISIO AP.�®VEL ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED N9TEK REFERENCE PAGE A0F7G73 rev. 101=015 BEFORE USE • Design valid for use only with Mnek® connectors. This design a based only upon parameters shown, and is for on individual building component, not 0 truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Cdteda. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus el his C 95610 Job Truss Truss Typal PlyTjob S • - - • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall - R46576504 1512-088 .. .007,+%' building design. Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing , Roof Special • JQty 1 4• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - • r,,. fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/fPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane ,, + Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 71314. - eference (optional) SYSTEMS PLUS LUMBER CO, - ANDERSON, CA j' - - 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 13:50:40 2016 Page 1 r ! ID:?y8in7jN6?nlOj8kQ K3daEzySFs-hHcrM.x9mLy7XD8rt0sn?JynHIPtyl9epME9o5zkWfD - .. 7-3-1•- r 6-3-4 ' 0-4-1 3-9.5 3.9.10 • - - - `' Scale = 1:42.3 4x5 = - 2x4 11 "5x8LJ // . • .. ' .. r 10.00 ry ey .,• ' f 3x50 . • - i r - t r - , I E .- - ,, r r` 34 2x4 ll' r `R - - 4x10 3x4 = y 2x4 JI ; 3x5 7 •7-3-1*l. i • - * t t 13-11-1 17.8.6 21-B-0 J • 7-3-1 8-8-0 3.9 -5 - Plate Offset_s_(X,Y)— [E:0-5-0,0-0-6] LOADING (psf) SPACING- 2-0-0 CSI. V DEFL. in (loc) 1/def! Uri PLATES GRIP 1 TCLL 20.0 Plate Grip DOL 1:15 TC X0.81 Vert(LL) 0.08 , H -J >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.17. J -K >999 180 TCLL 15.0` + Rep Stress Incr YES WB:, 0.51 Horz(TL) 0.02 E n/a n/aBCDL r y BCLL 0.0 " Code IBC2012ITP12007 (Matrix -M) Weight: 1431b ' FT = 20% i` LUMBER- BRACING- tlh r ° TOP CHORD 2x6 DF SSG E A + TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G ♦ end verticals. ' 1 11 . ' WEBS , 2x4 DF Stud/Std G. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing., • WEBS 1 Row at midpt C -J + MiTek recommends that Stabilizers and required cross bracing + • ' ' , s , be installed during truss erection, in accordance with Stabilizer + s' Installation guide. REACTIONS. (Ib/size) 'K=1021/Mechanical, E=1112/0-5-8 r , Max Harz K=-241 (LC 6) c: Max Uplift K=-244(LC 4), E 228(LC 9) +FORCES• (lb) r Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.' ,t a TOP CHORD A -K=-963/283, A -B=-863/204, B -C=-863/204, C -D=-1180/353, D -E=-1369/292 '• BOT CHORD I -J=-179/885, I -P=179/885, H -P=-179/885, G -H=-129/984, E -G=-129/984 . 'BUTTE COUNTY WEBS A -J=-324/1141, B -J=-561/213, C -J=-269/215, C -H=-103/379, D -H=_-253/178 �+ 1 NOTES- (12) BUILDING.OVISION r - - - •. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25H; Cat. Il; Exp C; enclosed; MWFRS . ' (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. • OV ` 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; C1= 1 • • • 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs + 'non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will .()F ESSIQN4 fit between the bottom chord and any other members, with BCDL = 10.0psf.. S e Q 7) A plate rating reduction of 20% has been applied for the green lumber members. '" i i r ' �� ON 10 ` 8) Refer to girder(s) for truss to truss connections. - '9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 6=1b) K=244, C(i r. ;, E=228. U C 76428 z 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. , t 11) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 252 Ib down and 222 lb up at Q EXP •12/3112016 n1 } T .13-9-5 on top chord, and 95 Ib down and 135 Ib up at 11-5-4 on bottom chord. The design/selection of such connection devices) is * !y the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , civil - LOAD CASE(S)' Standard T�rFOF CA1.kF ' ~ N Fahruary 1R gnis • ® WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/01!1016 BEFORE USE - ' _ Design valid for use only with Mi connectors. This design is based only upon parameters shown, and is for an individual building component, not wee a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing , MITek• ' 4• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - • r,,. fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/fPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane ,, + Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 71314. - - Suite 109 - _ - - -Citrus Heights, CA 95610 t Qty Ply DAVIS R46576504 1 1 Job Reference (optional) Job Truss Truss Type � 1512-088 D07 Roof Special , SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard j 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: A -C=-70, C -F=-70, K -L=-20 Concentrated Loads (lb) Vert: C=-46 P=-95 1 • c r 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:40 2016 Page 2 I0:?y8in7jN6?nlOjBkDK3daEzySFs-hHcrMx9m_Ly7XD8rt0sn?JynHIPty19epME9o5zkVJTD re r ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 v. 1010312015 BEFORE USE R Design valid for use only with MTek9 connectors. This design is based only upon parameters shown, and B for on individual building component, not q • - a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Solely Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 ' Citrus Hei Ms CA 95610 i Job • 1_ Truss - Truss Type Qty Ply - DAMS - - ' • - - e �; *.L J 0 R46576505 1512-088 . 008 ` Roof Special Girder 1 Job Reference (optional) ' STb I LTb FLUS LUMStK UU, ANUtK5UN, GA • 1• - 7.840 s sep 29 2015 MITex Ina4stnes, Inc. Tue Feb 16 13:50:42 2018 Page 1 r.+ c + ID:7y8in7jN6?nlOj8kQK3daEzySFs-dgkbndBOWyCrmXIE?RuF4k2HOY8NQzmwHgjGs zkWTB �' • - 5.8.10 •', 5-0-14 : 4$-13 ° 0-4-1 2-9-5 2.9.10 1.0.0 Scale = 1:39.0 ♦1 Imo' 4x4'2x4 11' 3x8= I I * c 5x8 = ',y �• A - i ,. B - +r 1 C D - *.L J 0 `NAILED 10.00 ' ^ ` u; F -G r h d R f, R •>'' S." -L T K U, ! V ,..�. VJ X Y J I•' • - •. ,_ . 'M NAILED .. NAILED' w r 4x8 = 7: •. - .. , NAILED • 2x4 I I '• , 4x8 =. NAILED 2x4 I I � 3x8 = 2x4 I I 3x4 NAILED NAILED ` - • s NAILED 4 - i r^' 5-8-10 10.11-8 15-11-1 18-8-8 - • r+ii-10 54-14 4.11-4 -a-5 ` Plate Offsets_(X,Y)- [0:0-3-0,0-1-14] LOADING (psf) ` TCLL 20.0 SPACING- :2-0-0 CSI. DEFL: in (loc) ' I/deb Ud PLATES GRIP ., (RoofSnow_ I r' d plate Grip DOL' 1.15 ' TC 0.13 Vert(LL) 0.03 I -J ?999 240 , MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC, 0.15 ' Vert(TL) -0.06 I -J >999 180 IT BCLL 0.0 ' Rep Stress Incr NO WB 0.37 • Horz(TL) 0.01 F n/a n/a BCDL 110,0 Code IBC2012/TP12007Matrix-M ( ) Weight: 311 Ib FT = 20% LUMBER.. 4 I BRACING- ... , -TOP CHORD 2x6 DF SSG TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except ' BOT CHORD ' 2x6 DF SSG r r end verticals. k, ` WEBS 2x4 OF Stud/Std G e,r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) M=1335/Mechanical, F=1513/0-5-8 Max Horz M=-176(LC 6) s ' Max UpliftM=-268(LC 4), F=-304(LC 8) r , _ '' •-• FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD A -M=-1244/300, A -B=-1295/264, B -C=-1295/264, C -D=-1402/423, D -Q=-1785/518, E -Q=-1832/518, E -F-1938/440 - I` • '"r r A BOT CHORD L -T=-450/1845, K -T=-450/1845, K -U=-450/1845, J -1.1=450/1845, -J -V=-450/1845, i r r V -W=-450/1845, W -X=-450/1845, I -X=-450/1845, 1-Y=-286/1423, H -Y=-286/1423, F -H=-286/1423 - WEBS A -L=-383/1677, B -L=-417/160, C -L=-720/383, C -J=7231/484, C -I=-640/186, + D -I=-253/888 ., .+ .r r � ', . t + - � t, i . • t} . - NOTES- (15) r 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows:�_ BUTTE COQ R1TY Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.. .. - Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. . l3tJ l L®1 ft!G' �7il,1 `4 ,+ , Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply;! connections have been provided to distribute only loads noted as (F) or (B), unless ctherwise indicated. ; 3) Wind: ASCE 7-10; Vufl=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS �FES$ION (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; PF=20.0 root Category II; Exp C; Partially Exp.; Ct= 1 Q� 44 O N I 0 F� psf (flat snow); 1 �Q �( y 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding.1 U C 7642 $ -7 m .. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. r .r Z v: 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 140-0 wide will fit between the bottom of EXP. 1213112016 m chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. : • 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) M=268 -., • ° tS1J CIVIL �Q 0 12) "Semi --rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. I �TFOF "NAILED" Cq�\FO�� 13) indicates 3-10d (0.148"x3') or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTelfs ST -TOENAIL Detail . , Fohrlmrw 1A'1l11A Y - ® WARNING - Ve ft design parameters and READ NOTES ON TNIS AND INCLUDED IWTEK REFERENCE PAGE W1.7473 rev. 10709/!015 BEFORE USE. Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not - e�• - " a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall i•�` building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing f MiT®k" ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r- r Welk - fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane _ - Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 4 Citrus Heights, CA 95610 - 1 t r • - - it + t a •' ` `r ' Job I! Truss Truss Type ' ply Ply DAMS •` - s � ` 846578505 1512-088 t" • r D08 Rool Special Girder: # 1 F'A G ' -"• , Job Reference (optional) t- R - r - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and k for an individual building component, not - {� 1 r _ ` building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is ` MIT®k• + always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII pualtiy CrIteda, DSB•89 and BCSI Building Component •r Safety SYSTEMS PLUS LUMBER CO, ANDERSON, CA - '. • .. '. - 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:42 2016 Page 2 ' ID:?y8in7jN6?nlOj8kQK3daEzySFs-dgkbndBOWyCrmXIE?RuF4k2HOY8NQimwHgjds zkWr8 . NOTES- (15)' Citrus Heights CA 95610 - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 238 Ib down and 232 Ib up at, 11-5-4, and 233 Ib down and 226 Ib up at 13-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard / 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -G=-70, M -N=-20 Concentrated Loads (lb) `r ? • . Vert: L= -36(B) R= -36(B) S= -36(B) T= -36(B) U= -40(B) V=-236 W=-232 X= -36(B) Y= -163(B) • ILI - "� " i4 *} ri, r r •v y .y t , • '� - t. t •• • .. s f • a - ,S Ir ,r � �, � - �" .. ,. � ,M,c• I ^T. �� 4.•.' ". .. a 1 - BUTTE COUNTY e. BUILDING H, �.J '1 • ' �. + - i ri • DIVI +p 1 ■6p�v��q' ®yt;V'�—I\J( MPP AWARNING - Vedfy design Parameters and READ NOTES ON THIS AND INCLUDED N9TE1( REFERENCE PAGE 1191-7473 rev. 101=2016 BEFORE USE. .. R - r - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and k for an individual building component, not - {� a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ` _ ` building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is ` MIT®k• + always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII pualtiy CrIteda, DSB•89 and BCSI Building Component •r Safety 7777 Greenback Lane f'., Information available from TrussPlate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Suite 109 r . Citrus Heights CA 95610 Job Truss Truss Type Qty Ply DAVIS I/deft Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 848576508 1512-088 DG1 FLAT 1 2 Job Reference (optional) 5751 E105 YLU5 LUMbhK GO, AN0ER50N,GA 3x4 = A 2x4 11 F 7.640 s Sep 29 2015 MiTek Industrles, Inc. Tua Feb 16 13:50:42 2016 Page 1 ID:?y8in7jN6?nl0j8kQK3daEzySFs-dgkbndBOWyCrmXIE?RuF4k2FuYAuQ mHgjGs_zkWfB 30.0 6-0.0 3-0.0 3-0-0 Special 2x4 II Special G 8 H E 3x8 = i 3-0-0 6.0.0 ' 3-0-0 - 3-0-0 C D 2x4 II Scale = 1:14.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.01 E >999 240 MT20 220/195 BCDL 15.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.02 E >999 180 BCL2 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 67 Ib . FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) F=972/Mechanical, D=941/Mechanical F Max Horz F=-57(LC 4) Max UpliftF=-73(LC 4), D=-71(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -F=-879/81, A -G=-1154/72, B -G=-1154!72, B -H=-1154/72, C -H=-1154/72; C -D=-849/80 WEBS B -E= -1384/131,A -E=-97/1327, C -E=-97/1327 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. , Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-5-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, D. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 699 Ib down and 55 Ib up at 1-11-4, and 699 Ib down and 55 Ib up at 3-11-4 on top chord. The designiselection of such connection device(s) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balancedX Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: D -F=-20, A -C=-70 BUTTE CQUN 1 Y BUILDING DIViSIC N APPROVE"', OQ,�,pF ESS10&44 ONIO h, F�,c/ Q C 76428'PZ2� Cr EXP. 12/31/2016 k i 01 C �,Y ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M47EK REFERENCE PAGE AVI.7473 rev. 10/01,2018 BEFORE USE �* Design vagd for use only with M1ek& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Mal, a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available :`rom Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 71314. Suite 109 Citrus Hel Ms CA 95610 Job Truss Truss Type Qty Ply DAVIS R46576506 1512-088 DG1 FLAT 1 2 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc. Tue Feb 16 13:50:42 2016 Page 2 ID:?y8in7jN6?nloj8kQK3daEzySFs-dgkbndBOWyCrmXIE?RuF4k2FuYAuQ mHgjGs_zkWTB LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: G=-699(8) H=-699(6) l - e v r ' e BUTTE COUNTY BUILDING DIVISION APPPU�J� Lw 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Od7EK REFERENCE PAGE 1191.7473 rev. 1010312015 BEFORE USE Design valid for use only vith MTek® connectors. This design is based onty upon porameters shown, and is for an individual building component, not R a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members onty. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crtterla, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. _ Suite 109 Citrus Hei Ma CA 95610 Job Truss Truss Type Qty Ply MS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD B -R=-2422/606, C -R=-2388/631, C -S=-2336/709, S -T=-2336/709, T -U=-2336/709, 1.157 E -U=2336/709, E -F=-2336!709, F -V=-858/358, G -V=-842/358, G -I=-932/374, R46576507 Fiat, 1512-088 E01 Roof Special Girder 1 2 Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:44 2016 Page 1 I D:7yBin7jN67nI0j8kQK3daEzySFs-a2sMCJCG2ZSYOgRd6sxj997bfMo2ugMDk_CNxszkWT9 I 3 5 1-0.0 5.8.14 5 2-10-2 3-9-12 2-0.5 1-1-12 1-8-14 5.00 12 Specla Scale = 1:36.2 5x8 \\ D II _ H 5x6 C 4x8 = "...,�' 2x4 11 3x8 = """' """" 2x4 II 6x8 = NAILED JUS24 c8 11 REACTIONS. (Ib/size) 8=1884/0-5-8, J=2773/0-5-8 Max Horz 8=173(LC 7) 5$-14 Max UpliftB=-482(LC 10), J=-1074(LC 7) 8.11-5 Max Grav B=2147(LC 29), J=2876(LC 28) 12-9-1 15-11-2 17.8.0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 5,6- 14 TOP CHORD B -R=-2422/606, C -R=-2388/631, C -S=-2336/709, S -T=-2336/709, T -U=-2336/709, 1.157 E -U=2336/709, E -F=-2336!709, F -V=-858/358, G -V=-842/358, G -I=-932/374, 3-9-12 - 3-2.1 1.8.14 Plate Offsets (X,Y)- [8:0-8-0,0-1-141 MiT®k� BOT CHORD B -W=-595/1887, W -X=-595/1887, N -X=-595/1887, N -Y=-593/1873, Y -Z=-593/1873, M -Z=-593/1873, M -AA= -777/2164, AA -AB= -777/2164, L -AB= -777/210"4, L -AC= -777/2164, LOADING (psi) K -AC= -777/2164 WEBS C -N=-76/478, C -M=-391/864, E -M=-419/114, F -M=-81/329, F -L=-524/1250, F -K=2315/748, BUILDING DIVISION I -K=-952/2522 A P � Nru NOTES- (17) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: TOLL 20.0 Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3 -second Vesd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; MWFRS Plate Grip DOL 1.15 TC 0.27 Vert(LL) 0.03 L -M >999 240 MT20 220/195 TCDL 15.0 5) Unbalanced snow loads have been considered for this design. Lumber DOL 1.15 BC 0.20 Vert(TL) -0.07 L -M >999 180 7) Provide adequate drainage to prevent water ponding. BCLL 0.0 ' 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Rep Stress Incr NO WB 0.56 Horz(TL) 0.02 J n/a n/a 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=482, BCDL 10.0 J=1074. Code IBC2012rrP12007 (Matrix -M) Fphri nzry in goo R Weight: 280 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=1884/0-5-8, J=2773/0-5-8 Max Horz 8=173(LC 7) Max UpliftB=-482(LC 10), J=-1074(LC 7) Max Grav B=2147(LC 29), J=2876(LC 28) Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an individual building component. not• FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -R=-2422/606, C -R=-2388/631, C -S=-2336/709, S -T=-2336/709, T -U=-2336/709, E -U=2336/709, E -F=-2336!709, F -V=-858/358, G -V=-842/358, G -I=-932/374, building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I -J=-2773/1043 MiT®k� BOT CHORD B -W=-595/1887, W -X=-595/1887, N -X=-595/1887, N -Y=-593/1873, Y -Z=-593/1873, M -Z=-593/1873, M -AA= -777/2164, AA -AB= -777/2164, L -AB= -777/210"4, L -AC= -777/2164, t� + BUTTE COUNTY K -AC= -777/2164 WEBS C -N=-76/478, C -M=-391/864, E -M=-419/114, F -M=-81/329, F -L=-524/1250, F -K=2315/748, BUILDING DIVISION I -K=-952/2522 A P � Nru NOTES- (17) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply OF E SS/ON connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3 -second Vesd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; MWFRS Q� q( F� gust) enclosed; �� (ONIO y (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category ll; Exp C; Partially Exp.; C= 1 O 5) Unbalanced snow loads have been considered for this design. (� V C 76428 Z 6) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs _I r non -concurrent with other live loads. t7 7) Provide adequate drainage to prevent water ponding. EXP. 12/31/2016 n1 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1k 9) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. CIV1'l- 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=482, TFOF CA1 �F J=1074. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Fphri nzry in goo R ® WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. 1010311015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an individual building component. not• a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 222314. Suite 109 Citrus Heights, CA 95610 r Job Truss Truss Type Qty Ply 846576507 SYSTEMS PLUS LUMBER CO, ANDERSON. CA 7.640 s Sep 29 2015 MRek Industries, Inc. Tue Feb 16 13:50:44 2016 Page 2 ID:?yBin7jN6?nlOj8kQK3daEzySFs-a2sMCJCG2ZSYOgRd6sxj997bfMo2ugMDk CNxszkWT9 NOTES- (17) 13) Use USP JUS24 (With 1 Od nails into Girder & 10d nails into Truss) or equivalent spaced at 6-0-0 oc max. starting at 2-0-12 from the left end to 16-0-12 to connect truss(es) to , front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-1 Od (0.148" x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTeWs ST -TOENAIL Detail. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated_ load(s) 554 Ib down and 451 Ib up at 15-11-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-70, C -D=70, C -G=70, G -H=-70, G-1=-70, J -O=-20 Concentrated Loads (lb) r Vert: G= -378(F) K= -329(F) W= -237(F) X= -287(F) Y= -39(F) Z=41 (F) AA= -445(F) AB= -488(F) AC= -674(F) '. s , r e ' BUTTE CCUN I Y' BUILDING DIViS101%t APPRO"El", . f �JDoAbvR'seference (optional) ®WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED KTEK REFERENCE PAGE A867473 rev. 10/0.912015 BEFORE USE - Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall _ building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing 1512-088 E01 Roof Special Girder 1 2 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply 846576507 SYSTEMS PLUS LUMBER CO, ANDERSON. CA 7.640 s Sep 29 2015 MRek Industries, Inc. Tue Feb 16 13:50:44 2016 Page 2 ID:?yBin7jN6?nlOj8kQK3daEzySFs-a2sMCJCG2ZSYOgRd6sxj997bfMo2ugMDk CNxszkWT9 NOTES- (17) 13) Use USP JUS24 (With 1 Od nails into Girder & 10d nails into Truss) or equivalent spaced at 6-0-0 oc max. starting at 2-0-12 from the left end to 16-0-12 to connect truss(es) to , front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-1 Od (0.148" x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTeWs ST -TOENAIL Detail. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated_ load(s) 554 Ib down and 451 Ib up at 15-11-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-70, C -D=70, C -G=70, G -H=-70, G-1=-70, J -O=-20 Concentrated Loads (lb) r Vert: G= -378(F) K= -329(F) W= -237(F) X= -287(F) Y= -39(F) Z=41 (F) AA= -445(F) AB= -488(F) AC= -674(F) '. s , r e ' BUTTE CCUN I Y' BUILDING DIViS101%t APPRO"El", . f �JDoAbvR'seference (optional) ®WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED KTEK REFERENCE PAGE A867473 rev. 10/0.912015 BEFORE USE Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply DAVIS TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 846578508 1512-088 E02 Roof Special 1 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 ' Vert(TL) -0.07 H-1 >999 180 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 640a Sep 292015 MRek Industries, Inc. Tue Feb 16 13:50:45 2016 Page 1 ID:7y8in7jN67nlOj8kQK3daEzySFs-2FPkPfDvptaPd OpgaSyiMgjQm9WdJZNzeywTJzkWTB 3• 0 1.10 1110 '3-9-5 0.4-12 3-0-11 10-1 2Y' Special 5x8 \\ F 5x8 zz� 5.00 112 3x5 = 2x4 I I 3x4 = 4x8 = 2.4 I I i 3.9-107515 11.11-0 17-6.0 3-9-10 44.1 5-7-0 Scale = 1:45.0 LOADING (psf) All WARNING - Vedry design parameter: and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ill ray. 10/03/1015 BEFORE USE Design valid for use only with Ml connectors. This design is based only upon parameters shown and is for an individual building component, not TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.02 H-1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.07 H-1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 H n/a n/a Code IBC2012/TP12007 (Matrix -M) Weight: 124 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=908/0-5-8, H=878/0-5-8 Max Horz B=-161(LC 46) Max UpliftB=156(LC 10), H=-199(LC 11) . Max Grav B=1368(LC 29), H=1240(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1591/193, C -O=-1211/203, D -O=-1059/229, D -P=-7921214, P -Q=-789/214, Q -R=-7871215, R -S=-787/215, E -S=-776/206, E -T=852/209, G -T=-9291187, G -H=-1189/225 BOT CHORD B -K=-180/1113, J -K=-180/1113, J -U=-150/837, 1-U=-150/837 WEBS C -J=-390/151, D -J=-53/383, E -I=-418/240, G-1=-1781975 NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=156, H=199. 10) "Semi-rigid pitchbreaks with ftxed'heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 317 Ib down and 552 Ib up at 10-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVIUif)'Ki Q�OFESS/0&4! ,\ONIO C r° C 76428 / -7 rn IY 0 * EXP. 31/2016 VIS OF c 412 9r1oiC All WARNING - Vedry design parameter: and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ill ray. 10/03/1015 BEFORE USE Design valid for use only with Ml connectors. This design is based only upon parameters shown and is for an individual building component, not ��- a truss system. Before use. the building designer must verify the opplicabiliy of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiT®k• always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DAVIS a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall 846578508 1512-088 E02 Root Special- 1 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 27.914. _ Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -E=-70, E-17=40, E -G=-70, H -L=-20 Concentrated Loads (lb) Vert: S= -93(F) r.oau s bep ze zul o mn ex mausmes, ate. I ue tBD 1a 1 J:DU:4b ZUIb rage z 1 D:?y8in7j N6?n I Oj8kQ K3daEzyS Fs -W Rz6d? EXaB iG F8b?E Hz B FaCu99V IM m p WC I h U?Izk W r7 BUTTE COUNTY BUILDING DIVISION APEDD ® WARNING - Verfly design pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1191.7477 rev. 101WI2015 BEFORE USE. R Design valid for use only with MfTek® connectors. This design is based only upon parameters shown. and 8 for an individual building component not ( a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 27.914. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DAVIS a truss system. Before me. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall TOLL 20.0 SPACING- 2-0-0 846576509 1512-088 E03 Roof Special 4 1 Vert(LL) -0.12 F -G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.35 F -G >599 180 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:46 2016 Page 1 ID:7yBin7jN6?nlOj8kQK3daEzySFs-WRz6d?EXaBiGFBb?EHzBFaCsn9SEMp5WC IhU?IzkWr7 x1..0, 47-15 8-15 -8-0 1-0-0o 4:7 15 a11 --4-o a• 176-1 �F 7x8 5.00 t,]2 3x4 = 2x4 II 3x8 = 3x4 II Scale = 1:51.8 i 47-15 8-11-15 17-6-0 a-7-15 4.d-0 8.8.1 Plate Offsets (X,Y)-- [B:0 -1-11,0-1-81,[D:0-4-14,0-3-8] Design valld for use only with Mffek® connectors. This design is based only upon parameters shown, and B for on individual building component, not LOADING (psf) a truss system. Before me. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP (Roof Snow 20.0) Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.12 F -G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.35 F -G >599 180 Citrus Hel lits CA 95610 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 F n/a fila BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 112 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr G end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer f Installation guide. REACTIONS. (Ib/size) B=853/0-5-8, F=779/0-5-8 Max Horz B---195(LC 8) Max UpliftB=-75(LC 10), F=-76(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD - 7D -L=-534/111, D -M=-494/124, E -M=-6071104, E -F=-7011120 UTTECOUV, BUTTE BOTCHORD B-H=108/7115G-H108f71 C WEBS C -G=3071173, D -G=-11/278, E -G=-27/502 BUILDINGDIVISION )7-10; Wind ASCE Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS A P Y \7 D (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, F. �OFESS/QNq Q �� ONTO 9) "Semi-rigid with fixed heels" Member end fixity in the design this truss.c�,P �j( C� pitchbreaks model was used analysis and of 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CV O� Q C 76428 z Cr 0 EXP. 12/31/2016 ^� * C V 11. OF cm -k February 16,2016 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE 11967473 rev. 10MM0,15 BEFORE USE. • Design valld for use only with Mffek® connectors. This design is based only upon parameters shown, and B for on individual building component, not a truss system. Before me. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel lits CA 95610 Job i ' ` j Truss '- .,+ Truss Type t ♦ �� Qty Ply r 846576510 �Job`fseference 1512-088 .• + E04D,' ROOF SPECIAL GIRDER 1 MiTek' , (optional) ora I CMa Y ;u. I-- Vv, •, wvucrravrv, VH , � •� � r.a9U s ae 2e ZUI G MI I BK IGGUSIne S, InC. I U0 h8G la 13:Go:4a 4Gle ra e r •' ID:?y8in7jN6?nlOjBkQK daEzySFs-Sg5s1hFn5oy_USIOLi?fK?HBKz6lgYupfcA dzkWf5 • ' ^r1 -0-0i` 4-7.15 8-11-15 ':13-1-3 17.8.0 ' y _ 4 •'.'� i1-0-0 4-7-15 4-4-0 _ .4.1-5 . 4-4-13 .. , a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - - ` 8x8 Scale = 1:51.9 MiTek' • ... 1 ` . ' O 3x4 - i .E I- c Citrus Hei Ms CA 95610 • 10.00 12 =.� 3x5 •�, - 8x8 ^ F � fit. r • C. •' ,t " I d -5 U - , P Q R S, T - J• 1 H . V G r l _ •' JUS26 — JUS26 - 3x10 MT20HS I I - ' 4x6= . 2x411 7x8 =, 7x8 — 'r THD26.2 HUS26 HUS26 JUS26 THD28.2 8.11-15 13-1-3- " 4 -7.15 - Plate Offsets (X,Y)— [B:0-6-0,0-1-61, [D:0-4-10,0-3-01, [H:0-3-8,0-4-81, [L0-4-0,0-4-8] LOADING (psf) ' < < TCLL 20.0 ' 1 SPACING- ' 2-0-0 _ CSI.. DEFL. in (loc) I/defl� Ud' PLATES GRIP (Roof Snow=20.0)' Plate Grip DOL 1.15 TC • 0.68 Vert(LL) -0.04 I -J >999 ' 240 MT20 220/195 ;• , TCLL 15.0 Lumber DOL ' 1.15 BC 0.47 Vert(TL) -0.13 I -J >999 180 MT20HS ,165/146 r BCLL '0.0 Rep Stress Incr NO WB 0.91 HOrz(TL) ' 0.03 G n/a n/a r , BCQL 100 Code IBC2012ITP12007 (Matrix -M) F Weight: 273 Ib • FT = 20% LUMBER- -� BRACING- ' TOP CHORD 2x6 DF SS G l _ TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SSG i end verticals. . " WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: , ' 6-0-0 oc bracing: G -H. ,• .REACTIONS. (Ib/size) B=3454/0-5-8, G=6297/0-5-8 r Max Horz B=-194(LC 8)- '[ r Max UpliftB=-1481(LC 38), G=-1263(LC 41) r Max Grav B=3985(LC 25), G=6420(LC 24) ' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD - B -C=-5777/2121, C -N=-4482/1444, D -N=-4218/1206, D -O=-3276/828, E-0=-3296/720, a E -F=-3484/869; F -G=-4512/1117 "1 BUTTE COUNTY , BOT CHORD. B -J=-1639/4322, J -P=-1225/4012, P -Q=-1120/3901, I -Q=-890/3729, i -R=-853/3197, ` R -S=-644/3040, S -T=-643/3040, H -T=-470/2989, H -U=-480/459, U -V=-296/276 BG I Li'3I �J G DIVISION ' _WEBS C -J=-212/965, C -I=-878/353, D -I=-830/3509, E -I=-517/385, E -H=-476/603, 1 t { F H= 1068/4338 . ® ®/� ' P P E D • 1.. M 6�'. NOTES- (18) ! '^ , r - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 Do. \ Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 GC. ?_ ! - Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply ' R connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ' 3) Wind: ASCE 7-10; Vint=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS OF ESSiO/v (envelope) gable end zone; cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Q� �( 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been for f �O O N I O C� considered this design. ' P�� 6) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs , Z� �-7 2m non -concurrent with other live loads. '• C C 76428 7) All plates are MT20 plates unless otherwise indicated. i .I Z 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will EXP. 12/31/2016 nl fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) A plate rating reduction of 20% has been applied for the green lumber members. ' ,11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) B=1481, G=1263. ' CIVIL �P �9rFOF -12) This truss has been designed for a+total drag load of 1750 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag CAL\F�� ' loads along bottom chord from 0-0-0 to 17-6-0 for 100.0 ptf. - - - 1 A 3) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. r-nntin—el nnu, 7 , • ® WARNING - V ft design parameters and READ NOTES ON THIS AND INCLUDED NPrEN REFERENCE PAGE WI -7473 nnv. 1a/=018 BEFORE USE Design valid for use any with NATekO connectors. This design is based only upon parameters shown, ands for an individual building component not - �• a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ` r building design. Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII QuGlity CrRedo, DSB-89 and SCSI Building Component ' 7777 Greenback Lane , Safety Information avaitobte from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Suite 109 ` Citrus Hei Ms CA 95610 Job Truss - Truss Type Qly .Ply DAVIS • - r 848578510 1512-088 E04D ROOF SPECIAL GIRDER 1 2 Job Reference (optional) Suite 109 t Citrus Hel hts CA 95610 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 10 13:50:48 2016 Page 2 ID:7y8in7jN67nlOj8kQK3daEzySFs-Sg5s1 hFn5oy_USIOLi9fK9HBKz6lgYupfcAb4dzkWT5 NOTES- (18) 14) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 10-9-7 oc max. starting at 6-1-9 from the left end to 16-11-0 to connect truss(es) to back face of bottom chord. 15) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the left end to 10-0-12 to connect truss(es) to back face of bottom chord. 16) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-11-4 from the left end to 14-11-4 to connect truss(es) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -F=-70, G -K=-20 - Concentrated Loads (lb) Vert: H= -946(B) P= -1315(B) Q= -1001(B) R= -1059(B) S= -946(B) U= -946(B) V=-1906(8) _ BUTTE OOUN i Y - BUILDING DIVISION APPr"VD Job Truss - Truss Type Qly .Ply DAVIS • - r 848578510 1512-088 E04D ROOF SPECIAL GIRDER 1 2 Job Reference (optional) ®WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/07/2016 BEFORE USE. Design valid for use only with MneW connectors. This design is based only upon parameters shown, and h for an individual building component. not ( [��• . a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI jPI1 Quality Criteda, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 t Citrus Hel hts CA 95610 r r ora 1 CMJ 1'LUO LUMCCK UU, AKUCK,UN, kA \ + - 1.640 5 Sepp Z9 Z01 S MI I eK Inauslnes, Inc. Tub Fel) 16 13:50:4112016 P810 1 1 s , r ID:?yBin7jN6?nlOjBkoK3daEzySFs-wOfFFOGPs64r6cKevPWusCgV6NTFZ?hyuGwc4zkWT4 3.4-15 6-8-0 9-7-1 13.0.0 140.0 • ' � 3-4-15 3_•1.1 3-1-1 ' , - 3-4-15 ' 1 ' l .. • 1 • • , ,. r 5x6 I I { j - . Scale = 1:39.0 P C` .. r { r . 10.00 f12 - ., ! 1 � , 1 w. .• ' , . }'.3x8 ii .. \ , 1 a 1 , s - 3xB _ - , - B D- = W t: E + njjI . I U 1111 x � a- P .I 'Q _ . R H -S G • - ` r - - 4x8 HUS26 = - 3x10!11 � � 7x8 = HUS26, .3x10 II 4x8 HUS26 HUS26 1 ' * 3-4-15 , 6•B-0 '9-7-1 13.0-0 a Plate Offsets (X,Y)— [A:0-8-0,0-1-10),[E:D-8-0,0-1-101 [H:0-4-0,0-4-81 - - LOADING (psi) - SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP •1, TCLL 20.0 ' plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.02 H -I >999 240 ` MT20' 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC , 0.39 Vert(TL) -0.08 H-1 >999 180 TCDL 15.0 t" Rep Stress Incr NO ' „WB 0.93 } Horz(TL) 0.02 E n/a n/a BCLL 0.0 ' Code IBC2012lrP12007 "(Matrix -M) Weight, 184 lb FT = 20% . 0 " LUMBER- BRACING- ' ? TOP CHORD 2x6 DF SSG - TOP CHORD Structural wood sheathing directly applied or 60-0 oc purlins. BOT CHORD 2x6 OF SS G ` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • WEBS 2x4 OF Stud/Std G r o. REACTIONS. (Ib/size) 43691/0-5-8, E=2635/0-5-8 Max Horz A=-143(LC 26) Max GravA=4327(LC 21), E=3093(LC 20) r FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-5506/0, B -C=-3681/0, C -D=-3672/0, D -E=-4369/0 ' BOT CHORD A -P=0/4189, 1-P=0/4122, I -Q=0/4064, Q -R=0/4036, H -R=0/3951, H -S=0/3045, G -S=0/3097, ,• 1 F E -G=0/3236 i -WEBS C -H=0/4074, D -H=-416!72, D -G=0/617, B -H=-1712/0, B-1=0/2182. t .. NOTES- (13) BUTTE C®U�9TY 1) 2 -ply truss to be connected together with 1Od (0.131"x3") nails as follows: BUILDING ' G DIVISION Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.pF�,��, as as Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-60 oc. A A P R p Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. ¢n 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply 1 ; t' connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. • ' 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS F (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 " 4) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category Il; Exp C; Partially Exp.; C1= 1 5) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs Q�OFESS/O/V4 3 ` non -concurrent with other live loads. , 6) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. �� ON IO y F2 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 1-M wide will =Gj �Q fit between the bottom chord and any other members. 'p 2 8) A plate rating reduction of 20% has been applied for the green lumber members. �' 1J 9) This truss has been designed for a total drag load of 750 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag U C 76428 z • loads along bottom chord from D-0-0 to 13-0-0 for 57.7 plf. (If D 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. EXP. 12/31/2016 nl 11) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left and to 60-12 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. r J CIVIL �P 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , LOADCASE(S) Standard ., + �rFoFCA1\�0�� .. -• v Ceb.r..nn. •IC 7A•IC Job Truss Truss Type Qty Ply - DAVIS ' - 1512-OBB i "' ''•' FO1D•I " COMMON GIRDER 1. -• R46576511 Job Reference (optional) ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED IiO/EK REFERENCE PAGE M191.7473 rev. 10/07/2016 BEFORE USE. • Design valid for use only with M7ek® connectors. This design is based only upon parameters shown. and Is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - - - , R ' a r, MIT®K• , - 7777 Greenback Lane Suite 109 ' Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DAMS building design. Bracing Indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Qualfly Criteria, DSB-89 and BCSI Building Component 846578511 1512-066 F01D COMMON GIRDER 1 2 Job Reference O tional SYSTEMS PLUS LUMBER CO,. ANDERSON, CA 7.140 s Sepp 29 2015 MRek Industries, Inc. Tue Feb 16 13:50:49 2016 Pagge 2 ID:?y8in7jN6?nlOj8kQK3daEzySFs-wOfFFOGPs64r6cKavP WusCgV6NTFZ?hyuGw8c4zkwr4 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-70, C -F=-70, J -M=-20 - Concentrated Loads (lb) Vert: P= -1272(F) 0=-1272(F) R= -1272(F) S= -1272(F) • t A 1 Job Truss Truss Type Qty Ply DAMS building design. Bracing Indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Qualfly Criteria, DSB-89 and BCSI Building Component 846578511 1512-066 F01D COMMON GIRDER 1 2 Job Reference O tional t BUTTE COUNTY BUILDING DIVISION PPRO%'ED I ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED 11gf EK REFERENCE PAGE 1191.7473 rev. 1W=016 BEFORE USE. Design valid for use only with Mgek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall• building design. Bracing Indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing • WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Qualfly Criteria, DSB-89 and BCSI Building Component i t BUTTE COUNTY BUILDING DIVISION PPRO%'ED I ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED 11gf EK REFERENCE PAGE 1191.7473 rev. 1W=016 BEFORE USE. Design valid for use only with Mgek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall• building design. Bracing Indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Qualfly Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22_314. Suite 109 ` Citrus Hel hta CA 95610 Job Truss Truss Type Qty PLATES GRIP MT20 220/195 Weight: 83 Ib FT = 20% DAVIS a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 DF No. 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing 11cly� 848578512 1512-088 - F02 Common 3 1 Max UpliftB=-62(LC 8), F=-62(LC 9) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. Citrus Heights, CA 95810 TOP CHORD B -C=-704/70, C -D=-624/129, D -E=-624/130, E -F=-704/70, Job Reference (optional) Syb I tMS PLUb LUM6tK UU, ANUtKSUN, QA 1.640 s Sep 29 2015 MITeK Inaustries, Inc. TUB Feb 15 13:50:50 2016 Paga 1 I D:?y8in7jN67nlDj8kQK3daEzySFs-OCDdSMH 1 dPCiklvmT717PQ NhuntrIB66wfh9WzkWr3 ' I -1-0.0 I 3-4158.8.0 9-7-1 13-0.0 14-0.0 1-0.0 3-415 3-1-1 3.1.1 3.415 1-0.0 5x6 = D 3x4 = vim' Vim' - 3x4 = I� a Scale = 1:39.5 LOADING (psf) TOLL 20.0 (Roof Snow=20.0) TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.03 BC 0.11 WB 0.11 (Matrix -M) DEFL. in (loc) Wei L/d Vert(LL) -0.01 H-1 >999 240 Vert(TL) -0.03 H-1 >999 • 180 Horz(TL) 0.01 F n/a n/a PLATES GRIP MT20 220/195 Weight: 83 Ib FT = 20% LUMBER- BRACING - a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 DF No. 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Is always required for stability and to prevent collapse With possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCS] Building Component REACTIONS. (Ib/size) 8=655/0-5-8, F=655/0-5-8 ti 7777 Greenback Lane Max Horz B=-149(LC 6) Max UpliftB=-62(LC 8), F=-62(LC 9) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. Citrus Heights, CA 95810 TOP CHORD B -C=-704/70, C -D=-624/129, D -E=-624/130, E -F=-704/70, BOT CHORD B -I=-58/547, I -P=0/376, P -Q=0/376, H -Q=0/376, F -H=0/487 WEBS D -H=-89/300, D -I=-89/299 NOTES- (9) BUTTE L COUV0 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS 0., 1 (envelope) gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 t BUILDING DIVISION 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs �g non -concurrent with other live loads. P"` APRO 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, F. ESSIO/v 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �O 1 4.F1 eP�(�N IQ 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. yF J C 76428 '7 M � Z 70o * EXP. 12/3112 6 rr T�TFOF CAC\F��\P February 16,2016 ® WARNING - Verrty design parameters and READ NOTES ON THIS AND INCLUDED NPrEK REFERENCE PAGE 111111.7473 rev. IOIOWO15 BEFORE USE. • Design valid for use only with M?ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� Is always required for stability and to prevent collapse With possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite log Citrus Heights, CA 95810 Job Truss Truss Type Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and Is for on Individual building component, not DAVIS a TOLL 20.0 SPACING- 2-0-0 JQty �Ply1 848578513 1512-088 F03 Common Supported Gable 1 1 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 L n/r 120 BCLL 0.0 ' Job Reference (optional) 5Y51 EMS PLU5 LUMBER GO, ANDERSON, GA 7.540 5 Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:51 2016 Peggg 1 ID:?y8in7jN6?nlOj8kQK3daEzySFs-tPn?giHgOjKZLvUzl gZMydvsfAE U 172FLePFhyzkWr2 , 6.8-0 13.0-0 , 14-0.0 1.0.0 6-8.0 - 880 1-0.0 I 5x6 = , G 13-0.0 Id v Scale = 1:37.9 Plate Offsets (X,Y)- [B:0-2-1.0-1-81 [L:0-2-1.0-1-81 LOADING (psf) Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) plate Grip DOL 1.15 TC 0.03 Vert(LL) 0.00 L n/r 120 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 L n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 L n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 96 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-0-0. (lb) - Max Horz 8=-149(LC 6) „ Max Uplift All uplift 100 Ib or less at joint(s) B, L, N, O,,P, Q. V, U. T. S ' 1 Max Grav All reactions 250 Ib or less at joint(s) B, L, R, N, 0, P, Q, V, U, T, S FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS BUTTE COUNTY (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 [L�3 p ` 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry � U I �- DI V G DIVI S f ON Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1.p, t 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 /�-YA � 4) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs UVED non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will �,pV ESS /O/V fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. Q ON to F4-1 11) Provide mechanical connection truss to bearing 100 lb B, L, N, P, �� i h, Q F,p (by others) of plate capable of withstanding uplift at joint(s) 0, Q, V, ,� 2 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. J C 76428 Z M 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Cr EX,, 12/31/2016 * • u J. ,9rFOF February 16,2016 . ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE MI.7073 rev. taM7l2015 BEFORE USE R Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ■ " building design. Bracing Indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality CrIteda, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply D TCLL 20.0 " CSI. DEFL. in (loc) I/deft Ud 846576514 �Jo``s 1512-088 Got - California Girder 1 K >999 240 b Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mfrek Industries, Inc. Tue Feb 16 13:50:52 2016 Page 1 ID:7y8in7jN6?nlOj8kQK3daEzySFs-LbKNt21I91 SQz339aY4bUgS1 SaZVmZ3PeEBoDPzkWrl r 27 2-11-0.0 3 7 44 Iu� Special Special 5x8 \\ 5x6 = 3x4 = — - I oar — oxo — car i - 3x4 = NAILED NAILED JUS24 2-11-3 5-8-15 7-9-1 10.4-13 13-4-0 I� d Scale= 1:35.1 LOADING (psf) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 1197EK REFERENCE PAGE 11947473 rev. 10/09/2016 BEFORE USE* . Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for on Individual building component, not TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.03 Vert(LL) 0.01 K >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.02 K -L >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 G n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix -M) Weight: 210 Ib FT = 20% LUMBER- , BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 8=1397/0-5-8, G=1392/0-5-8 Max Horz 13=134(LC 7) Max Uplift B=-409(LC 8), G=-401(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1725/553, C -D=-1338/493, D -S=-1018/412, E -S=-993/398, E -F=-1334/485, F -G=-1706/537 BOT CHORD B -T=-421/1277, L -T=-421/1277, L -U=-421/1277, K -U=-421/1277, K -V=-317/1050, V -W=-317/1050, J -W=-317/1050, J -X=-349/1256, 14=349/1256, 1-Y=-349/1256, G -Y=-349!1256 WEBS C -L=-99/361, C -K=-311/139, D -K=-104/398, E -J=-173/569, F -J=-344.1158, F -I=-95/334 NOTES- (16) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vint=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDI =6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; C= 1 5) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) B=409, G=401. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP JUS24 (With 1 O nails into Girder & 10d nails into Truss) or equivalent spaced at 5-2-8 oc max. starting at 2-0-12 from the left end to 11-3-4 to conned truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. BUTTE COUNTY BUILDING DIVISION Arl"PR"VED oQ�pFESS/pN44 ON10 y Fac/ C 76428 / -7 v * EXP: 12/31/2016 T'9T C 10- FOF,cm- Fahruary 1R 9n1R ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 1197EK REFERENCE PAGE 11947473 rev. 10/09/2016 BEFORE USE* . Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for on Individual building component, not a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ii■ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPil Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Jab Truss Truss Type Qty Ply DAMS ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall { 848578514 1512-OBB GO1 California Girder 1 r 2 Job Reference (optional) Suite 109 Citrus Hei hla CA 95610 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:52 2016 Page 2 ID:?y8in7jN6?nlOj8kQK3daEzySFs-LbKNt21191 SQz339aY4bUgS1 SeZVmZ3PaE8oDPzkWT1 NOTES- (16) 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 Ib down and 195 Ib up at 5-8-11, and 239 Ib down and 195 Ib up at 7-4-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard ' 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -E=-70, E -H=-70, M -P=-20 Concentrated Loads (lb) Vert: D= -160(B) S=-160(6) T=-237(8) U= -287(B) V= -39(B) W= -39(B) X= -287(B) Y= -237(B) i r ' A Jab Truss Truss Type Qty Ply DAMS ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall { 848578514 1512-OBB GO1 California Girder 1 r 2 Job Reference (optional) BUTTE COUNTY BUILDING DIVISION ' p �� ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7477 rev. 10/022016 BEFORE USE. t • Design valid for use only with MR&D connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall { building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing BUTTE COUNTY BUILDING DIVISION ' p �� ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7477 rev. 10/022016 BEFORE USE. • �* Design valid for use only with MR&D connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall i•� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria. DSE-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 31 Z Alexandria. VA 22314. Suite 109 Citrus Hei hla CA 95610 Job Truss Truss Type Qty Ply DAMS • ID:7y8in7jN67n10j8kQK3daEzySFs-LbKNt2l l91 SQz339aY4bUgS 1 NaZEmZAPaE86DPzkWT1 .--+-1.0.0 � 9-6 13-4.0 .. 4.8-10 + r s. !T91" - R46576515 1512.088 G02 Common '• 1 1 t ', _ s f,• '. `_ } µ 1 : N Job Reference o tional + 5751 tMs NLU5 LUMtltK UU, ANUtKSUN, UA r - ._ • 7.540 s Sapp 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:52 2016 Page 1 \ # .. 3x4= 3x4 • _ 13X4 = ..� . �s . 3x4 • ID:7y8in7jN67n10j8kQK3daEzySFs-LbKNt2l l91 SQz339aY4bUgS 1 NaZEmZAPaE86DPzkWT1 .--+-1.0.0 � 9-6 13-4.0 .. 4.8-10 + r s. !T91" 3-515 6-8-0, 9.10.1 134-0 144-0 _ 1-0-0 -� 3-2.1. y 3-515 3-2-1. - 3-5-15 1-0-0 t ', _ s f,• '. `_ } µ 1 : N 5x8,= •i•,. - a Scale 1:39.8 PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC , 0.03. Vert(LL)' -0.01 H -I . >999 240 MT20 220/195 .. '+ 11 p BC 0.12 Vert(TL) - -0.03. H -I >999 180 " BCLL ' Rep Stress Incr YES WB 0.12 HOrz(TL) 0.01 F n/a 1 n/a r• o•o Code (Matrix -M) . Weight: 85 Ib - FT = 20%BCDL IBC20121TP12007 • i, 'w - - - ' - t ,f10.00 BOT CHORD 2x4 DF No. 18Btr G ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12 - ..i t t i be installed during truss'erection, in accordance with Stabilizer [Installation 2.4 \\ ' 2x4 } 4 C ' E " ( .. Max Uplift B=-63(LC 8), F=-63(LC 9) « ' ti FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-724/72, C -D=-642/133, D -E=-642/133, E -F=-724/72 ' .. BOT CHORD B -I=-60/565, I -P=0/387, P -Q=0/387, H -Q=0/387, F -H=0/502 " + WEBS D -H=-92/311, D -I=-92/310 ' NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS - (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 r .•S .:.. BUTTE COUNTY B r`vi •• n ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED M"EK REFERENCE PAGE MP7473 rev. laW/2015 BEFORE USE. Design valid for use only with MReM connectors. This design is based only upon parameters shown, and is for an individual building component, not . �• # .. 3x4= 3x4 • _ 13X4 = ..� . �s . 3x4 e - f • .�'► ' • r building design. Bracing Indicated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,• •� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component - Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - - � 9-6 13-4.0 .. 4.8-10 + r s. !T91" ,. •r 1 4- •1 446-10 - _ - ? Plate Offsets (X,Y)— [8:0-2-1,0-1-81,[F:0-2-1,0-1-8] LOADING (psf) TCLL 20.0 SPACING- 2-0-0 1 CSI' . DEFL. in (loc)' I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC , 0.03. Vert(LL)' -0.01 H -I . >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.12 Vert(TL) - -0.03. H -I >999 180 " BCLL ' Rep Stress Incr YES WB 0.12 HOrz(TL) 0.01 F n/a 1 n/a r• o•o Code (Matrix -M) . Weight: 85 Ib - FT = 20%BCDL IBC20121TP12007 I : dLUMBER - r " - BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 18Btr G ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing i be installed during truss'erection, in accordance with Stabilizer [Installation _ guide. ' REACTIONS. (Ib/size) B=670/0-5-8, F=670/0-5-8 ' Max Horz B=-153(LC 6) .. Max Uplift B=-63(LC 8), F=-63(LC 9) « ' ti FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-724/72, C -D=-642/133, D -E=-642/133, E -F=-724/72 ' .. BOT CHORD B -I=-60/565, I -P=0/387, P -Q=0/387, H -Q=0/387, F -H=0/502 " + WEBS D -H=-92/311, D -I=-92/310 ' NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS - (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=, BUTTE COUNTY This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs ' �t, non -concurrent with other live loads. .� BUILDING DIVISION 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0=0 wide will ,ni �/�y: fit between the bottom chord and any other members, with BCDL = 10.Opsf. " '+P ,R p,,..;' 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, F. - ,, ()F ESSIQN 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.'. , -• 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. • 's •- .3 �� `(ON10 y� , . ,- . 4 - f, ,�, •s 1.. . 76428 7 Qf _ ; a EXP: 12/31 /2016 m • . .. « .. C V1\_ I TFOFCA1-� F •.4 �. r . *. r r` February 16,2016 ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED M"EK REFERENCE PAGE MP7473 rev. laW/2015 BEFORE USE. Design valid for use only with MReM connectors. This design is based only upon parameters shown, and is for an individual building component, not . �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,• •� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component - Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - - M[Tek• . 7777 Greenback Lane Suite 109 + Citrus Heights, CA 95610 , SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:53 2016 Page 1 ID:?y8in7jN67n10jBkQK3daEzySFs-pnul5OJwwKeHbDdL6Fbq 12?Ck_tfVUJYpuuLlrzkWiO -1-0-0�9-o s -to -1 13-4-0 1-0.0 3•s -'l5 3-z-1 5x6 = F n d Scale = 1:39.8 3x8 = Truss Type Qty Ply DAVIS rob�__ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing THOH26-2 HUS26 HUS26 ' 848576518 88.0 JTruss G03 COMMON GIRDER 1 f 3 o lional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:53 2016 Page 1 ID:?y8in7jN67n10jBkQK3daEzySFs-pnul5OJwwKeHbDdL6Fbq 12?Ck_tfVUJYpuuLlrzkWiO -1-0-0�9-o s -to -1 13-4-0 1-0.0 3•s -'l5 3-z-1 5x6 = F n d Scale = 1:39.8 ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED FOR REACTIONS. (Ib/size) F=4020/0-5-8, B=2928/0-5-8 LOADS SHOWN IN NOTES. ALL NAIL HOLES MUST BE FILLED AS Max Horz B=146(LC 23) PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A Max UpliftF=-198(LC 9), 8=-702(LC 8) MINIMUM OF 10d (.148" X 3") NAILS OR AS REQUIRED BY THE HANGER Max Grav F=4058(LC 2), 8=2928(LC 1) MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4109/1044, CD= -37301971. D -E=-3741/971, E -F=-4873/584 BOT CHORD B-1=-795/3033, I -P=795/3033, H -P=-795/3033, H -Q=-376/3688, G -Q=-376/3688, G -R= -376/3688,F -R=-376/3688 WEBS D -H=-1126/4330, E -H=-1259/0, E -G=0/1554, C -I=-137/345 NOTES- (16) 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member E -G 2x4 - 2 rows staggered at 0-5-0 oc, member C-1 2x4 - 2 rows staggered at 0-5-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 6) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except @=1b) F=198, B=702. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP THDH26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 6-1-9 from the left end to connect truss(es) to front face of bottom chord. 13) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 8-0-12 from the left end to connect truss(es) to front face of bottom chord. QcpFESS/o =��O ONIO C 76428 z * EXP. 12/31/2016 ^� IV OFC \F Fahrnary 1R 91118 3x8 = 3x10 II 8x8 =. JubZ0 3x10 II 3x8 = a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall i.�■ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing THOH26-2 HUS26 HUS26 ' 3-5-15 88.0 9-10-1 13-4.0 35.15 Plate Offsets (X,Y)—[B:0-8-0,0-2-6],[F:0-8-0,0-2-61,[H:0-4-0,0-4-4] 3-2.1 32-1 15 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.02 H-1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.06 H-1 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.64 Horz(TL) 0.02 F n/a n/a DL 10-0 Code IBC2012lrP12007 (Matrix -M) Weight: 283 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED FOR REACTIONS. (Ib/size) F=4020/0-5-8, B=2928/0-5-8 LOADS SHOWN IN NOTES. ALL NAIL HOLES MUST BE FILLED AS Max Horz B=146(LC 23) PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A Max UpliftF=-198(LC 9), 8=-702(LC 8) MINIMUM OF 10d (.148" X 3") NAILS OR AS REQUIRED BY THE HANGER Max Grav F=4058(LC 2), 8=2928(LC 1) MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4109/1044, CD= -37301971. D -E=-3741/971, E -F=-4873/584 BOT CHORD B-1=-795/3033, I -P=795/3033, H -P=-795/3033, H -Q=-376/3688, G -Q=-376/3688, G -R= -376/3688,F -R=-376/3688 WEBS D -H=-1126/4330, E -H=-1259/0, E -G=0/1554, C -I=-137/345 NOTES- (16) 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member E -G 2x4 - 2 rows staggered at 0-5-0 oc, member C-1 2x4 - 2 rows staggered at 0-5-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 6) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except @=1b) F=198, B=702. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP THDH26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 6-1-9 from the left end to connect truss(es) to front face of bottom chord. 13) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 8-0-12 from the left end to connect truss(es) to front face of bottom chord. QcpFESS/o =��O ONIO C 76428 z * EXP. 12/31/2016 ^� IV OFC \F Fahrnary 1R 91118 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. raA13y2016 BEFORE USE. �* Design valid for use only with M9ek® connectors. This design is based only upon parameters shcwn, and is for on IndMduaI building component, not e�• " a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall i.�■ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informa8on available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hef Ms CA 95610 Job Truss Truss Type Qty Ply FDA O 848576516 1512.088 G03. - COMMON GIRDER 1 3ference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:53 2016 Page 2 ID:9yBin7jN6?nlOj8kQK3daEzySFs-pnul5OJwwKaHbDdL8Fbg12?Ck tfVuJYpuuL(rzkWTO NOTES- (16) 14) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent -spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 12-0-12 to connect truss(es) to front face of bottom chord. ' 15) Fill all nail holes where hanger is in contact with lumber. 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -F=-70, J -M=-20 Concentrated Loads (lb) Vert: G= -952(F) P= -2926(F) Q= -847(F) R= -952(F) r 1 / r r w ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1191-7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not q • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing , Welk' always requved for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Helflhts, CA 95610 Job Truss Truss Type Qty Ply DAVIS SPACING- 2-0-0 TOLL 20.0 CSI. DEFL. in (loc) I/deft Ud - Plate Grip DOL 1.15 (Roof Snow=20.0) R46576517 1512-088, - Hot DIAGONAL HIP GIRDER 2 1 Rep Stress Incr NO BCLL 0.0 ' WB 0.00 Horz(TL) -0.01 G n/a n/a Citrus Heights, CA 95610 Code IBC20121TPI2007 0 BCDL 10.LUMBER- Job Reference (optional) a, al crvla two Lu.- I., iVVUCROVrv, Vh t.D4u s sep za zulb MI I eK Inausxnes, Ine. IUe reD l0 13:bu:b4 zula Page 1 I D:?yBin7jN6?nlOj8kQK3daEzySFs-H_S8lkKYhej8CNCYiy63ZFXMcOFfETWhl Xdvl HzkWr? J1-1--11 1 16-9.6 1-5-12 2-9.3 - 14.0.3 Scale = 1:59.2 7.07 F12 H 3x4 = L 2i Plate Offsets (X,Y)- [B:Edge,0-1-81 rcUlually Iu,LV lu LOADING (psn *�� Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an individual building component not SPACING- 2-0-0 TOLL 20.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Plate Grip DOL 1.15 (Roof Snow=20.0) TC *0.11 Vert(LL) 0.01 I -L >999 240 MT_20 220/195 Lumber DOL 1.15 TCDL 15.0 BC 0.12 Vert(TL) -0.01 I -L >999 180 Rep Stress Incr NO BCLL 0.0 ' WB 0.00 Horz(TL) -0.01 G n/a n/a Citrus Heights, CA 95610 Code IBC20121TPI2007 0 BCDL 10.LUMBER- (Matrix -M) Weight: 49 Ib FT = 20% BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except (jt=length) 8=0-7-6, 1=Mechanical, D=0-4-5. (lb) - Max Horz B=394(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) I, D except C=-217(LC 8), F=-167(LC 8), G=-136(LC 8) " Max Grav All reactions 250 Ib or less at joint(s) I, D, G except B=291(LC 1), C=297(LC 30), F=257(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. " TOP CHORD B -M=-376/127, C -M=.349/145, C -D=-251/103 NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.9 psi or 2.00 times flat roof load of 20.0 psf on overhangs ' non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, F, G. ESS10/V4 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, D except (jt=lb) 9,()F Q ��. C=217, F=167, G=136. <, _a(ONIO y �/ 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, F, G, 11) "Semi-rigid fixed heels" �� pitchbreaks with Member end fixity model was used in the analysis and design of this truss. "NAILED" ' [[/ 12) indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTelfs ST -TOENAIL Detail. J 6 C 76428 7 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as frcnt (F) or back (B). 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. � EXP 2/31/201 6 R1 LOAD CASE(S) Standard , * 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -H=-70, I -J=20 J C V 1 9 y TFOFCAI.� rcUlually Iu,LV lu ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE *�� Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an individual building component not �j�• BU ' a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall -. building design. Bracing Indicated 5 to prevent buckling of IndMduol truss web and/or chord members only. Additional temporary and permanent bracing is MiT®k� always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Pty DAMS ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall .. ,248578517 1512-088 HOi DIAGONAL HIP GIRDER 2 1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Reference (optional) SYSTEMS PLUS LUMBER CO,' ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:54 2016 Page 2 ID:?yBin7jN6?nlOjBkQK3daEzySFs-H_SBIkKYhej8C N CYiy63ZFXMcOFfETWh1 XdvlHzkWT? LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: C= -39(F) D=40(B) M=84(F) Job Truss Truss Type Qty Pty DAMS ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall .. ,248578517 1512-088 HOi DIAGONAL HIP GIRDER 2 1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Reference (optional) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED 09TEK REFERENCE PAGE HI.7473 rev. 10/03,2016 BEFORE USE ' r , 1 1 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED 09TEK REFERENCE PAGE HI.7473 rev. 10/03,2016 BEFORE USE • , Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and b for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall .. building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is iwiTek• always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DAVIS • a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ll R46576518 1512-088 H02 Diagonal Hip Girder 3 •1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSS -89 and BCSI Building Component ` 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. ' 3x4 = Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:55 2016 Page 1 ID:?y8in7jN6?nloj8kQ K3daEzySFs-IAOWV 4LASyRgXnkGgdl6T4V7oakzwmrG BN SgkzkWf_ 1-5-12' 2.9-3 ' 20-0.5 7.07 12 M Scale = 1:77.7 LUMBER - TOP CHORD 2x6 OF SS G BOT CHORD 2x4 DF No.1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length) B=0-7-6, F=0-2-2, H=0-2-2, K=0-2-2. (lb) - Max Horz B=519(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) N, D, E, F, G, H, J except C=-203(LC 8), K=-118(LC 14), L=-233(LC 8) Max Grav All reactions 250 Ib or less at joint(s) N, D, D, E, F, G, H, J, K except 8=368(LC 32), C=307(LC 30), C=279(LC 1), L=451(LC 30), L=449(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -R=-540/178, C -R=-496/201, C -D=-401/152, D -E=-329/126, E -F=-284/96, F -G=-254/98 NOTES- (15) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.9 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F, H, K- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) N, D, E, F, G. H, J except (jt=1b) C=203, K=118, L=233. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joints) C, D. F. H, K, L. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25') toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 Ib down and 126 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard oQ�OFESS10N / ON10 r° C 76428 � -7 m * a`� EXR 12/31/2016 ��Op A Fahnlary 1R 9MR 1e CS ® WARN/NG - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE IWt-7473 rev. fat=015 BEFORE USE - • Design valid for use only with Mifek41 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ll building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing N MIT®K• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. ' 3x4 = - Citrus Hel Ms CA 95610 i 2-9-3 r 7� " Plate Offsets (X,Y)- [B:Edge,0-1-81 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.01 N -Q >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.01 N -Q >999 180 BCLL ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 L n/a n/a 0.0 Code ISC2012/TP12007 (Matrix -M) Weight: 64 Ib FT = 20% BCDL LUMBER - TOP CHORD 2x6 OF SS G BOT CHORD 2x4 DF No.1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length) B=0-7-6, F=0-2-2, H=0-2-2, K=0-2-2. (lb) - Max Horz B=519(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) N, D, E, F, G, H, J except C=-203(LC 8), K=-118(LC 14), L=-233(LC 8) Max Grav All reactions 250 Ib or less at joint(s) N, D, D, E, F, G, H, J, K except 8=368(LC 32), C=307(LC 30), C=279(LC 1), L=451(LC 30), L=449(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -R=-540/178, C -R=-496/201, C -D=-401/152, D -E=-329/126, E -F=-284/96, F -G=-254/98 NOTES- (15) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.9 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F, H, K- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) N, D, E, F, G. H, J except (jt=1b) C=203, K=118, L=233. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joints) C, D. F. H, K, L. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25') toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 Ib down and 126 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard oQ�OFESS10N / ON10 r° C 76428 � -7 m * a`� EXR 12/31/2016 ��Op A Fahnlary 1R 9MR ® WARN/NG - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE IWt-7473 rev. fat=015 BEFORE USE - • Design valid for use only with Mifek41 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing MIT®K• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 - Citrus Hel Ms CA 95610 Job Truss Truss Type Qty Ply DA IS MReference q - � 846576516 1512.086 H02 - Diagonal Hip Girder - 3 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 QgM Cdteric, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:50:55 2016 Page 2 ID:?y8in7jN6?nlOjBkQK3daEzySFs-IAOVW 4LASyr?gXnkGgd I6T4V7oakzwmrGBN 5gkzkVVr_ LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 . Uniform Loads (plf) Vert: A -M=-70, N -O=-20 Concentrated Loads (lb) Vert: C=-17 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev, 10/03,2015 BEFORE USE R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not q a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 QgM Cdteric, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel Ms CA 95610 Job Truss Truss Type Qty Ply DAVIS ] TOLL 20.0 SPACING- 848578518 1512.088 H03 DIAGONAL HIP GIRDER 2 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualfty Critedo, DSB-89 and BCSI Building Component Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.01 F -I >999 240 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sapp 29 2015 MiTek Industries, Inc. Tue Feb 18 13:50:55 2016 Pap 1 ID:?y8in7j N6?nlOjBkQK3daEzySFs-IAOWV4LASyr?gXnkGgd 16T4V DoZzzwmrGBN SgkzkWr_ 1-5-12 ' 2-9-3 8-2-15 Scale = 1:41.4 3x5 = I?-�3 I LOADING (psf) February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ATTEK REFERENCE PAGE A91.7473 rev. 10/03/2016 BEFORE USE. R Design valid for use only with Mffek,9 connectors. This design is based only upon parameters shown, and is for an Individual building component, not ] TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualfty Critedo, DSB-89 and BCSI Building Component Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.01 F -I >999 240 MT20 220/195 TCDL 15.0 Citrus Heights, CA 95610 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.02 F -I >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 B n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix -M) Weight: 35 Ib FT = 20°k LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 DF No. 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8 except (jt=length) F=Mechanical, C=0-2-2, D=Mechanical. (Ib) - Max Horz B=268(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) F except C=-277(LC 8), D=168(LC 8) Max Grav All reactions 250 Ib or less at joint(s) F except B=389(LC 1), C=450(LC 1), D=267(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-J=-294/84 NOTES- (17) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Call.[]; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.9 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F except (jt=1b) C=277, D=168. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP SNP3 nth 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent at B-5-6 from the left end to Connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 15) SNP3: A minimum of (6) 8d x 1-1/2" nails are required into each member. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVEn Q,;XpFESSIONNI Q C 76428 z EXP. 12/31/2016 m 1 � 1 OF February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ATTEK REFERENCE PAGE A91.7473 rev. 10/03/2016 BEFORE USE. R Design valid for use only with Mffek,9 connectors. This design is based only upon parameters shown, and is for an Individual building component, not ] a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualfty Critedo, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22Z 14. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Piy - DAVIS R46576519 1512.088 H03 DIAGONAL HIP GIRDER 2 1 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA _ 7.640 s Sep 29 2015 MRek Industries, Inc. Tull Feb 18 13:50:56 2016 Page 2 ! ID:?yBin7jN6?nlOj8kQK3daEzySFs-DMaujQLoDFzsSgMwpNBXfgdfzBuBiNO_Vr6OLAzkWSZ LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 r Uniform Loads (plf) Vert: A -E=-70, F -G=-20 Concentrated Loads (lb) Vert: C=-39(8) J=-157(6=84) K= -62(F) 1 a - 1 BUTTE COUNTY BUILDING DIVISION /r�). r f' r d ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTrEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. r R Design valid for use only with M1ek® connectors. This design is based only upon parameters shown. and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord memters only. Additional temporary and permanent bracing MiT®k" is atwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/fPll Quay Cdtedo, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss TypeQty �- DAVIS ' • JPly R46576520 1512-088 - H04 DIAGONAL HIP GIRDER 1 1 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.01 F-1 >999 240 Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 13:50:56 2016 Page 1 I D:?y8 in7j N67n I0j BkQ K3da EzyS Fs -D MaujQ LoD Fzs Sg MwpN8XfgdeoBuB iN O_V r6OLAzk W Sz 1-5-12 1 2-9-3 14-3-11 , 1. 12 2-9.3 - 11-8-8 E 3x5 = ?-9.3 Scale = 1:51.5 LOADING (psf) WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE A91.7479 rev. 10/0&1016 BEFORE USE. Design valid for use only with MlfekO connectors. This design is based only upon parameters shown, and is for an individual building component not �- a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP (Roof Snow=20,0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.01 F-1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.02 F-1 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 B n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix -M) ,Weight: 43 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. I BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except Qt=length) B=0-5-8, F=Mechanical. (lb) : Max Horz B=338(LC 8) Max Uplift All uplift 100 Ib or less at joints) F except C=-293(LC 6), D= -199(1C 8) Max Grav All reactions 250 Ib or less at joint(s) F except B=389(LC 1), C=494(LC,1), D=355(LC 30) • FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -J=-377/112, C -J=-283/148 NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.9 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F except O=1b) C=293, D=199. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) "NAILED" indicates 3-1od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-70, F -G=20 BUTTE COUNTY BUILDING DIVISION • APPROVE). OQ�OFESSIONq� ONIO yF'f�22 Cr C 76428 z EXP. 12/31/2016 m * ii/1 *, ,yTFOF q� FC Fahnlary 1R 9f11R WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE A91.7479 rev. 10/0&1016 BEFORE USE. Design valid for use only with MlfekO connectors. This design is based only upon parameters shown, and is for an individual building component not �- a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and BCSI Building Component • 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 - Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DAVIS a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall R46576520 1512-088 H04 DIAGONAL HIP GIRDER 1 1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: C= -39(F) J= -157(F=84) K=40(B) r.aaus se za zui a mi i ex mausmes, mc. i ue r•eo 1a w:ov:ou zviu rage t ID:7y8in7jN67nI0j8kQK3da zySFs-DMaujQLoDFzsSgMwpNBXfgdeoBuSiNO Vr60LAzkWSZ BUTTE COUNTY BUILDING DIVISION] VD ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED A97EK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. • Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality criteria, DSB-89 and SCSI BuOding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DAVIS 3) This truss has been designed for greater of min roof live load of 16.9 psf or 2.00 times flat roof load of 20.0 psf on overhangs with other live loads. • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e_ 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will R48578521 1512-088 HOS DIAGONAL HIP GIRDER 2 1 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:57 2016 Page 1 I D:?y8in7jN6?nlOj8kQK3deEzySFs-hZ8GwIMQ-Z5i3gx6N5fm Bu9gjbEQ RgGBjVsZtczkWSy .1-5-12, 2-9-3 18-6-10 1-5.12 2.9-3 15.9-7 7.07 fI2 I� d Scale = 1:64.6 LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 DF No. 1&Bir G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except (jt=length) H=Mechanical, B=0-7-6, 1=Mechanical, D=0-4-5. (lb) - Max Horz B=435(LC 8) Max Uplift All uplift 100 Ib or less at joints) H, I, D except C=-218(LC 8), E=-130(LC 8), G=-171(LC 8) Max Grav All reactions 250 Ib or less at joint(s) H, I, D, E except B=389(LC 1), C=374(LC 1), G=264(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD B -M=-490/156, C -M=-396/185, C -D=-298/122 NOTES- (14) 3x5 = 2-9-3 ,i 93 (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 BU l; TE COUNT.' BUTTE 3) This truss has been designed for greater of min roof live load of 16.9 psf or 2.00 times flat roof load of 20.0 psf on overhangs with other live loads. Plate Offsets MY)- [B:0-0-0.0-0-01 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e_ 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will p6^��u� F_! t.) fit between the bottom chord and any other members. Ik LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.01 I -L >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.02 I -L >999 180 -.k-20 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 H n/a n/a BCDL 10.0 Code IBC2012ITPI2007 (Matrix -M) Weight: 54 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 DF No. 1&Bir G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except (jt=length) H=Mechanical, B=0-7-6, 1=Mechanical, D=0-4-5. (lb) - Max Horz B=435(LC 8) Max Uplift All uplift 100 Ib or less at joints) H, I, D except C=-218(LC 8), E=-130(LC 8), G=-171(LC 8) Max Grav All reactions 250 Ib or less at joint(s) H, I, D, E except B=389(LC 1), C=374(LC 1), G=264(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD B -M=-490/156, C -M=-396/185, C -D=-298/122 NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 BU l; TE COUNT.' BUTTE 3) This truss has been designed for greater of min roof live load of 16.9 psf or 2.00 times flat roof load of 20.0 psf on overhangs with other live loads. BUILDINGnon-concurrent DIVISION 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e_ 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will p6^��u� F_! t.) fit between the bottom chord and any other members. Ik 6) A plate rating reduction of 20% has been applied for the green lumber members. MiT®k' 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, E, G. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) H, I, D except (jt=lb) C=218, E=130, G=171. �,pFESS10N4 OQ N I 44 -ON10 �c� - 10) Beveled to full bearing truss C, D, E, y� plate or shim required provide surface with chord at joints) G. 11) "Semi-rigid fixed heels" Member fixity in design _�! pitchbreaks with end model was used the analysis and of this truss. "NAILED" 12) indicates 3-1 Did (0.148'x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTelfs ST -TOENAIL Detail. U C 76128 m 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - tOfZ 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q EXP. 12/31/2 6 -r LOAD CASE(S) Standard * 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) *Vert: A-1-1=-70, I J �Q �rFOFCAoF�� -.k-20 Fphruary 1R g(NR ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M)-7473 rev. 1010&2015 BEFORE USE • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and B for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type Qty Ply DAV1S ��R4657�6521 1512-088 H05 y DIAGONAL HIP GIRDER 2 1 Job Reference o Lionel SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.840 s Sep 29 2015 MlZB Industries, Inc. Tue Feb 18 13:50:57 2018 Page 2 ID:7y8in7jN67nI0j8kQK3daEzySFs-hZBGwIMQ Z5i3gx6N5fmBu9gjbEQRgGBjVsZtczkWS� LOAD CASE(S) Standard Concentrated Loads (lb) Vert: C= -39(B) D=40(F) M= -157(B=84) 1 F BUTTE COUN i Y BUILDING Petri -!0N 1 P t,; . r} ® WARNING -Vedy design paremeters and READ NOTES ON THIS AND INCLUDED h9TEK REFERENCE PAGE MI -7479 rev. f0/OJ/20f6 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and Is for an individual building component, not r designer verify the applicability of design parameters and properly Incorporate this design into the overall a truss system. Before use, the building must building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication. storage. delivery. erection and bracing of trusses and trvsssystems. see ANSI/1P11 Quality Criteria, DSB-89 and SCSI Building Component Sufte 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Hel Ms CA 95610 i Job Truss t Truss Type - • sl y` . ` • _ . �, - , , Scale = 1:46.2 DAVIS t _ . ! • ~ JQty JPly 848576522 1512-066 •' H07 •' ro, ~ DIAGONAL HIP GIRDER 1, 1 ` Job Reference (optional) '• .-• ANDERSON,OA .. •. ,.•.+.....•.r---._............___...__. ..._. .__. __ ._ ._.__._ __ SYSTEMS PLUS LUM ID:?y8in7jN6?nl0j8kQK3daEzySFs-hZBGwIMQ_ZSi3gx6N5fm8u9sabHhRgGBjVs tczkWSy i'.1-5-0 - 2-9-3- ti 12-7-14 .. ` 1 -SOT • 2-9.3 _ .. 9.10.11 .. .. - 4 • sl y` . ` • _ . �, - , , Scale = 1:46.2 �• a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall ' Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing _ MiTek• building design. prevent is always required for stability and to prevent collapse vdth possible personal injury and property damage. For general guidance regarding the • , fabrication• storage, delivery, erection and bracing of trusses and truss systems. see ,_ ANSI/TP11 Quality Criteria. DSB-89 and SCSI Building Component - - 7777 Greenback Lane' Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. - - - Citrus Hei Ms CA 95610 7.07 12 .• _ 1 NAILED T .• d 13 4. • 45 •t S • ? ' • • ,� , r f , err - •1. ti�••y " 4. s 1 .. f ` NAILED •. - , F 3x4 = , - � r +• • . 4 !,� � �. . °•, "" s.• •}.• • r -• - •, '293 '� i Plate Offsets (X Y) [B:0-0-0,0-0-01 LOADING (ASID SPACING- 2-0-0 DEFL. in (loc) Well' L/d PLATES GRIP. TCLL • 20.0 ' Plate Grip DOL' 1.15 SCSI. TC 0.07 Vert(LL) 0.00 L >999 240 MT20 , 220/195 s (Roof Snow=20.0) '. Lumber DOL 1.15 BC 0.03 c Vert(TL) -0.00 I -L • >999 180 • 5.0 10.0 Rep Stress Incr NO - .k WB 0.00 Horz(TL) -0.00 'r G n/a n/a 4, - ' BCDLL ' Code IBC2012/TP12007 (Matrix -M) Weight: 39 Ib FT = 20 % BCDL 10O LUMBER- E. ;, BRACING -;7 TOP CHORD 2x6 DF SSG s . TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. ' '.. BOT CHORD 2x4 DF No.1&Btr G ti• 4'. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. u MiTek recommends that Stabilizers and required cross bracing •� ` ' be installed during truss erection, in accordance with Stabilizer - v ' - - Installation guide. REACTIONS. All bearings 0-1-8 except Qt=length) B=0-7-6, 1=Mechanical, C=0-2-2• D=0.2-2. •' F ^ r (lb) - Max Horz 8=303(LC 8) , , • • 1 ' Max Uplift All uplift 100 Ib or less at joint(s) E, F, G except C=-110(LC 8), D=-155(LC 8) . 1 r �• ` r Max Grav All reactions 250 Ib or less at joint(s) I, C, D, E. F, G except B=265(LC 14) '' FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. st ti� ti . •r - .TOP CHORD B -C=-289/116 NOTES- (15) ' r 11) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33:. , 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 �� COUNTY, 3) This truss has been designed for greater of min roof live load of 16.9 psf or 2.00 times flat roof load of 20.0 psf on overhangs U i q➢ - non -concurrent with other live loads. �lJ1�Di�� DIVISION 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide willED1 fit between the bottom other members. 11� chord and any 6) A plate rating reduction of 20% has been applied for the green lumber members. , t 7) Refer to girders) for truss to truss connections. i ESS 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D, E. F. G. ' 9) Provide connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, F. G except (jt=1b) c ��F Nq �2C mechanical COQ ON10 �� ti C=110, D=158, Q' FiP 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E, F. G. ' 11) "Semi-rigid with fixed heels" Member end fixity model was used in the analysis and design of this truss. pitchbreaks 12) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTelfs ST -TOENAIL Detail. J V C7 42 Z • 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 Ib down and 179 Ib up at - r �. 11-3-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 4 EXP. 12/3112 6 7n `L 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * !V 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A Standard 1 ' 1 O Dead + Snow (balanced). Lumber Incrase=1.15, Plate Increase=1115T�rFOF .• CAI- r. ' 4 .. r February 16,2016 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE Ki -7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not �• a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall ' Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing _ MiTek• building design. prevent is always required for stability and to prevent collapse vdth possible personal injury and property damage. For general guidance regarding the • , fabrication• storage, delivery, erection and bracing of trusses and truss systems. see ,_ ANSI/TP11 Quality Criteria. DSB-89 and SCSI Building Component - - 7777 Greenback Lane' Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. - - - Citrus Hei Ms CA 95610 r, pe" Qty Ply FIS ' 846578522 AL HIP GIRDER 1 1 Reference (optional) 7.640 s Sep 29 2015 Mfl ek Industries, Inc. Tue Feb 16 13:50:58 2016 Page 2 t ID:?y8in7jN67nldjBkQK3daEzySFs-9lie85N3ltDZh_WJxoB?k5i1K?dwAHVHy9b6Q2zkWSx c 1 r 1 1 1 ' .1 � • .. , BUTTE.� T COUNTY } gyp\ �� yy BUILDING DIViSIGN .-APPROVED • 1 Job Truss Truss Ty Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not s a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall in building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1512-OBB H07 DIAGON Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrIco2n. storage. delivery, erection and bracing of trusses and trusssystems. see ANSI/TPII Quality Criteria, DSB-89 and BCSf Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard Uniform Loads (plf) Vert: A -H=-70, I -J=-20 Concentrated Loads (Ib) Vert: 1=-15(B) D= -39(B) ® WARNING - Verify design parameters end READ NOTES ON T711S AND INCLUDED 697EK REFERENCE PAGE 1191.7473 rev. 10/03/2010 BEFORE USE • Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not s a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ® WARNING - Verify design parameters end READ NOTES ON T711S AND INCLUDED 697EK REFERENCE PAGE 1191.7473 rev. 10/03/2010 BEFORE USE • Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall in building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrIco2n. storage. delivery, erection and bracing of trusses and trusssystems. see ANSI/TPII Quality Criteria, DSB-89 and BCSf Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hte CA 95610 Job 1 Truss Truss Type Qty Ply DAVIS LOADING (psi) • is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage. delivery.'erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component CSI. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 846576523 1512.088 HOB Corner Rafter 1 1 TC 0.02 Vert(LL) -0.00 A >999 240 TCDL 15.0 Job Reference (optional) SYS I EMS PLUS LUMBER GO, ANUFR5QN, GA 7.640 s Sep 28 2015 MiTek Industries, Inc. Tue Feb 16 13:50:58 2016 Page 1 JD:?y8in7jN6?nlOj8kQK3daEzySFs-911e85N3ltDZh WJxoB?k5i27?dRAHVHy9b6Q2zkWSx 3-3-10 3-3-10 Scale = 1:15.5 C W n CS • - , Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not- 1.10.2 1-10-7 1-11-1 1x3 Q 3-3-10 ' 1-4-6 LOADING (psi) SPACING- 2-0-0 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage. delivery.'erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component CSI. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. DEFL. in (loc) I/def! Lid PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 A >999 240 TCDL 15.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.00 A >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 A n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 9 Ib PT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 33-10 oc purlins. ,. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=63/0-3-8, C=43/0-3-8, B=105/0-2-2 Max Horz B=66(LC 81 - Max UpliftA=-34(LC 8), C=-23(LC 8), B=-42(LC 8) , Max Grav A=66(LC 15), C=45(LC 15), B=105(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 • 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide Will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) B. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C, B. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, C, B. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25•') toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ° Uniform Loads (plf) Vert: A -C=-70 BUTTE COUNTY BUILDING DIVISION PROVED oQ?,pFESSI01V44 ONIO r° C 76428 �-7 .I Cr Z 7D p * EXP. 12/31/2016 m �P OFCAU �\ February 16,2016 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED 807EK REFERENCE PAGE WP7473 rev. 1dW/20,15 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage. delivery.'erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 r r Job Truss Truss Type Qty Ply DAVIS Plate Grip DOL 1.15 • Vert(LL) 0.04 C -D >999 240 a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overalls TCDL 15.0 R48578524 1512.088 H10 Comer Rafter 1 1 WB 0.00 HOrz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Job Reference (optional) SYSTEMS PLUS LUMBER GO, ANDERSON, GA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 13:50:59 2016 Page 1 ID:?y8in7jN6?nlOjBkQK3daEzySFs-exGOLROhWALQJ85VU WiEGJ FlyPzgvklRBpLgyVzkWSw i 2-1-2 9-0.9 2-1-2 6.11.7 i E Scale= 1:19.9 LOADING (psf). A CSI. m PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.39 E Scale= 1:19.9 LOADING (psf). SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) 0.04 C -D >999 240 a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overalls TCDL 15.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.07 C -D >805 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOrz(TL) -0.00 D n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Weight: 21 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G REACTIONS. (Ib/size) B=127/0-1-11, C=570/Mechanical, D=370/Mechanical Max Horz B=116(LC 6) Max UpliftB=-27(LC 6), C=-309(LC 10), D=-257(LC 10) Max Grav B=127(LC 1), C=605(LC 43), D=406(LC 16) • FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD C -F=-255/68 BRACING - TOP CHORD BOTCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (15) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide Will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) B. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except O=Ib) C=309, D=257. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) "NAILED" indicates 3-1Od (0.148'x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 697 Ib down and 370 Ib up at 3-4-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -E=-70 BUTTE COUN TY BUILDING DIVISION APMHOV D oQ,;�:cjFESSIONq, ONIO y Fyc� CO C-) C 76428�P� M I,; EXP. 12/31/2016 ^� OF C:.Krr r— !a 01"119Z 4, T ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED A9TEK REFERENCE PAGE 101114473 rev. 1WO312015 BEFORE USE. R Design valid for use only with MifekO connectors. This design Is based only upon parameters shown, and is for on individual building component• not e a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overalls building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/11`I1 puallly Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type , Qty a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall rpl7yDAVIS 848578524 1512.088 H10 Comer Rafter1 7777 Greenback Lane ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. - Suite 109 Citrus Heights, CA 95610 Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MRek Industries, Inc. Tue Feb 16 13:50:59 2016 Page 2 ID:7y8in7jN67nlOj8kQK3daEzySFs-exGOLROh WALQJ85VU WiEGJFlyPzgvklRBpLgyVzkWSw LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: F= -616(B) G=88(B) 1=77(B) ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE 1191.7473 rev. 10103/2016 BEFORE USE. . Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and k for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII QuaBly Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. - Suite 109 Citrus Heights, CA 95610 1 Job Truss Truss Type Qty PlyDAVIS TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) 848576525 1512-088 � HT1 HIP PIGGYBACK 2 1 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 2-0.0 5x8 = C 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:50:59 2016 Page 1 ID:?y8in7jN6?nlOj8kQ K3daEzySFs-exGOLROh WALQJ85VU WiEGJFDGPz7vkLRBpLgyVzkWSw 5.5.3 7-5-3 15-3 2-0-0 5x6 = 2x4 = 2x4 II 3x4 = 2x4 = Scale = 1:14.6 LOADING (psi) • Design valid for use only with Mtfek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 29 Ib FT = 20% LUMBER - TOP CHORD 2x4 OF No.1&Btr G `Except' C -D: 2x6 DF SS G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 DF Stud/Std G REACTIONS. All bearings 7-5-3. (lb) - Max Horz A=35(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) A, F, B, E, H, G Max Grav All reactions 250 Ib or less at joint(s) A, F, B, E, H, G FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, F, B. E. H. G. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION V® Q,pFESS/o �XONIO yF�P �ci r° C 76428 z rs � o any EXP. 12/31/2016 ^� CIVIL T,,—OF CAL February 16,2016 ® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11917477 rev. 10,W/2018 BEFORE USE. • Design valid for use only with Mtfek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Qud8y Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyDAVIS846578528 TCLL 20.0 SPACING- 2-0.0 CSI. DEFL. 1512.088 HT2 PIGGYBACK 1 1 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 D n/r 120 Job Reference (optional) JTJICMJ YLUJ LVMOCK UV, XIVUCKpVIV, UX /.a4U a oep Le LU10 MI I eK Inoualr,e,, Inc. I Ue Fe,,la , 3:al:uu Lule Ye a 1 ID:?y8in7jN6?nlOj8kQK3daEzySFs-67pPZnOJHUTHwigh2DDTpWnNkpJ2eBjaQT4D xzkWSv 3-&10 7.5.3 3•&10 - 3-8-9 Scale = 1:20.9 4x4 C 2x4 = F 2x4 11 2x4 = LOADING (psi) TCLL 20.0 SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 D n/r 120 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 D n/r 120 BCLL Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 K n/a n/a O.0 Code IBC2012rrP12007 (Matrix -M) Weight: 25 Ib FT = 20% BCQL LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 6-2-1. (lb) - Max Horz B=69(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) B, D r Max Grav All reactions 250 Ib or less at joint(s) B, D, F, B. D FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs , non -concurrent with other live loads. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D, B. D. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION A v oQ�OlFESS/0/V ONIO y F2c/ C 76428'Az2� * EXP. 12/31/2016 In ��T C FIV DF CALIF February 16,2016 ® WARNING - Vedly desrga parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7413 rev. fom12016 BEFORE USE. Design valid for use only with FNTek® connectors. This design is based only upon parameters shown and Is for an individual building component. not• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. -erection and bracing of trusses and truss systems, see ANSI/TPll Quallty Crfledo. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, suite 109 Citrus Heights, CA 95610 ' I s Job_ Truss Truss Type Qty PlyDAMS , r 3x4 = • 3x4 = ■ R46578527 1512-088 J01 � ROOF SPECIAL � 14 1 fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/1PI1 Qual fy CrItedo, OSB -89 and SCSI Building Component 6-0-0 Safety Informalion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Plate Offsets (X,Y)— Job Reference (optional) orarCma rLVo LVmaCR V V, ♦ IirtluCROVrv, VA .- Mu 6 Sep 2a 2u10 MI I BK Inausirles, Inc. Iue t-eD 1D 1J:D1:uu zu1B rage 1 ID:7y8in7jN6?nlOj8kQK3daEzySFs-67pPZnOJHUTHwlgh2D DTpWnNcpl2eAYaOT4DUxzkWSv -1-0-0 1$15 A1112 4-o-, 6-0.0 1•0•o i$1s o 4 s A Scale = 1:15.8 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G BRACING - TOP CHORD BOTCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=339/0-5-8, E=257/Mechanical Max Harz B=59(LC 7) Max UpliftB=-36(LC 8), E=-39(LC 5) FORCES. (lb) -Max. Comp./Max. Tena- All forces 250 (lb) or less except when shown. TOP CHORD B -C=-334/0 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, E. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUN- 1/ BUILDING DIVISION A!£ cpFESS/0 oQ ONIO C 76428 0 * EXP.12/3112016 H CIVIl_ �TFOFC ALIF February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/03Q015 BEFORE USE. v v • Design valid for use any with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• r 3x4 = 3x4 = ■ building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the i 1-&15 fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/1PI1 Qual fy CrItedo, OSB -89 and SCSI Building Component 6-0-0 Safety Informalion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Plate Offsets (X,Y)— 1$15 [B:0-2-1,0-1-8) CBrus Heights, CA 95610 4.5-1 LOADING (psi) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.01 E -F >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.03 E -F >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 HOrz(TL) 0.00 E n/a nla BCDL 10-0 Code IBC2012ITPI2007 (Matrix -M) Weight: 35 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G BRACING - TOP CHORD BOTCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=339/0-5-8, E=257/Mechanical Max Harz B=59(LC 7) Max UpliftB=-36(LC 8), E=-39(LC 5) FORCES. (lb) -Max. Comp./Max. Tena- All forces 250 (lb) or less except when shown. TOP CHORD B -C=-334/0 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, E. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUN- 1/ BUILDING DIVISION A!£ cpFESS/0 oQ ONIO C 76428 0 * EXP.12/3112016 H CIVIl_ �TFOFC ALIF February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/03Q015 BEFORE USE. • Design valid for use any with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ■ building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/1PI1 Qual fy CrItedo, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 • CBrus Heights, CA 95610 Job Truss Truss Type Qty Ply DAVIS a thus system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall 1 TOLL 20.0 SPACING- 2-0-0 848576528 1512-088 J02 Roof Special 14 1 Vert(LL) -0.00 F-1 >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 F-1 >999 180 Job Reference (optional) 5Y5 E105 PLUS LUMBER GO, ANDERSON, OA 7.640 S Sep 29 2015 Wei( Industries, Inc. Tue Feb 16 13:51:01 2016 Page i ID:?y8in7jN6?nloj8kD K3daEzySFs-aKNnm7Px2ob8YSFucxkiMkKXWCflNeLje7gnONzkWSu 1-0-0 3-6-15 -12 2-0-5 A 5x8 \\ 3x4 = CONN. BY OTHERS N a N Scale = 1:24.4 3Fr15 84)-0 _ 3-8-15 2-5-1 - Plate Offsets (X,Y)-- (B:0-2-1,0-1-81 Design valid for use only wllh MtfekO connectors. This design is based only upon parameters shown, and is for on Individual building component, not LOADING (psf) a thus system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 F-1 >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 F-1 >999 180 Citrus Hel Ms CA 95610 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 D n/a nla Code IBC2012ITP12007 (Matrix -M) Weight: 39 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr G end verticals. - WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) D=75/Mechanical, B=33910-5-8, E=183/Mechanical Max Horz B=120(LC 7) Max UpliftD=-27(LC 4), 8=-41(LC 8), E=-20(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 BUTTE ' p �� A t 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs Co� 1 1 VTY non -concurrent with other live loads. I BUILDING 4) Provide adequate drainage to prevent water ponding. DIVISION 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. APPROVED 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) D to support reaction shown. F �O ESS/ Nq 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, B. E. "Semi-rigid Q 4� 0N10 11) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �0 �a� hr 2 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) WARNING: Engineering is void truss is fabricated by Systems Lumber Co. GrJ unless Plus J Q C 76428 z C o EXP. 12/31/2016 m * 0,A4 V1VI1- ��FOF February 16,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Wi-7473 rev. 10/07/1015 BEFORE USE. r Design valid for use only wllh MtfekO connectors. This design is based only upon parameters shown, and is for on Individual building component, not a thus system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`I7 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hel Ms CA 95610 ' ®WARNING • VeAfy design parameters and READ NOTES ON THIS AND INCLUDEDII REFERENCE PAGE MI -7473 rev. 10/092016 BEFORE USE. _ �* - Design valid for use only with Mgek®connectors. This design is based only upon parameters shown, and is for an individual building component, not �B�• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall r i.� , building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication. storage. delivery, erection and bracing of trusses and buss systems, sae ANSI/TPIt Quality Criteria, DSB•89 and BC51 Building Component 7777 Greenback Lane Safety Information .available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Suite 109 Citrus Hei Ms CA 95610 Job - Truss Truss Type - E; Qty, .Ply - DAMS , y � - - ' r.i ♦ 848576529 1512-088 J03 ° • , Jack -;Pen 14 , , ' Job Refere s SYSTEMS PLUS LUMBER CO, ANDERSON, CA ., - - _ - 7.640 a Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:51:012016 Page 1 ,_ • ? i ID:?y8in7jN6?nl0j8kQK3daEzySFs-aKNnm7Px2ob8YSFucxkiMkKXuCWxNeFie7gnONzkWSu 0 15-11-11 0• 5 r - • ♦ •' • . } _ ' t x C Scale = 1:32.9 0.0 lo.00 F12 172 Z� ♦'c. d + •��' . r -' - ' . .4x4 = • " 1 e _ y t' r _ 4 511-11 6- 0 ' ' r. - . • , 5-11.11 0. •r, Plate Offsets (X,Y)--[8:0-4-0.0-0-4) r LOADING (psf) _ • TCLL 20.0 SPACING- 2-0-0 CSL DEFL. 1 in (loc) I/deft Ud,. PLATES - GRIP . (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.17 • ` Vert(LL) -0.04 D -G >999 240 MT20 220/195 , TCDL 15.0. Lumber DOL 1.15 BC ,- 0.59 , Vert(TL) -0.13 D -G >543 180 ' BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 B n/a n/a 4 •L' Code IBC2012ITP12007 (Matrix -M) Weight: 28 Ib FT = 20% 0• .LUMBER- BRACING - , TOP CHORD 2x6 DF SS G TOP CHORD ` Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF Stud/Std G r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F i - k recommends that Stabilizers and required cross bracing • r' stalledduring truss erection, in accordance with Stabilizer Fb llation uide. REACTIONS." (Ib/size) C=204/Mechanical, B=342/0-5-8, D=56/Mechanical" ' s. Max Horz B=211(LC 8) A Max UpliRC=-137(LC 8) +Max GravC=225(LC 16), B=342(LC 1), D=96(LC 3) FORCES. (lb) - Max.-Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10)•. t ; - 1) Wind: ASCE 7-10; Vult=1110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 " i' BUTTE TC 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=, . ' = _ CQIJiVTY 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs BUILDI BUILDING t non -concurrent with other live loads. " �iQ't V sION+ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • . ' �l�, y �q 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will ' p p • Nr-^tt. b " j ' fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. } 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) C=137. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. r F 0 ESSI Nq 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �O Q0N10-yF .6, ^" . '.. 't i • vim' i ,C w .; . ��' 76428 cn ! ` fa r. *'` '... •* EXP. 12/31/2016 m . ! �, CIVIC C��P `. rF0FCAI.�F�� February 16,2016 ' ®WARNING • VeAfy design parameters and READ NOTES ON THIS AND INCLUDEDII REFERENCE PAGE MI -7473 rev. 10/092016 BEFORE USE. _ �* - Design valid for use only with Mgek®connectors. This design is based only upon parameters shown, and is for an individual building component, not �B�• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall r i.� , building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication. storage. delivery, erection and bracing of trusses and buss systems, sae ANSI/TPIt Quality Criteria, DSB•89 and BC51 Building Component 7777 Greenback Lane Safety Information .available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Suite 109 Citrus Hei Ms CA 95610 nce o tional Job Truss Truss Type Qty Ply DAVIS ' PLATES GRIP TCLL 20.0 (Roof Snow=20.0) is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/IPII Qually Cdtedo. DSB-89 and BCSI BuBding Component Plate Grip DOL R485 76530 1512-088 J04 Jack -Open 11 1 Citrus Heights, CA 95610 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.12 E -H >619 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MrTek Industries, Inc. Tue Feb 16 13:51:012016 Page 1 ID:?yBin7jN6?nl0j8kQK3deEzySFs-aKNnm7Px2ob8YSFucxkiMkKXnCc8NeFje7gnONzk WSu -1-ao , 6-ao 7-11-11 1-0.0 6.0.0 1-11.11 Scale = 1:41.4 5 4x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/IPII Qually Cdtedo. DSB-89 and BCSI BuBding Component Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.04 E -H >999 240 MT20 220/195 BCDL 15.0 Citrus Heights, CA 95610 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.12 E -H >619 180 BCL2 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) , 0.01 B n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 34 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length) B=0-5-8, C=0-3-1. (lb) - Max Hoa B=273(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) D except C=-188(LC 8) Max Gram All reactions 250 Ib or less at joint(s) D, E except B=350(LC 1), C=298(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except ij<=1b) C=188. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joints) C. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIV1 ;10i� QCOFESSIONg1 ONIO 2 o C 76428 Z Of o * EXP. 12/3112016 m IV T�rFOFCAI�F February 16,2016 ® WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/0&2018 BEFORE USE. Design valid for use only with Mifek® connectors. This design is based only upon parameters shown, and B for an Individual building component, not R a o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/IPII Qually Cdtedo. DSB-89 and BCSI BuBding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty • DAVIS" N - • - 20� ad 1PIy1 848576531 1512.088 J05 Jack -Open 10 1 .. ,. 4x4 = s-ao a -o -o LOADING (psf) Job Reference o tional SYSTEMS PLUS LUMBER CO, • ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:51:02 2016 Page 1 ID:7y8in7jN6?nlOj8kQK3deEzySFs-2 Wx9zTQZo5j?Acp4AeFxuxtiXcyN65VttnZKZgzk'VVSt 8-Q1 9-11-11 6.0.0 � 3.11.11 E Scale = 1:50.3 - D Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not • •N N - 20� ad building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing • A Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Buflding Component .. ,. 4x4 = s-ao a -o -o LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.04 F-1 >999 240 MT20 220/195 BCDL 15.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.12 F-1 >619 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 39 Ib FT = 20% LUMBER- , BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except (jt=length) B=0-6-8, C=0-3-1, D=0-1-8. (lb) - Max Horz B=335(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) E, D except C=-193(LC 8) Max Grav All reactions 250 Ib or less at joint(s) E, F. D except 8=350(LC 1), C=304(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-285/166 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 BUTTE COUNTY 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. BUILDING 10 DIVISION S 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will tb st g . fit between the bottom chord and any other members. � AA Us)}�a' 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, D except (jt=1b)Q ESS101V C=193. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. C o �ION10 611 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is truss is fabricated by Systems Plus Lumber Co. Q CrJ void unless O� J C 76428 z r Q v EXP. 12/3112W6 H T'9T�cOFCA��F��\P February 16,2016 ® WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE 1101447.7 rev. f 0/03!015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing • MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Buflding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Het Ms CA 95610 Job Truss Truss Type a Qty Ply DAMS r ` ', +, .. . Scale = 1:60.1 - •+ F I� d 848576532 1512.088 r J05A. •�: Jack -Open ' 1 1 ' •' " 4�. r- •,t• D r y r` r•• 10.00 12 ,. a • m Job Reference o tional ' . 'SYSTEMS PLUS LUMBER CO, ' ANDERSON, CA l• - , - 7.640 s Sep 29 2015 MRek Industries, Inc. Tue Feb 16 13:51:02 2016 Page 1 r ID:?y8in7jN6?nlOjBkQK3daEzySFs-2Wx9zTQZo5j?Acp4AeFxuxtiXcyN65VttnZKZgzkWSt ` .1-0.0. + 6-0.0 11-10.15 i1 . - 0-0 �..•• 6-0-0 - 5-10.15 r ` ', .. . Scale = 1:60.1 - •+ F I� d • E - a ` } • 1 ti. f ., •. 4�. r- •,t• D r y r` r•• 10.00 12 a • m 4x4 y 6-0-0o k + • LOADING (psf) ' .' 'TCLL 20.0 SPACING- • 2.0.0 CSI. DEFL. in. (loc) I/deft Ud , PLATES GRIP ~ (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) . 0.04 , G -J >999 240 MT20 220/195"' TCLL 15.0 .• Lumber DOL - 1.15 BC 0.19 Vert(TL) -0.12 ' G -J ?619 180 ` BCLL 0.0 ' ?. Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 F , . n/a n/a . . BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 45 Ib FT = 20% •+ LUMBER- BRACING- r , TOP CHORD 2x6 DF SSG , TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. ' BOT CHORD. 2x4 OF No.18Btr G. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • + MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer ;, Installation uide. - REACTIONS. All bearings Mechanical except (jt=length) B=0-5-8, C=0-3-1, D=0-1-8, E=0-1-8. , (lb) - Max Horz B=395(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) F, E except C=-194(LC 8), D=-101(LC 8) Max Grav All reactions 250 Ib or less at joint(s) F, G, D, E except B=350(LC 1), C=304(LC 16) f � _ t FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-364/187 NOTES- (12)� r t 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph;.TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 BUTTE 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 , ��a ' n t L71 0 U �f TY 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs • - 1�I y ®' p'� 7`' BUILDING non -concurrent with other live loads. �t f� L ' �l tJ V 1 DIVISION 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - , 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will APP -IqA fit between the bottom chord and any other members. - • ' 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. r + 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F,'E except Qt=lb)Q�oE ESSII�/1/q` C=194, D=101. • - . 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E. + �(ON 10 ,�, F41, 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. f �l`� U G 76428 z 0 J Of EXP, 12/31/2016 m • - + ' February 16 2016 r & WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10103,2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ♦�• , a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall s building design. Bracing Indiccted is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A'Tek ` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1Y1 1 , fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSUTPII Quality Cdteda, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate tnstitute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 r: Job CO,' -ANDERSON, CA - - - .: ^ .; - 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:51:03 2016 Pagel ID:?y8in7jN6?nlOj8kQK3daEzySFs-WiVXBpRBZPrsnIOGjLmAR9PtHOHcrYI06RJt5GzkWSs' . Truss Truss Type s y Ply DAVIS - 1, �. JQty , - - ; + . - R46576533 1512-068 , . JO6: �,''• s. Jack -Open � 2 - - 1 ' Job Reference (optional) SYSTEMS PLUS LUMBER CO,' -ANDERSON, CA - - - .: ^ .; - 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:51:03 2016 Pagel ID:?y8in7jN6?nlOj8kQK3daEzySFs-WiVXBpRBZPrsnIOGjLmAR9PtHOHcrYI06RJt5GzkWSs' . - r ;^ ,1-0.Oi • a-0.0 11-11.11 • 1-0-0 f. .6-0-0 - 5-11-11 - 1, �. " 1 " , - - ; + . - • Scate = 1:60.3 ' r r ..• t - i 10,00 12 i- D ' ' d 3- B It 1,'4 G s ! '? •• ' i, 4x4 = ` > , .. y' . n . ._ . •. t r a -o -o LOADING (psf) I 6-0-0 TCLL 20.0 SPACING- 2-0-0 . CSI. DEFL. in (loc) I/deft Ud PLATES t•GRIP + (Roof Snow=20.0) Plate Grip DOL 1.15 TC -0.18 Vert(LL) '0.04 G -J , >999 240 MT20 220/195 " TCLL 15.0 Lumber DOL 1.15 BC 0.19 - Vert(TL) -0.12 G -J , > 1n/a BCLL O 0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 F. n/a , • BCDL 10.0 s ; - Code IBC2012ITP12007 (Matrix -M) , • Weight: 45 Ib FT = 20% . • i LUMBER_ I .. BRACING- •• TOP CHORD 2x6 DF SSG t 4 r TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. "• a , BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. P MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. " REACTIONS. All bearings Mechanical except (jt=length) B=0-5-8, C=0-3-1, D=0-1-8, E=0-1-8. - t (lb) - Max Horz B=397(LC 8) r ` Max Uplift All uplift 100 Ib or less at joint(s) F, E except C-194(LC 8), D=-101(LC 8) , ♦ ' Max Grav All reactions 250 Ib or less at joints) F, G. D, E except B=350(LC 1), C=304(LC 16) FORCES.• (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. F TOP CHORD B -C=-367/188 ' ; - NOTES- (12) •I ` ., , �. ^II; ,, • • 1) Wind: ASCE 7'10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Exp C; enclosed; MWFRS :; `• µ (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 , BUTTE COUi�T°Y + 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 - + • ' 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs r B U I��'�/�®IV@��®N non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 5) '. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will f Gni V 1 `V APP A R P� �p�� ' fit between the bottom chord and any other members. r 9 Q T, ' 6) A plate rating reduction of 20% has been applied for the green lumber members. • ;1 - ; s' 7) Refer to girder(s) for truss to truss connections.. - 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E. i3 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, E except (jt=1b) ESS/O/V C=194, D=101.11 ;. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E. Q�Of ..: O ONIO _ y 2C - r 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • 12) WARNING: Engineering is truss is fabricated by Systems Plus Lumber Co. l = C.�P` void unless U O • , _ C 76428 z �. . UP. 12/31/2016 ^� 4 jr S CIV14 " - t' • . �. ` ` February 16,2016 4 A WARNING - Vadfl design parameters and READ NOTES ON THIS AND INCLUDED 697EK REFERENCE PAGE 691.7473 mv. 10/01/2016 BEFORE USE. . ' Design walk/ for use'ony with MTek®connectors. fits design is based only upon parameters shown, and B for an individual building component, not a truss system. Befoie use, the building designer must verify the applicability design Incorporate this design Into the « ABB me of parameters and property overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damoge. For general guidance regarding the . fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/rPll Qua1By Criteria, DSB-89 and BCSI Building Component , ' 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 ' Carus Hal his, CA 95610 Job Truss Truss Type Qty Ply DAMS TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.04 H -K >999 240 R46576534 1512.086 J07 Jack -Open 2 1 7777 Greenback Lane BCLL 0.0 '.. ' WE 0.00 G n/a n/a Job Reference (optional) AT, 1 tMJ FLU, LUMULK UU, ANUht(5VN, GA i • 1 0 7.640 5 Sep Z9 2015 MITek Industries, Inc. Tue Feb 16 13:51:03 2016 Pagge 1 1D:?y8in7jN6?nI0j8kQK3daEzySFs-WiVXBPRBZPrsnlOGjLmAR9PIFOHcrY106RJt GZkN/Ss a13-11-11 -0-0 ti -a0 7.11-11 • r • Scale = 1:68.9 G 4x4 = 6.0-0 a -oro ri N2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.04 H -K >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.12 H -K >619 180 7777 Greenback Lane BCLL 0.0 '.. Rep Stress Incr YES WE 0.00 Horz(TL) -0.01 G n/a n/a Citrus Hat Ms CA 95610 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 50 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. All bearings 0-1-8 except (jt=length) G=Mechanical, B=0-5-8, H=Mechanical, C=0-3-1. (lb) - Max Horz B=459(LC 8) Mex Uplift All uplift 100 Ib or less at joints) G, F except C=-195(LC 8), 0=-101(LC 8), E=-103(LC 8) Max Grav All reactions 250 Ib or less at joint(s) G, H, D, E, F except B=377(LC 18), C=305(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-449/210, C -D=-282/114 NOTES 12 ~ 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS BUTTE COUNTY(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 BUILDING DIVISION 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs i� DIVISION non -concurrent with other live loads. P P R OqNF69 E D 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. „ 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E, F. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, F except (R=1b) Q�O� ESSIO/l/gC C=195, D=101, E=103. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joird(s) C, D, E, F. � O N 10 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. U C 76428 z � o * EXP. 12/31/2016 m CIVIL �P T�3FOFCP'ilk February 16,2016 ® WARNING - Vadfy deslgn parameters and READ NOTES ON THIS AND INCLUDED W TEK REFERENCE PAGE lw1.747J rev. 10/09/1016 BEFORE USE. Design valid for use only vAth Mrrek® connectors. This design is based only upon parameters shown, cnd Is for an Individual building component, not ITS I' - a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTpik� is always required fcr stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/1PI1 Quality CrBeda, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Infonnalion available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Hat Ms CA 95610 i Y Y �• - t T' i tiY • • SYSTEMS PLUS LUMBER CO, " ANDERSON, CA �' - 7.640 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:51:04 2016 Pagel 'r y ID:7y8in7jN67nlOjBkQK3daEzySFs-_v3v09SpKjzjPvzTH3lPzMy4FQdeavLAK52RdizkWSr �3-0-3.. i &0.0- 'r-�y 3-0-3! '� td • .' r h • i# S - - �. 1 Scale = 1:42.1 - 2x4 11 • • y'. • 1 C •I , i r 10.00 12 _•y _ .,. , _ , • - 3x8 �i q — HUS26 E { f 3x4 — 3x4 I I 3x5 . •. � ,� .. ,+ ' 3 6.0.0 � : , • • „ ,. s •+. ,'.. 3 2-11-13 - LOADING (psf)' SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft . Ud •` PLATES GRIP ' TCLL 20.0 " Plate Grip DOL- 1.15 TC 0.04 Vert(LL) -0.00 F >999 240 MT20 • 220/195 (Roof Snow=20.0) Lumber DOL- 1.15 BC 0.21 Vert(TL) -.-0.02 E -F >999 180 1 F TCDL 15.0. Rep Stress Incr - NO WB 0.43 Horz(TL) 0.00 E ., n/a n/a BCLL 0.0 BCDL 10.0 ' Code IBC2012fTP12007 (Matrix -M) s Weight: 98 Ib FT = 20% , LUMBER- ` BRACING• • r TOP CHORD • 2x6 DF SS G ' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF SSG 1 r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS_. (Ib/size) A=1182/0-5-8, D=25/Mechanical, E=1388/Mechanical J T + .r i Max Horz A=240(LC 8) r Max UpliftA=-7(LC 4), D=-53(LC 24), E=-265(LC 8) Max Grav A=1 182(LC 1), D=54(LC 16), E=1388(LC 1)1. FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown., TOP CHORD A -B=-1296/49 C +BOT CHORD A -J=-149/984, F- J=-1491984, F -K=-149/984, E -K=-149/984 ' WEBS B -F=-95/1511, B -E=-1335/202 NOTES- (13) 1) 2 -ply truss to be connected together with 10d (0.131"xW) nails as follows: . + Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply • - ' connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 { 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Q�OF E $$/C�qC ` '+ fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. • �Q ��ON I O y F� / 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, D except (jt=1b) =:E=265. 76428 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Z 11) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the Q left end to 4-0-12 to conned truss(es) to back face of bottom chord. , EXP. 12/31/2016 rn 12) Fill all nail holes where hanger is in contact with lumber. ,13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' •LOADCASE(S) StandardS'j C)U(L } 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 �TFOF CAI. Job - lTruss Truss Type � - Qty Ply . DAMS - .. a •-. +' 1 - a. 846578535 1512-088 � JOB � y J Jack -Open Girder •• '"' - 1 � , r Job Reference (optional) j ®WARNING -Verify design parameters and READ NOTES ON THISAND INCLUDED N9lEK REFERENCEPAGE 11967473 rev. i0/07/2018 BEFORE USE Design valid for use only with MiTek®connectors. This design Is based only upon parameters shown, and B for an Individual building component, not ��• , a truss system. Befo•e use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ,•v + Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 'MIT®k• fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI//Tell Quality criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane - Safety Infonnatlon available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22x14.109 CBnrs Hel Ms CA 95610' Job Truss Truss Type Qty Ply DAws a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall • 848578535 1512-088 JOB - Jack -Open Girder - 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:51:0412v 018 Pagge 2 t ID:?y8in7jN6?nlOj8kQK3daEzySFs-_v3vO9SpKjzjPvzTH3lPzMy4FOdeaLAK52RdizkNSr LOAD CASE(S) Standard Uniform Loads (plf) Vert: A -D=-70, E -G=-20 Concentrated Loads (Ib) " Vert: J= -968(B) K= -968(B) ; i F3R1TTE COUNTY ® WARNING - Vert/y design parameters AB and READ NOTES ON THIS AND INCLUDED TEK REFERENCE PAGE Affil -7473 rev. 10/0342016 BEFORE USE. • Design valid for use only with MTeM connectors. This design is based only upon parameters shown, and is for on individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bvikting design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crlteda, DSB-89 and BCSI BuOding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 - Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DAVIS in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=205.) 7777 Greenback Lane - Plate Grip DOL R46576536 1512.088 - J13 . Jack -Closed 4 1 Lumber DOL 1.15 BC 0.17 B -0.09 E -H >744 180 Job Reference (optional) bYb I tMb FLU, LUMtitK UU, ANUtKSUN, GA T 7,640a Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 13:51:04 2016 Page 1 ID:?y8in7jN6?nlOj8kQK3daEzySFs_v3v09SpKjzjPvzTH3lPzMy 9Qe8a?_AK52RdizkWSr -1-0-0 1-0-0 8-0.0 0-8-0 • Scale = 1:36.0 D 4 4x4 = 2x4 II LOADING (psf) • SPACING- �6 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=205.) 7777 Greenback Lane - Plate Grip DOL 1.15 _ r -0.03 E -H >999 240 MT20 220/195 BCDL 15.0 Lumber DOL 1.15 BC 0.17 B -0.09 E -H >744 180 BCLL 0'.0 A Rep Stress Incr YES 4x4 = 2x4 II LOADING (psf) • SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=205.) 7777 Greenback Lane - Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.03 E -H >999 240 MT20 220/195 BCDL 15.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 E -H >744 180 BCLL 0'.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 D n/a n/a BCDL ..:10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 37 Ib FT.= 20%, LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer • Installation uide. REACTIONS. (Ib/size) D=-251/Mechanical, E=596/Mechanical, B=304/0-5-8 Max Horz B=207(LC 51 Max UpliftD=-283(LC 16), E=-291 (LC 8) Max Grav D=152(LC 8), E=710(LC 16), B=305(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C -E=-621/311 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gatle end zone; cantilever left and right exposed ; end vertical left and richt exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7.10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; d= 1 • 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girders) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) D=283, E=291 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION Q�pFESSIO 00-, ON10 C 76428 z 0 EXP. 12/3112016 �m * ii/ oT CIVIL �rFOFCAC February 16,2016 ® WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. laW/2015 BEFORE USE • Design valid for use only with MTek19 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss-- Truss Type 1 - Qty 5-17 Ply DAVIS • r. �' ' ' r ` - - R46576537 1512-088 J14 Jack -Open •1 , . " V . - • - Citrus Heights, CA 95610. ` Job Reference (optional) JT J I CMJ ML LU.D=K Uu, A UCK6UN cA , - _ • - r.e4D s sepp Z9 ZO15 MITex Inaustrles, InC. Tue PeD 1e 13:51:05 2016 Page 1 ID:?y8in7jN6?nlOj8kQK3daEzySFs-S5dlcVSS505al3YfrmpeWaVDlq_6JSEJZIo 98zkWSq 6-0-0 _ 3.4.3 r r . t Scale: 1/4._1, • ,. ` I r . E * _ ' r S -`• 10.00 12 C,, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IllrrEK REFERENCE PAGE 8047473 rev. la(0=015 BEFORE USE. R ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not q a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall • , 1. ' r ` - .. ' � � •• i J .. • } , . .• . f i � , . " V . 7777 Greenback Lane - Suite 109 - • - Citrus Heights, CA 95610. ` •. y ~ f ';� • .. 4x4 = s' r - - .. 4 'T i of I ., - - . • B-0-0 „ • am y . • . TCL LOADING (Ps20.0 t SPACING- 2-0-0 j CSI. ' �, DEFL. in (loc) ,j/deft Ud PLATES GRIP ' (Roof Snow=20:0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.03 F -I >999 240 i MT20 •220/195 TCDL ' 15,0 Lumber DOL 1.15 SC 0.19 Vert(TL) -0.11 F -I >631 180 , 1' t' BCLL 0,0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 D n/a rt/a_, 'BCDL - 10.0 Code IBC2012/TP12007 (Matrix -M) £ • Weight:'38lb FT=20% 1� • *- LUMBER- BRACING- 1 . a TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 OF No. 1&Btr G .. 1 • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing , r be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8 except (jt=length) F=Mechanical, C=0-3-0, D=0-1-6. i (Ib) - . Max Horz B=311(LC 8) " • Max Uplift All uplift 100 Ib or less at joint(s) except C=-172(LC 8), D=-127(LC 8) y Max Grav All reactions 250 Ib or less at joint(s) F, D except B=345(LC 1), C=270(LC 16) ' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-257/153 NOTES- (12) rr 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS "' '^ 4 . right exposed; Lumber DOL=1.33 plate grip DOL=1:33 end =20.0 left and right exposed ; end VPart ASCE roofs 1.1Tv BUTTE COUNTY 2) TCLLI 7'10; Pfe psf (flat ow); Category 1; Exp Cr allly�Exptl Cl �C7� 1 i 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs _ ' non -concurrent with other live loads. — BUILDING VO DIVISION 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.'p� gip xv� y Q 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will A @k°�u�C�H, �+�i9 fit between the bottom chord and any other members. ` r ~ r 6) A plate rating reduction of 20% has been applied for the green lumber members. r r� 7) Refer to girder(s) for truss to truss connections. Y 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 Ib uplift at joint C and 127 Ib uplift at SOF Essjlo joint 10) Beveell ed plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. < . r OQ ��ONIO ' 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , lV G 76428 z 70 EXP: 12/31/2016 m IV ' - February 16.2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IllrrEK REFERENCE PAGE 8047473 rev. la(0=015 BEFORE USE. R ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not q a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall ` - • building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing, is MiTek• .1 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component .Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. , - 7777 Greenback Lane - Suite 109 - • - Citrus Heights, CA 95610. ` Job Truss Truss Type Qty Ply DAVIS PLATES GRIP ' Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.03 F-1 >999 240 R46576538 1512.088 J15 Jack -Open 4 1 BCLL '0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Job Reference (optional) arorcma r��a wmocrt vv, ruvuertaurv, cn /b4U a sep Lv Lu1D MI I eK Imus nea, Inc. 1 u0 YBD 1D 13:D1:UD LUlli Nage 1 ID:?y8in7jN6?nl0j8kQK3daEzySFs-SSdIcVSS505a13YfrmpeWeVD7q_CJSDJZIo 98zkWSq • r1-0.0 i 6-}0 8-11-15 6-0.0 2-11-15 P E Scale = 1:48.1 2x4 II • 4x4 = 1 6-0.0 6-0-0 " LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.03 F-1 >999 240 MT20 220/195 BCDL 15.0 Lumber DOL 1.15 BC 0.18. Vert(TL) -0.11 F -I >663 180 BCLL '0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 43 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WE 2x4 DF Stud/Std G . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 0-5-8 except (jt=length) F=Mechanical, C=0-3-0, D=0-1-9. (lb) - Max Horz B=302(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) except C=-184(LC 8), D=-106(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) F, D except B=340(LC 1), C=291(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (12) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25 ft; Cat. 11; Exp C; enclosed;'MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; C1= 1 ' 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs ®� A lT� BUTTE COUNT) non -concurrent with other live loads. 1 V 1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BUILDING ®IVISIC 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. APP 6) A plate rating reduction of 20% has been applied for the green lumber members. OCf IP"° 7) Refer to girders) for truss to truss connections. 1 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 Ib uplift at joint C and 106 Ib uplift at joint D. �OVESS/p/V 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 11) "Semi-rigid fixed heels" Member OQ ��. �� pitchbreaks with end fixity model was used in the analysis and design of this truss. �� oN►o y 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J C 76428 z 0 EXP.12/31/2016 * S1� CIV1l_ OF CALIF�� February 16,2016 ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE MI -7473 rel t a(=1201 fr BEFORE USE Design valid for use only with MOekO connectors. This design Is based only upon parameters shown, and is for on individual building component, not R 8 a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/11`I1 Quality CAledo, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyDAMS LUMBER- BRACING - � - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins, BOT CHORD 2x4 OF No. 1&BIT G except end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R46576539 1512-098 J18 Jack -Closed 1 1 Max Horz 6=237(LC 5) Max UpliftD=-16(LC 3), E=-220(LC 8) Max Grant D=2(LC 1), E=562(LC 16), B=315(LC 17) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 13:51:08 2016 Page 1 ID:?y8in7jN6?n1 0j8kOK3daEzySFs-wHBgpgT4sKDReD7rPUKt2n1 KhDKd2vUSoPXXibzkWSp -1-0.0 5-11-15 B-4-11 1.0-0 5-11-15 2-4-12 4x4 = 2x4 II Scale = 1:43.5 LOADING (psf), TCLL 20.0 (Roof Snow=20.0) TCLL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.43 BC 0.17 WB 0.00 (Matrix -M) DEFL. in (loc) I/deft Ud Vert(LL) -0.03 E -H >999 240 Vert(TL) -0.09 E -H >747 180 Horz(TL) 0.01 D n/a n/a PLATES GRIP MT20 220/195 Weight: 41 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins, BOT CHORD 2x4 OF No. 1&BIT G except end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. } MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) D=2/Mechanical, E=465/Mechanical, B=303/0-5-8 Max Horz 6=237(LC 5) Max UpliftD=-16(LC 3), E=-220(LC 8) Max Grant D=2(LC 1), E=562(LC 16), B=315(LC 17) FORCES. (lb) -i Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD )C -E=-473;239 NOTES- (10) 1 1) Wind: ASCE 7-10; Vult=,10mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS • • (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE Z-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=, BUTTE COUNTY 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurreniwith other live loads. BUILDING DIVISIO 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wiih any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will O VEE fit between the bottom chord and any other members, with BCDL = 10.Opsf. t 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint D and 220 Ib uplift at joint E. ) 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9,OFESSION,q ��ONIO 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. COQ J Co C 76428 7 A EXP. 12/31/2016 m * IV T'9T FOFCAl.1F t February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE WI -7473 rev. 1419=015 BEFORE USE. - R Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and is for on Individual building component, not a truss system. Befoie use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual inns web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/71`111 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. _ [ MiTek' 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 -e SYSTEMS PLUS LUMBER CO, .' ANDERSON, CA ! • • • 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:51:06 2016 Page 1 v _ - , ?".� 1 i ". ' '�; , f•' ♦ ID:7y8in7jN67n10j8kQK3daEzySFs-wHBgpgT4sKDReD7rPUKt2n1KgDKb2vUSoPXXibzkWSp - • • 'r: �,,. 5-11-15 _ .. 7.4.11 } ` ` 5-11-15 1-4-12 - I r • # C Scale = 1:38.8 2z4 II • r • B . ♦ . to �t'10.00[12 .t r r, F ti , .4 1� r b16 r `� ♦ * .4 . • '-3x5 t L + r H r 2x D • . 'j L _ s.r .+ ' 5.11-15 � { .. •" ,; r, •, .. .. Plate Offsets (X,Y)-- [A:OS-0,0-0-101: LOADING (psfj SPACING- '' 2-0-0 • CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.15 TC , 0.43 Vert(LL) -0.03 D -G >999 240 • MT20 � • 2201195 "'• ' (Roof Snow=20.0) Lumber DOL 1.15 BC 0.17 Vert(TL) 0.10 D -G >733 180 + ti TCDL 15.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01' C nla nla + `i BCLL . 0.0 ' Code IBC2012ITP12007 (Matrix -M) ` Weight: 36 Ib FT = 20% + BCDL 0 LUMBER- ; BRACING- TOP CHORD 2x6 DF SS G _ r TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins, �aBOT CHORD 2x4 DF No.1&Btr G. _ except end verticals. _ WEBS • 2x4 DF Stud/Std G ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . MiTek recommends that Stabilizers and required cross bracing r -' + �+ t • -, • ' . be installed during truss erection, in accordance with Stabilizer •' ^ Installation guide. ' • REACTIONS. (Ib/size) A=224/0-5-8, C=-102/Mechanical, D=508/Mechani6al j Max Horz A=206(LC 5) , f Max UpliftC=-116(LC 16), D=-238(LC 8) r Max Grav A=255(LC 17), C=57(LC 8), D=609(LC 16) •. FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -D=-519/257 r NOTES- (9) a 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vascl=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS r. (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 pp 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 r DUTY C COU p t� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A e , I,V p 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will :r 'BUILDING D IV) SIOI fit between the bottom chord and any other members, with BCDL = 10.Opsf. t - 5) A plate rating reduction of 20% has been applied for the green lumber members. �$ 6) Refer to girder(s) for truss to truss connections.. r + �: Q' ` 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 Ib uplift at joint C and 238 Ib uplift at f r joint D. FESSIOA/ „ .8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. r9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co., `ON [� co U G 76428 z EXP. 12/3112016 ^� •• f'•.- •l � a .•r V f, ai + + 4 C . , 1 w V � i A. • r s'T9r CI k. FOFCA&F • ' J February 16.2016 Job Truss Truss Type � •. Qty. Ply 848578540 1512-088 � [ Jt7 Jack -Closed • � 1 • P1 Job Reference (optional) ®WARNING • Vedryr design parameters and READ NOTES ON THIS AND INCLUDED 114rEK REFERENCE PAGE MII-7473 rev. 10/03I1016 BEFORE USE. - Design valid for use only with MTek® connectors. This design Is based only upon parameters shaven, and Is for an individual building component, not �[��• •S - a buss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall • building design. Bracing indicated is to prevent buckling of individual inns web and/or chord members only. Additional temporary and permanent bracing r MIT®K• is always required for stability and to prevent collapse with possible personal injury and property darcage. For general guidance regarding the • _ -fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPll Quality CrBeda, DSB-89 and BC51 Building Component - _ 7777 Greenback Lane Safety Information available from Two Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 " ' Cbrus Mel Ms CA 95610 - Job Truss Truss Type Qty PlyI DAVIS ' TCLL 20.0 SPACING- 2-0-0 R48578541 1512-088 J18 Jack -Closed 1 1 TC 0.43 Vert(LL) -0.03 D -G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 Job Reference optional SYSTEMS PLUS LUMUFR CO, ANDERSON, CA 7.540 s Sep 29 2015 MTek Industries, Inc. Tue Feb 16 13:51:05 2016 Page 1 ID:?y8in7jN6?nlOj8kQK3daEzySFs-wHBgpgT4sKDReD7rPUKt2n1 KYDKZ2vUSoPXXibzkWSp 5-11-15 1 5.11.15 0.4-1 • r Scale = 1:34.8 1vd N C D 3x5 = 2x4 11 ' ` 5-11-15 ! Plate UTTSeTS (A,T)— tA:V-b-V,V-U-bj R LOADING (psf) a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.03 D -G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.10 O -G >713 • 180 BCU_ 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 C n/a n/a BCDL 10-0 Code IBC2012ITP12007 (Matrix -M) Weight: 33 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins, BOT CHORD 2x4 DF No.18Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=232/0-5-8, C=-366/Mechanical, D=694/Mechanical Max Horz A=189(LC 5) Max Uplift C=-408(LC 16), D=-348(LC 8) Max Grav A=255(LC 17), C=223(LC 8), D=815(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2791142, B -D=-724/366 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vesd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 BUTTE COUNT 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BUILDING DIVI)SR 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf.U Cil 5) A plate rating reduction of 20% has been applied for the green lumber members. Ar 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 408 lb uplift at joint C and 348 Ib uplift at joint D. �OFESS1014�� 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. =��P�� ONTO 6 C 76428 -7 M a EXP. 12/31/2016 m ii 10, yTFOF`CA FC February 16,2016 ®WARNING - Vedly design parameters end READ NOTES ON THIS AND INCLUDED 111"EK REFERENCE PAGE Wk. 473 rev. 10/0.7/Z016 BEFORE USE. R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MST®k' Is always required fcr stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. Suite 109 Citrus Hei Ms CA 95610 0 Job Truss Truss Type Qty Ply DAMS " - -, iii LOADING (psi) 848578542 1512-088 J19 Half Hip - - + 1 1 TCLL 20.0 SPACING- 2-0-0 CSI. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. DEFL. in (loc) I/defl L/d Job Reference (optional) STS I tMS VLUS LUMt3til UJ, • ANUtHSUN, UA r.S40 s Sep Z9 zu1D MIIex 1naustnes, Inc. due t-eD lb 13:bl:ur zoib Nag e 1 ID:7y8in7jN67nlOjskQK3daEzySFs-PUk21 AU ideLIGNil yBr6b78XhdllnL5c13H5E 1 ZkW$0 5-11-15 • 2-7-3 2-3-5 810 0-8.13 Scale = 1:31.3 4x4 = 3x4 = 2x4 II E 2x4 3x8 = Max UpliftA=-9(LC 8), E=-78(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-286/13, D -E=-323/71 WEBS D -F=-50/253 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vesd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Provide adequate drainage to prevent water ponding: 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint A and 78 Ib uplift at joint E. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 Ib down and 37 Ib up at 5-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. • 7 LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -C=-70, C -D-70, E -H=-20 Concentrated Loads (lb) Vert: K=-92 BUTTE COUNTY BUILDING DIVISION APP" b E® Q�pFESS10Ngl ONI O tiF F2c C 76428'Pz2� O * ary EXR . 12/31/2016 TFOF CALIF® February 16,2016 ®WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED 811TEK REFERENCE PAGE MP7473 rev. fa,=015 BEFORE USE �* •0- 4.10.9 1-10-8 5- -15 1-1-8 Plate Offsets (X,Y)— (A:0-2-1,0-1-81 a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall iii LOADING (psi) building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the TCLL 20.0 SPACING- 2-0-0 CSI. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.00 G >999 240 MT20 220/195 TCLL 15.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 F -G >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 E n/a n/a Code IBC2012ITP12007 - (Matrix -M) Weight: 48 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins, BOT CHORD 2x4 OF No. 1&Btr G except end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing " be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) A=269/0-5-8, E=349/Mechanical Max Horz A=147(LC 7) Max UpliftA=-9(LC 8), E=-78(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-286/13, D -E=-323/71 WEBS D -F=-50/253 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vesd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Provide adequate drainage to prevent water ponding: 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint A and 78 Ib uplift at joint E. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 Ib down and 37 Ib up at 5-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. • 7 LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -C=-70, C -D-70, E -H=-20 Concentrated Loads (lb) Vert: K=-92 BUTTE COUNTY BUILDING DIVISION APP" b E® Q�pFESS10Ngl ONI O tiF F2c C 76428'Pz2� O * ary EXR . 12/31/2016 TFOF CALIF® February 16,2016 ®WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED 811TEK REFERENCE PAGE MP7473 rev. fa,=015 BEFORE USE �* Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and is for an individual building component, not [��' a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall iii building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/1PI1 Quality Cdteda, DSB-89 and BCS/ Building Component , 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DAVIS TCLL 20.0 SPACING- 2-0-0 R46576543 1512-088 I K01 California Girder - 1 Z Job Reference (optional) brb i tMb FLUb LUMetK UL), ANutK50N, CA _ 7.640 s Sep 28 2015 MRek Industries, Inc. Tue Feb 16 13:51:08 2016 Page 1 ID:?y8in7jN6?nlOj8kQK3daEzySFs-tglQEVW KOxT9uXH E WVML8C7mr1 OS WmQIFjOefnTzkWSn 1-0-0 5.8.15 0-0-1 3.0.14 3-10.14 3-0.14 0.4- 2 5.8.15 1-0.0 IScale = 1:40.8 5x8 \\ • ' 2x4 11 3x8 = 5x6 = 3x4 = 2x4 II - - 3x8 = 2.4 II 3x4 = 3x4 = 4 NAILED NAILED NAILED NAILED 5-8-15 9-0.9 12-11-7 18.5-1 22-0-0 uu [� 6 LOADING (psf); TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20A) Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.02 J -K >999 240 MT20 220/195 TCLL 15.0 Lumber DOL 1.15 BC 0.15 Vert(TL) -0.06 J -K >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.02 G n/a n/a Code IBC2012/TP12007 (Matrix -M) Weight: 308 Ib FT = 20% BCDL 0 LUMBER- BRACING - TOP CHORD 2x6 DF SS G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) E=1738/0-5.8, G=1805/0-5-8 Max Horz 8=134(LC 7) Max UpliftB=-283(LC 8), G=-362(LC 9) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2060/367, C -D=-1913/443, D -E=-1913/443, E -F=-1571/412, F -G=-2113/493 BOT CHORD B -T=-329/1565, T -U=-329/1565, M -U=-329/1565, M -V=-330/1552, L -V=-330/1552, K -L=-330/1552, K -W=-556/2006, W -X=-556/2006, J -X=-556/2006, J -Y=-556/2006, ,Y -Z=-556/2006, I -Z=-556/2006, I -AA= -334/1565, AA -AB= -334/1565, G -AB= -334/1565 WEBS C -M=0/434, C -K=-311/613, E -J=-302/410, E -I=-730/366, F-1=-294/1035 NOTES- (16) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords` connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.D psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 Ib uplift at joint B and 362 Ib uplift at joint G. I 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 17-10-8 oc max. starting at 240-12 from the left end to 19-11-4 to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. BUTTE COUNTY BUILDING DIVISION oQ�Of ESS/o/v ONIO 6 C 76428 -7 * er EXP. 12/31/2 6 N OFCALIFO��\P February 16,2016 ® WARNING - Varfry design parameters and READ NOTES ON THIS AND INCLUDED BOTEK REFERENCE PAGE 1141.7473 rev. 104=015 BEFORE USE R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component. not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• Is always required for stability and to prevent collapse Win possible personal injury and property damage. For general guidance regarding the fabrication. stcrage,�delivery. erection and bracing of trusses and truss systems, see ANSI/TP1I Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 - f SYSTEMS PLUS LUMBER CO, - ANDERSON, CA • 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:51:08 2016 Page 2 • . ID:?y8in7jN6?nlOj8kQK3daEzySFs-tglQEVVVKOxTguXHEWvML8C7mr1OSWmQIFjOemTzkWSn NOTES- (16) 15) Hanger(s)or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 238 Ib down and 232 Ib up at 11-11-4, and 233 Ib down and 226 Ib up at 13-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. • LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-70, C -F=-70, F -H=-70, N -Q=-20 Concentrated Loads (lb) Vert: L=-41(F'i T= -237(F) U= -163(F) V= -36(F) W= -41(F) X=-236 Y=-232 Z= -36(F) AA= -163(F) AB= -237(F) r: • , - a . t Job Truss Truss Type Qty Ply - DAVIS , ' R46578543 1512-088 K01 California Girder 2 Job Reference optional) 1 Bl„ ITTE� COUN'T'Y r ®WARNING - Verfly design Parameters and READ NOTES ON THIS AND INCLUDED WTEN REFERENCE PAGE A01.7473 rev. 1010312015 BEFORE USE. R Design valid for use only with Mitek® connectors. This design is based only upon parameters shown. and is for on Individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall - building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M T IB 1•R' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei Ma CA 95610 Job ; Truss Truss Type Qty Ply DAVIS1 LOADING (psfj 848578544 1512-088 [ K02D CALIFORNIA 1 1 (Roof Snow=20.0) S TC 0.21 Vert(LL) 0.03 H -N >999 240 MT20 220/195 TCDL 15.0 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 16 13:51:09 2016 Pagge 1 I ID:?y8in7jN6?nlOj8kQK3deEzySFs-LssoRsVy9Fb?WgsQ4cteg0fulRK?FDrvUNmCJwzkWSm 5 5 j 1.0.0 7-6-15 0-4-1 6-0.10 A 12 7-6-15 5x8 \\ 8x8 = t 8x8 = 2x4 II "xO — 3x4 = , 8x6 = Scale = 1:42.7 LIZ. 1 7515 14-5-1 22-0-0 748-15 8_10-2 7$•15 Plate Offsets (X,Y)—[8:0-3-0,0-2-101,[D:0-2-4,0-2-12) [E:0-3-0,0-2-101 LOADING (psfj TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.03 H -N >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.08 H -N >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.02 E n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 137 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins. BOT CHORD 2x6 OF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G WEBS 1 Row at midpt C -F {j MiTek recommends that Stabilizers and required cross bracing j be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) E=1040/0-5-8, B=1105/0.5-8 Max Horz B=167(LC 25) Max Uplift E=-1 242(LC 33), B=-1255(LC 30) Max Grav E=1875(LC 20), B=1946(LC 21) FORCES. (lb) fMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2575/1779, C -D=-1363/842, D -E=-2509/1751 BOT CHORD B -O=-1453/1838, H-0=-881/1481, G -H=-420/1181, G -P=-394/1108, F -P=-63911362, ,F -Q=758/1393, E -Q=-1282/1751 WEBS 'C -H=-20/355, C -F=-538/497, D -F=-301/537 i C {�' BUTTE COUNTY V TY NOTES- (12) BUILDING 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS DIVISION - (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 APPROWEDD 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F ESS Nq 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will 'bottom �� ) ON' O fit between thechord and any other members, with BCDL = 10.Opsf. �� 7) A plate rating reduction of 20% has been applied for the green lumber members. Provide 8) mechanical connection (by others) of truss to bearing plate capable of withstanding 1242 Ib uplift at joint E and 1255 Ib uplift at [(/ joint B. 1 Q C 76428 z 9) This truss has been designed for a total drag load of 3000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-0-0 for 136.4 plf. "Semi-rigid 6y EXP. 12/31 /2 6 ^� 10) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. N * 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 95 Ib down and 120 to up at 11-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineeringis void unless truss is fabricated by Systems Plus Lumber Co. �,9TFOF LOADCASE(S)Standard CA`1FO��P February 16,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE MP7473 rev. f0/OSR015 BEFORE USE. R Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Indlviduai truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, OSB -89 and SCSI BuBding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Sults We r 4 Job t Truss Truss Type Qty Ply DAVIS ' 848578544 1512.088 ' K02D CALIFORNIA f 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 MRek Industries, Inc. Tue Feb 18 13:51:09 2016 Page 2 . ID:?y8in7jN6?nlOjBkQK3daEzySFs-LssoRsVy9Fb?WgsQ4ctag0fulRK?FDrvUNmCJwzkWSm LOAD CASE(S) Standard 1) Dead + Show (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-70, C -D=-70, D -E=-70, I -L=-20 Concentrated Loads {Ib) Vert: P=-95 7 r k ® WARNING -Vert design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mlek@ connectors. This design is based only upon parameters shown, and is for an individual building component. not• a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall i•�s .building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSlITP11 QualBy Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. i. M iTek• , 7777 Greenback Lane ! Suite 108 Citrus Heights, CA 95610 i Job i Truss Truss Type , Qty Ply DAVIS ( - _ TCLL 20.0 SPACING- 2-0-0 R46576545 1512.088 � K03 California 1 1 TC 0.07 / J -L >999 240 MT20 220/195 TCLL 15.0 Lumber DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.840 s Sep 29 2015 Mrrek Industries, Inc. Tue Feb 16 13:51:10 2018 Page 1 ID:9yBin7jN67nI0j8kQK3daEzySFs-p3QBfCWawZks7gRceKOpDdCSCrhe f02j1VIrMzkWSI 49-10 4-9-5 N14 -V2 2-0.10 OM'2 4-9-5 4-9-10 5xB \\ 5x8 = 3x5 — 2x4 II 3x6 = 3x4 = 3x8 = 2x4. 11 3x4 = 4-9-10 9-6-15 12-5.1 17-2.8 22-0-0 .4,9.10 4-9-5 2-10.2 4.9-10 Scale = 1:50.6 Plate Offsets (X,Y)—[8:0-5-0,0-0-61,[E:0-3-0,0-1-141,[G:0-2-1,0-1-81 �* LOADING (psfj Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not e�• - a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.02 J -L >999 240 MT20 220/195 TCLL 15.0 Lumber DOL 1.15 � BC 0.17 Vert(TL) -0.07 J -L >999 180 BCLL ' 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.04 G n/a n/a 10 Code IBC2012/TPI2007 (Matrix -M) Weight: 153 Ib FT = 20% LUMBER- j BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G WEBS 1 Row at midpt D -I i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) G=988/Mechanical, 8=1062/0-5-8 Max Horz B=207(LC 5) Max UpliftG=66(1_C 9), B=-89(LC 8) t FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD +B -C=-1294/95, C -D=-980/142, D -E=-675/155, E -F=-982/142, F -G=-1296/95 BOT CHORD I B -L=-116/952, K -L=-116/952, J -K=-116/952, J -S=-12/682, 1-S=-12/682, H-1=-5/924, �G-H=-5/924 WEBS C -J=-351/168, D -J=-64/334, E -I=-63/361, F -I=-379/178 NOTES- (11) , 1) Wind: ASCE 7,10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wHh any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib uplift at joint G and 89 Ib uplift at joint B. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 'BUTTE COUNTY � BUILDING DIVISION APPIrf I Q�OF Es ft/v � ONIO C 76428 Z 1;0 D EXP. 12/31/2016 �m February 16,2016 ® WARNING - VeIKy design parameters and READ NOTES ON THIS AND INCLUDED MTrEK REFERENCE PAGE 591.7473 rev. 10/03/2015 BEFORE USE �* Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not e�• - a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall i•�` building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage; delivery, erection and bracing of trusses and truss systems, see ANSI/rPll QualBy CrIfedo, DSB-09 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply DAVIS 41 February 16,2016 4x5 = - 846576546 1512.088 1 K04 Common - - 1 1 building design. Bracing Indicated Is to prevent buckling of Indlvldual truss web and/or chord members only. Additional temporary and permanent bracing 1 MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component - Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. - 7777 Greenback Lane Sulte 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, i 1� I 1 I 1 •�- I ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:51:10 2016 Page 1 ID:?y8in7jN6?n lOjBkQK3daEzySFs-p3QBfCWawZks7gRceKOpDdC5vre6_fz2jl VlrMzkWSI 01-0-0 +s-7-15 11-0-0 , 16-0-1 22-ao 1.0-o sa-ts 5x8 = d Scale = 1:60.5 LUMBER- t BRACING - TOP CHORD 2k6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2ppp0 DF Stud/Std G Mirecommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) F=988/Mechanical, B=1062/0-5-8 Max Horz B=232(LC 7) Max UpliftF=-70(LC 9), B=-91(LC 8) Max Grav F=1006(LC 17), B=1075(LC 16) t FORCES. (lb) ;Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD ;B -C-1279/122, C -D=-1180/229, D -E=-1186/233, E -F=-1280/122 BOT CHORD B -P=-133/1047, P -Q=-133/1047, I -Q=-133/1047, I -R=0/685, H -R=0/685, H -S=0/685, G -S=0/685, G -T=-27/932, T -U=-27/932, F -U=-27/932 WEBS D -G=166/644, E -G=-380/255, D -I=-162/635, C -I=-374/252 NOTES- (10) , 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has.been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 Ib uplift at joint F and 91 Ib uplift at joint B. i 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE C®U.I Q�OFESSIONq, ONIO CO y�'P RC2 C 76428 z EXP. 12/31/2016 BUILDING DIVI;;i� isj--c(viIL 4x5 = 3x4 = 3x6 = 3x4 = February 16,2016 4x5 = r I . 7-5-5 7 -SS , 14-6-11 7-1-8 a truss system. Before use, the building designer must vedly the applicability of design parameters and properly Incorporate this design Into the overall 22-0.0 7-St5 building design. Bracing Indicated Is to prevent buckling of Indlvldual truss web and/or chord members only. Additional temporary and permanent bracing Plate Offsets (X,Y)— [B:0 -0 -0.0 -0 -41,[F:0 -0-0,0-Q-4] MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component - Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. - 7777 Greenback Lane Sulte 109 LOADING (psf) r TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES ' GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.08 G-1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.16 G-1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 F n/a n/a Code IBC2012rTP12007 (Matrix -M) Weight: 134 Ib FT = 20% LUMBER- t BRACING - TOP CHORD 2k6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2ppp0 DF Stud/Std G Mirecommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) F=988/Mechanical, B=1062/0-5-8 Max Horz B=232(LC 7) Max UpliftF=-70(LC 9), B=-91(LC 8) Max Grav F=1006(LC 17), B=1075(LC 16) t FORCES. (lb) ;Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD ;B -C-1279/122, C -D=-1180/229, D -E=-1186/233, E -F=-1280/122 BOT CHORD B -P=-133/1047, P -Q=-133/1047, I -Q=-133/1047, I -R=0/685, H -R=0/685, H -S=0/685, G -S=0/685, G -T=-27/932, T -U=-27/932, F -U=-27/932 WEBS D -G=166/644, E -G=-380/255, D -I=-162/635, C -I=-374/252 NOTES- (10) , 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has.been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 Ib uplift at joint F and 91 Ib uplift at joint B. i 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE C®U.I Q�OFESSIONq, ONIO CO y�'P RC2 C 76428 z EXP. 12/31/2016 BUILDING DIVI;;i� isj--c(viIL APP': :, �rFOFCAI�FO February 16,2016 t ® WARNING - VeAry design and READ NOTES ON THIS AND INCLUDED W EK REFERENCE PAGE 11171.7473 parameters rev. 10/0312015 BEFORE USE Design valid for use only with MRek9 connectors. This design Is based only upon parameters shown, and is for an individual building component not R e- a truss system. Before use, the building designer must vedly the applicability of design parameters and properly Incorporate this design Into the overall s building design. Bracing Indicated Is to prevent buckling of Indlvldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component - Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. - 7777 Greenback Lane Sulte 109 Job Truss Truss Type } ,. Qty Ply DAVIS r . t l• . , a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall R46576547 1512-088 SC1 1 Jack -Open -'• 14 1 - ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314: •. - -` Suite 109 - - Job Reference (optional) Z-1— MUA LUMOMK UV_ mucKSUN, l A1. /,e4u s Sep z9 zulb MI I eK Inaustrles, InC. TUB Fen 18 13:51:11 2016 pa g 1 ID:?y8in7jN67nlOj8kQK3daEzySFs-HF ZsYXChssjl ?pB1w2lrkHbEOsjAjCyhFlNozkWSk 0 1-ao 1.11-11 5 , Scale= 1:16.2 C ► ' 10.00 12 " • � 1. 18 A + r 3x4 = F•Iate onsets (X.Y)— lld:U-4-U,U-U-51 LOADING (ps20.0 ' TCSPACING- 2-0-0 'CSL DEFL. in (loc) I/deft L/d' t, PLATES GRIP (Roof Snow=20.0) Plate Gnp DOL• 1.15 TC 0.03 Vert(LL) -0.01 D >999 240 `7 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC. 0.23, Vert(TL) -0.02, D >999 180 a BCLL - 0.0 + Rep Stress Incr YES WB 0.00 Horz(TL) „ 0.00 B n/a n/aBCDL + 0 Code IBC2012ITP12007 > (Matrix -M) , Weight: 12 Ib _ FT = 20% LUMBER- BRACING- TOP CHORD 2x6 DF SSG 'A TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. -BOT CHORD 2x4 DF Stud/Std G t BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , 1 , ! MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer, • Installation guide. REACTIONS. • (Ib/size) C=71/Mechanical, B=176/0-5-8 + ; Max Horz B=88(LC 8) Max UpliftC=-35(LC 8), B=-11(LC 8) a i Max Grav C=80(LC 16), B=187(LC 14) . r FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 r • NOTES- (10) ± r 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; C1= 1 w 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs, , non -concurrent with other live loads. , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1, 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will y + fit between the bottom chord and any other members. , 6) A plate rating reduction of 20% has been applied for the green lumber members. r ' 7) Refer to girders) for truss to truss connections. " 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint C and 11 Ib uplift at joint x B.' 4- ,ofESS/O/V 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q r10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. (`� P�(ON IO tiF 2C 76428' z BUTTS COUNTY Q ,� EXP. 12/31/2016 y R I r ` BUILDING ®IiflS&! • ®p L4 APPRO l4' ED 19� 0 VIL FOFCAL� February 16.2016 SUPPORT BY OTHERS', 1-11.11. 2_ 0 1-11-11 04r, ® WARNING - VeMy design parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE A91.7471 rev. 10/01/1016 BEFORE USE -_ t Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not l• . , a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing • ' MiT®k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quallty CrBeda, DSB-89 and SCSI Building Component 7777 Greenback Lane ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314: •. - -` Suite 109 - - '' Citrus Heights, CA 95610 Job Truss Truss Type Qty_ ' a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall DAVIS ' N Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI BuBding Component 846578546 1512-088 SC2 - Monopitch 14 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Feb 16 13:51:112016 Page 1 ID:7y8in7jN67nlOjBkQK3daEzySFs-HF ZsYXChssjl 7pB1w2irkHHElyjAjCyhFlNozkWSk r -1-0.0 2-0.0 3-11-11 r 1-0.0 Scale = 1:25.0 C LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=116/0-3-8, B=224/0-5-8, D=38/Mechanical Max Horz B=146(LC 8) Max UpliftC=-87(LC 8), D=-13(LC 8) Max Grav C=129(LC 16), B=224(LC 1), D=42(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ib uplift at joint C and 13 Ib uplift at joint D. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY ' BUILDING DIVISION AVED MPPRO" V Q�OFESSIO)ygq ON10 J 6 C 76428 z X o * EXP. 12131/2016 m vTFOF� F� February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE W14473 rev. lal=016 BEFORE USE. * N 10.00 1 y ' a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ii�oBeR A building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ' N ' - r y A B . 3x4 = D - 2 -0 - o -Plate Plate Offsets (X,Y)— [B:0-2-1,0-1-81 LOADING (psf) TCLL 20.0 SPACING,- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 G >999 240 MT20 220/195 TCDL 5.0 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.00 D -G >999 180 BCLL • Rep Stress Incr YES WB 0.00 Horz(TL) . -0.00 C n/a n/a Code IBC20121TP12007 (Matrix -M) Weight: 17 Ib . FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=116/0-3-8, B=224/0-5-8, D=38/Mechanical Max Horz B=146(LC 8) Max UpliftC=-87(LC 8), D=-13(LC 8) Max Grav C=129(LC 16), B=224(LC 1), D=42(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ib uplift at joint C and 13 Ib uplift at joint D. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY ' BUILDING DIVISION AVED MPPRO" V Q�OFESSIO)ygq ON10 J 6 C 76428 z X o * EXP. 12131/2016 m vTFOF� F� February 16,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE W14473 rev. lal=016 BEFORE USE. * Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ii�oBeR A building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ' Citrus Heights, CA 95610 t I . Job Truss Truss Type Qty Ply DAVIS e- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall r R48576549 1512.088 Vol - , Valley 1 1 fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality CrBerfa, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314-. - Job Reference (optional) bTb I tMb MUb LVMUtK LV, ANUtKSVN, UA /.540 a Sep 29 Zulb MI I eK Inaustnes, Inc. I ue i-eo lb 13:b1:1Z Zul6 Pegg 1 ID:?yBin7jN6?nlOj8kQK3daEzySFs-IRYx4uYrSA_eNBa?IkRH 12HPVeP IScHLAL_svEzkWSj I' 4-2-5 4.2.5 2x4 11 Scale = 1:20.7 C E D / 2x4 ii - 2x4 II 2x4 11. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP N TCLL 20.0 Plate Grip DOL1.15 TC 0.15 Vert(LL) n/a n/a 999 MT20 2201195 (Roof Snow=20.0) Lumber DOL 1.15 ' BC 0.03 Vert(TL) n/a n/a . 999 TCDL 15.0 Rep Stress Incr YES WB' 0.04 Horz(TL) -0.00 D n/a n/a 1 BCLL 0.0 BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 18 Ib FT = 20% r (` LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins, except BOT CHORD 2x4 OF No.2 G end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS. (lb/size) A=54/4-2-5, D=69/4-2-5, E=205/4-2-5 Max Horz A=111(LC 5) Max UpliftA=15(LC 4), D=-29(LC 5), E=-88(LC 8) ' Max GravA=85(LC 16), D=83(LC 15), E=221 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7j Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint A, 29 Ib uplift at joint D and 88 Ib uplift at joint E. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q�0 F ESSI 0�q` 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ON10 CO Q' C 76428 z of0 BUTTE COUNTY * 70 � EXP: 12/3112016 "7 tSUILDING DIIV®IS ON IV MPPRu" l4 EU T�rFOFCAC.IF February 16,2016 ®WARNING -Vedry design parameters and READ NOTES ON THIS AND INCLUDED M7 MK REFERENCE PAGE MP7473 rev. 1010312015 BEFORE USE. R Design valid for use any with MlleW connectors. This design is based only upon parameters shown, and is for an individual building component, not e- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality CrBerfa, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314-. - Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type . Qty Ply DAVIS LOADING (psf) TCLL 20.0 SPACING- 2-0-0 • DEFL. in (loc) I/deft Lid � 848576550 1512-088 V02 Valley 1 1 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a 999 Citrus Heights, CA 95610 Job Reference (optional) aroi oma r�uo wmocrt vu, , ruvucrtaurv, u„ /.ti4U 6 AeP Ltl LV 711 MI I Bx maUSinee, IAC. I ee YBa ltl 1:1:111:1! 21, 11 Y89a 1 ID:?y8in7jN6?nlo8kQK3daEz ySFs-IRYx4uYrSA_BN8a91kRH12HRJePNSczLAL svEzkWSj 2.2.5 .2-2-5 Scale = 1:12.2 2x4 II e C. ' .. 2X4 2X4 II f Design valid for use only with MiTek40 connectors. This design Is based only upon parameters shown, and is for on individual building component, not PLATES GRIP LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Lid r (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a 999 Citrus Heights, CA 95610 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCD! 10.0 Code IBC2012frP12007 (Matrix) Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins, except BOT CHORD 2x4 DF No.2 G end verticals. WEBS 2x.4 DF SludiStd G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) A=74/2-2-5, C=74/2-2-5 r Max Horz A=50(LC 5) Max UpliftC=-22(LC 8) Max Grav A=75(LC 16), C=84(LC 15) • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle_ 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 Ib uplift at joint C. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESSIONq` ON10 yF4 cu c� J C 76428 EXP. 12/31/2016 ^7 { BUTTE COUNTY * BUILDING DIVISION civic rt .P9TFOFCAU �!F�� February 16.2016 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED WTEN REFERENCE PAGE M11-7479 rev. 10/0712018 BEFORE USE. �w Design valid for use only with MiTek40 connectors. This design Is based only upon parameters shown, and is for on individual building component, not [� ��• a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- - Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erecfbn and bracing oftrusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 - Citrus Heights, CA 95610 Symbols PLATE LOCATION AND ORIENTATION 14- 3/ ' Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth.TOP 011 - 16 For 4 x 2 orientation, locate Numbering System b-4 8 dimensions shown in 114rmixteenths (Drawings not to scale) 1 2 3 CHORDS c1z cza 4 o WEBS cza of u O p � �" U a- ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 9 1 rY LU 1. Additional stability bracing for truss system, e.g. j diagonal or x -bracing, is always required. See BCSI. O � 0. 2. Truss bracing must be designed by an engineer. For C) wide truss spacing, individual lateral braces themselves 0 may require bracing, or alternative Tor I LU Z bracin should be considered. g (� 3. Never exceed the design loading shown and never 'J stack materials on inadequately braced trusses. m 4. Provide copies of this truss design to the building m designer, erection supervisor, property owner and ' c7 -e c6.7 CS -6 plates 0 -'Ad' from Outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC -ES Reports: The first dimension is the plate - 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR -131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362,, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise Shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. - if indicated. Lumber design values are in accordance with ANSI/TPI 1 ` section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �_Q 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ — -- .--�---• ANSI/TPI1: National Design for Metal— — - -- LL-' 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with - Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria Installing & Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ' • ter. f, � 4 .fi r. � • • J + •` y _ � � ," • -Mffek"'' MiTek USA, Inc. s ` _ 7777 Greenback Lane L y» Suite 109 r • Citrus Heights, CA, 95610 �' . r •_ Telephone 9161676-1900 Re: .1512-088 Fm 916.1676-1909 ` 'DAVIS „ The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based'on the parameters provided by Systems Plus Lumber: Pages or sheets covered by this seal: R46939303 thru R46939303 - 'My license renewal date for the state of California is December 31, 2017. » Lumber design values are in accordance with ANSI/TPI 1 section 6.3 w y These truss designs rely on lumber values established by others. - 'PERMIT# B'TTkaOONTYr�EVEaQ.PMENTSERVICES ' VIEVVED FOR y• CODE IV�iPLIAIVCE r DATE_:. /t {{6 W BY _ �pRpFESS/p REVIEWED: Q • FOR CODE COMPLIANt.-.� C SOON F - c 074486 mN, r AFAR 1 1 2016 EXP. 12-31-17 T'RB AND ASSOC WES V 11 r .. March 31,2016 • ,. - Ong, Choo Soon The seal on,these drawings indicate acceptance of professional engineering responsibility solely for. the . ,t _ truss components shown. The suitability_anduse of this component for any particular building is thee, ,1 responsibility of the building designer, per ANSI/TPI L. 7l� �• �, ,� Job .+,.. , ".,.+ ��aa w,.acr....., ..,.vcnavi., �•. Truss Truss Type Qty Ply DAVISR46939303 ' TOLL 20.0 1512-088 D05B COMMON 2 1 PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) Job Reference (optional) 1.04e s bep ze zol b Mitek Inausines, Inc. wee Mer 30 12:33:42 2016 Pagel ID:7y81n7jN67nlO]8kQK3daEzySFs-Od9VY1JptVbFsYxvDZj17un1mRTeQ73bJtkrc2zVjFd x_3:2-15 8.5.15 8-2-15 1 11.8.8 12-10-11 17-2-15 l 3.2-15 3.3.0 1-9-0 3.5.91-2-3 44.4 6x8 M185HS = C i f I H G 2x4 II 2x4 II 4x4 = 3x4 = 32-15 6.5.15 ill -15 12-10.11 17-2-15 3-2-15 3-3.0 1-a-0 4.7-1 4.4-4 d Scale = 1:63.1 Flare uttsets (A,r)- IG:u-4-0,Edge1 (F:0-0.8 Edge] [J:0-5-8,0-2-81, fK:0-1-120-1-81 LOADING (psf) ' TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.09 H-1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.25 Vert() TL -0.28 H-1 >733 180 M18SHS 220/195 BCLL 10.0 Rep Stress Incr YES WB 0.41 Horz(TL) - 0.07 F n/a n/a RQQL inn Code IBC2012/TPI2007 (Matrix -M) Weight: 126 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 12x6 DF SS G *Except* end verticals. tF-I: 2x4 DF No. I&Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G JOINTS 1 Brace at Jt(s): J MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) F=833/0-5-8,L=902/Mechanical i Max Horz L=-231 (LC 4) Max UpliftF=-11(LC 9) 'Max Grav F=890(LC 16), L=1038(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD , A -B=1001/0, B -P=-891/0, C -P=-715/51, C-0=400/74, D -Q=-530/3, D -E=-1122/0, E -F=-1192/20, A -L=-1104/0 BOT CHORD F -G=0/871, J -K=0/731 WEBS D -J=0/686, E -G=314/16, G -J=0/943, E -J=-306/240, A -K=0/819 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) 200.0Ib AC unit load placed on the top chord, 5-8-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint F. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid For use only with mi ekm connectors. This design Is based only upon poromelers shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design: Bracing indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing is otwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI I'll Quality Criteria, DSB•89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION �OQRpF ESS/pN9l SOON 0 F2 UJ C 074486 c rn *� � 1t 2-31-17 �* �F WOW 7777 Greenback Lane March 31,2016 Symbols Numbering System General Safety Nates PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -116' For 4 x 2 orientation, locate plates 0-'4s' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ` Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 o WEBS c�a 4 2 ,q ty� O ° 3� 3O UJQ_ _ CL U O ~ cr-8 c6-7 CS -6 0 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR 1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 Mi ek® All Rights Reserved 4F MiTeke. MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. Z 0 2. Truss bracing must be designed by an engineer. For Q wide truss spacing, individual lateral braces themselves U) UJ may require bracing, or alternative Tor I Z bracing should be considered. :) � O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ,+'; -q_ 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. N 5. Cut members to bear tightly against each other.( 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consuff with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. _ 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria.