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HomeMy WebLinkAboutB16-0593 000-000-000TRB +Associates Agency: County of Butte TRB+ Project Number: 16.054.109.2 Final Plan Review Page 1 of 1 Date: August 26, 2016 ' t To: Gregory Smith Gregsmith530(cDmsn.com (via email) ` Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis Johnson, Carrie Gomez Email: Phunt(a)_buttecounty.net; AFranzino(a)buttecounty.net, nspringer(@buttecounty.net; ddebrunneraabuttecounty.nenet; cliohnson(c-buttecounty.net; cgomeza-buttecounty. net (via email) RE: Plan Review for: Three Bedroom Residence Project Address: Talon Drive, Chico Agency App. No.: B16-0593 ' TRB+ Project No.: PC16.054.109.2 k The following documents were received for review: Plans: (2 sets) Sheets dated March 2016: 1 to 6 Sheets dated 2016: CG r - Structural Calculations: (2 copies) G. Peitz, dated 3/14/16 Truss Calculations (2 copies) dated 3/15/16 (2 copies) dated 7/18/16 (2 copies) Truss Layout Plan 1 (1copy) Truss Review Letter, dated 3/28/16 Energy Calcs: (2 copies) dated 3/18/16 Other: (1 copy) response, received 8/24/16 (1 copy) Square Footage verification (3 copies) Site Plan (2 copies) Elevation Certificate (2 copies) Mini Plans (1 copy) Truss Letter 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. Sincerely, TRB + ASS CIATES, INC. .4" an McLaughlin r , ICC Certified Plans Examiner TRB + Associates, Inc. 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 T 925 866.2633 F 925 790.0011 www.TRBplus.com �1 Lt�-T BUILDING SOLUTIONS for MUNICIPALITIES ss. TRB+ Associatest Agency. County of Butte TRB+ Project Number. 16.054.109.1 Initial Plan Review Page 1 of 4 Date: April 8, 2016f.G1" 5 PC) To: Gregory Smith Gregsmith530@msn.com2Z_ 1 (p Cc: Philo Hunt; Nancy Springer; Deborah DeBrunner; Jordan DeBrunner, Amber Franzino Email: phunt buttecounty.net; nspringer _buttecounty.net; ddebrunner(a)buttecoutny.net, *debrunner@buttecounty.net, afranzinoabuttecountv.net (via email) • Z.. RE: Plan Review for: Three Bedroom Residence RE`' Project Address: Talon Drive, Chico 1 U.J Agency App. No.: B16-0593 TRB+ Project No.: PC16.054.109.1 TRB ANU !ASSOCIATES 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 March 2016: 1 to 6 Sheets dated 2016: CG Structural Calculations: (2 copies) G. Peitz, dated 3/14/16 Truss Calculations (2 copies) Mitek Engineering,dated 3/15/16 Other: (1 copy) Square Footage verification (2 copies) Site Plan (2 copies) Elevation Certificate (2 copies) Mini Plans (1 copy) Truss Letter Plan review comments are listed on the following pages } Sincerely, TRB + ASSOCIATES, INC. Dan McLaughlin .ICC Certified Plans Examiner BUILDING SOLUTIONS for MUNICIPALITIES r ' TRB + Associates, Inc. 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 T 925 866.2633 c ooG -7on nn4 i Agency: County of Butte TRB+ Project Number: 16.054.109.1 PROJECT DATA Occupancy Group: R3/1-1 Type of Construction: - VB Number of Stories: 1 Conditioned Floor Area: 2552 SF Garage:- 1019 SF Fire Sprinkled: Deferred Valuation: - FOREWARD ■ 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) com_�lete 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 OR TRB + Associates, Inc. Attention: Todd Bailey 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 ARCHITECTURAL COMMENTS Complete review by: Dan McLaughlin Al. Provide a statement on the title sheet of the plans that this project shall comply with the: a. 2013 California Residential Code (CRC) b. 2013 California Mechanical Code (CMC) c. 2013 California Plumbing Code (CPC) d. 2013 California Electrical Code (CEC) e. 2013 California Green Building Standards Code (CGBC) f. 2013 California Energy Code (CENC) - g. Butte County Ordinances 'Set cocl-e aKa l7s; C) V1 SL%t-, 1. ` r 'TnAt G61. On sheet 6, please remove the tables,titled 'Baseline Water Use' and 'Required 20% reduction...' since the 20% reduction only applies to non-residential structures. The correct flow rate values are provided on sheet CG in the plan set and in CALGreen sec. 4.303.1 for residential structures. �b�� S re ,,,,, o�.e ENERGY COMMENTS No Comments Noted. MECH/ELECT/PLUMB COMMENTS MEP1. Please indicate that the exhaust ducts shall terminate outside of the building and shall be equipped with back -draft dampers per CMC sec. 504.1._ FLOOD ZONE COMMENTS No Comments Noted WILDFIRE EXPOSURE CONSTRUCTION REQ. No Comments noted since the proposed dwelling structure is not in a WUI STRUCTURAL COMMENTS S1. Please provide a shearwall schedule to indicate sheathing type and thickness, edge and field nailing, anchor bolt spacing, and top plate fastener as determined in the calculations. See Sk+.,`1$ AK��(- hdlg SpQ�, -� i.S r�o�ed ��►vec�l�' or �av•�. P�A�,. T1111 i Agency. County of Butte TRB+ Project Number: 16.054.109.1 A2. Please indicate if natural gas or propane is to be used to service the structure. If propane, show location, size, and anchorage of the propane tank. The anchorage may be a %ferred item but please identify itas such on the cover sheet. Sec 9:+P Pl a h r ".1rSertot•-,�A3. rleasrientdicate3 foot in length landing the exterior doors leading a minimum concrete at Sv 6 �, from the garage and the exercise room per CRC sec. R311.3. Please indicate a 7-3/4" maximum vertical change in elevation at the new exterior doors per CRC Sec. R311.3.2. See hoieS D,l fvv'Ado_h�OA pta", 51.E+. 5. A4. Please indicate the location of the crawl space access to all portions of the building and ensure the access opening is no less than 18 by 24". CRC sec. R408.4 See no+e -* lower r � ht &I ;","ttv" lo,►j, 5k -t, 5, 'Please A5. Please show the location of the attic access on the floor plan. indicate that the access opening is not less than the largest component of either the attic furnace or water heater, and not less than 22 inches by 30 inches and provided in an area where the attic clear height is greater than 30 inches. CRC Sec. R807.1 and CMC Sec. 904.10 Se•e ath`c PICAS ov► Sk-V i, A6. Please indicate the type of siding that is shown in elevations. Please verify that it will not have any effect on the seismic forces due to its weight such as stucco or concrete board siding. NoFc add eai }� cleua hb�g; gyp_ Z. bvAass ttSRd ih eatc5 ��c��d�-S we,��.,fi e� S�r� ►� , GREEN BUILDING COMMENTS G61. On sheet 6, please remove the tables,titled 'Baseline Water Use' and 'Required 20% reduction...' since the 20% reduction only applies to non-residential structures. The correct flow rate values are provided on sheet CG in the plan set and in CALGreen sec. 4.303.1 for residential structures. �b�� S re ,,,,, o�.e ENERGY COMMENTS No Comments Noted. MECH/ELECT/PLUMB COMMENTS MEP1. Please indicate that the exhaust ducts shall terminate outside of the building and shall be equipped with back -draft dampers per CMC sec. 504.1._ FLOOD ZONE COMMENTS No Comments Noted WILDFIRE EXPOSURE CONSTRUCTION REQ. No Comments noted since the proposed dwelling structure is not in a WUI STRUCTURAL COMMENTS S1. Please provide a shearwall schedule to indicate sheathing type and thickness, edge and field nailing, anchor bolt spacing, and top plate fastener as determined in the calculations. See Sk+.,`1$ AK��(- hdlg SpQ�, -� i.S r�o�ed ��►vec�l�' or �av•�. P�A�,. T1111 i �•� { ry SS Ca�C -�° $e a re Y i $e� ' fi0 V►� R -PTO's ` P la �t K C{ o'+� 'encya : County of Butte �CA e ikq TRB+ Project Number., 16.Og4.109.1 �pl;� was d� torvss de�le�t�oh w/ y•pelwr ea.�i'�c9. S2. The roof truss calculations for girder truss CO3 indicate large uplifts and even larger gravity load reactions at its supports. Please indicate on the plans how this uplift force will be resisted at the top plate and consider if hold downs will be needed to transfer the force to the foundation. Please also provide calculations showing that the two supporting walls have the capacity to carry the large gravity load. Perhaps provide a detail showing that built up members are provided in the walls and have sheathing provided in the weak axis. »�.A..�_�.`.�...-..----��-.r�� ---r-��-.-��-� Yom_ J�-. ,�, - ..�. ��u -�.�+�- S3. Please submit seismi6�load analysis and compare the results withthe wndTload analysis._ Revise calculations as necessary using the governing load. SeIs"IC CcAu are eale. 5u6---%14 l e 6-�i-te Of Pf S4. Please submit calculations of 2x floor joists a 2' o.c. shown above the garage. Please show 5 � t -P the final size of the floor joists on plan.Please see comment S5 below for uniform load comment.) Sce Y-eSPd�w (ow i S5. Please specify the live load used for the attic storage above the garage. It appears in the truss calculations for Truss CO3, which is supporting the 2x floor joists above the garage, the bottom chord from point P to Q is 40psf. However, using 2' spacing and the span of 2x floor joists at 13', the reactions at Points X, Y, Z, AA, AB and AC appear to be less than the value of 40psfx2'x6.5'. Please verify and revise the truss calculation. Please also verify that 40psf isd in both calculations for truss and 2xfloorjoist. 5 e c h�oh A q i &i co✓,✓e cf- use �y► cas Lt> 4r- 2}C POO..' jo st-%' 7e-COVI giha� C4iC. 100.Cka9(1D Sheet 4: �-loor +vvjrreS a.+-f'l,t� S ( o c.. �`o•I . 12 e a c +V0-, o' f lvw q vv psv f is 13o t� w ktc In is qrea.4e- +" 1 Yo x'Z x %•6 = 52b ". S6. There are two details labeled as 5/4.`Please use another label for the detail showing truss end detail detail and indicate on the roof plan where this detail i applied. nGiVo(Er +rvS.S cle-half1 11 CkA►'Je'4 -tD (OIC{- ge -enc- Qv% roe plo��, S7. Detail 4/4 seems to be flagged at a wrong location. It should be flagged at where the drag 1 truss is. Please verify and revise [END] 4Iq rel er-eKted �' Va 1e/hover Lo►v►►no� W a \ I elv--+9 +�-vss. "rnni JAStructuraRDesign Data - Residential.doc ` .15 5 ? , DESIGN DATA Code used: 2013 California Building Code Floor loading: Live loads: Uninhabitable attics w/o storage: 10psf Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf Dead load —10lbs/square foot Roof loading: Live loads: 20lbs/SF Dead loads: Typical roof-14lbs/SF Composition shingles or metal roof Wind loading: Basic 3 -second gust wind speed (mph) 110 Wind importance factor, I 1.00 Wind exposure category C Internal pressure coefficient, GCpi +/-0.18 Seismic: Seismic importance factor, 1 1.00 Mapped spectral response acceleration; Ss 0.70 Si 0.25 Site class D Design spectral response coefficients; SDS 0.579 SDI 0.317 Seismic design category D Basic seismic -force -resisting system(s) Bearing wall system — plywood shearwalis Seismic response coefficient(s), Cs 0.089 Response modification factor(s), R 6.5 Analysis procedure; Equivalent lateral force procedure BUTTE COUNTY BUILDING DIVISION APPROVED WIND ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1. Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: C (section 26.7) 4. Kzt = 1.0 (section 26.8) 5. X = 1.29 (figure 28.6-1) 6. Roof slopes: 26.57° (6/12) 7. Mean roof height: 20 ft. PS = X Kzt POO ( eq. 28.6-1) BUTTE COUNTY BUILDING DIVISION APPROVED Wind Pressures Roof internal zone: (8.32 psf) (.6) = 4.99 psf Roof end zone: (9.46 psf) (.6) = 5.67 psf Wall internal zone: (22.37 psf) (.6) = 13.42 psf Wall end zone: (30.09 psf) (.6) = 18.05 psf . 3 WIND ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1. Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: C (section 26.7) 4. Kzt = 1.0 (section 26.8) 5. a, = 1.29 (figure 28.6-1) 6. Roof slopes: 30'- 45° (7/12 - 12/12) 7. Mean roof height: 20 ft. PS Kt Ps30 ( eq. 28.6-1) Wind Pressures Roof internal zone: (15.23 psf) (.6) = 9.14 psf Roof end zone: (19.10 psf) (.6) = 11.46 psf Wall internal zone: (22.20 psf) (.6) = 13.32 psf Wall end zone: (27.87 psf) (.6) = 16.73 psf llv� t1i�, � AP PRot /SIC A! VAQ) -C7 OA BUTTE COUNTY BUILDING DIVISION APPROVED ITY ,fin• . ;�vi -vRv', {�]_ , L Nj -17 �. - - : , � � , •ti_ � • �a a _• - _ �. -2�-141 50 SHEETS 22-142 100 SHEETS i .. (-4-441PAIT- 22 -1.44 200 SHEETS 3 41 ITY ,fin• . ;�vi -vRv', {�]_ , L Nj -17 1 iLINE1 T ;- 7...._..I ~�SHEARWALLS fi _ -I` , GDx ply. ad's @ (� �'i,12 '._. 0 5 coat faster 1E] ( ) gyp.._(; AT_.ALL SUPPORTS., BL-O.GKED ! ANCHOR BOLTS --I- 6 , i GBG s ecified %2" �I a_b's: c 6' O'`-o.c.,wf min. I -- --- - - - - - - f �� (2) �a.bs 'por wall Is adequate i . - .' ❑-- %2"---d�- anchor--bo•I-is} @_ -� -I- o:�-- - --- - ___.-�_-_t .� � _ _ A35 / RBC ' ❑ RBG's @ - 0.6. O t o �;- NONE REO'D ..►_ _f_ _ _ �_ . _ __ _� _ ! _._. --� __ .T_ OVERTURNING-- - �- 'BUILDING DIVISION ' t ROVEb ! ' No ho__ Id -o_ wn's re ❑ G516 Holddown St°raps to! Rim Joist below. Portal' Frame ;w% ''Simpson" 1576224 straps from 4x post to continbus header. HDU2 SSTB16 @' Sing le ' our 5STB20 @ �2 - PourEl ' : HDU4;..55TB20-6 Si e'le pour; 557824-@ -2 Pour 1 ' COLLECTOR FCHORD: 16.d's per top e splice C -P 5-•P ❑ G516 strap splices ❑ 5T6224 strap splices Drag Truss I i I i t _ .j 4j? `A SHEAR -WALLS t i COX ply. w/ Od's 6 ti 12-- 5 coat plaster ( ) gyp. bd.- (. . ), AT ALL SUPPORTS ; B,LOGKED.- ANCHOR BOLTS D ! GBG specified y2„ a b'.'s 6'-��� o.c. w/ min _ per wa 11 is adequate .. .. ❑__.. .jz".�- anchor- bo -Its' @�—� I A35 / RBC A55's ❑ NONE. REO'L7 OVERTURNING.- _ BUTT€ COUNTY... _. BUILDING DIVISION -. - APPROVED__ ❑ No holdown's re_ cl'd ❑ G516 Holddown Straps to. Rim Joist below ❑ Portal Frame :w/ ''Simpson" 5T6224 straps from 4x' post to continous header. HDU2, 551 B16 5ingle pour, 55TB20 @ 2 Pour HDU4� 55TB20-@ single; pour, 55-TB24- @ 2 Pour COLLECTOR'l-CHORD: ❑ ( ) 16d's per top sp I ice ❑ G516 strap sp I ices ❑ ST6224 strap splices 0 K Drag Truss LINE .3 7, SHEARWALLS 3.21(1?,1K= E 3/8" OL -,)X ply. w/ ,5d's @ v,12 o.c. O 5 coat plaster ❑ ( ) gyp. bd. W AT ALL SUPPORTS, BLOCKED A w1f+un15 nr%1 Irc• 0 GBG specified y2" 0 a.b.'s @ 6-0" o.c. H/ min. (2) a.b.'s per wall is adequate ❑ y2" 0 anchor bolts @ O.C. AIC / 0Qr ❑ RBC's o.c. 1111 A55's @ ❑ NONE REa V OVERTURNING BUTTE COUNTY BUILDING DIVISION APPROVED ❑ No holdown's rec1'd ❑ 0516 Ho Iddown Straps to Rim Joist be low Or Portal Frame H/ "Simpson" 5T6224 straps from 4x post to continous header. I HDU2, 55TB16 @ Single pour, 55TB20 @ 2 Pour ❑ HDU4, SSTB20 @ Single pour, 55TB24 @ 2 Pour COLLECTOR/ CHORD c`j � ,;_ ` p ❑ ( ) 16d'5 per top q splice ❑ 0516 strap splices ❑ 5T6224, strap splices, ❑ Drag Truss i _,.,AALLSo ' i SHEARWALL-S- I DX Ply." ply. w/ ❑ 5 coat plaster )@I -(_ :,-):.AT. ALL SUPPORTS, ; .BLOCKED ANCHOR -BOUTS. ' �. '_lis ,_-...GBG specified j211�;-a b's, @_ 60� o.6. w%-_ (2) ab.lsper wall is adequate -i %2"_0 -'anchor-- bolts; A35-/- RBC ❑ .. RBC's @ o i _ NONE.._REQ'D -- --- OVERTURNING___ ..BUILDING DIVISION . . -APPROVED..:_.. Ed No holdown's rec�'d ❑ G516 Holddown Straps to Rim Joist be Portal Frame w/ '!Simpson" ;5T622.4 straps. from 4x post to continous header. ' HDU2, SSTB16 @- Single pour, 5STB20 C 2 Pour HDU4, 55TB20-.--@ -Single pour, 55-TB24 @ 2 Pour COLLECTORTCHORD' -c _0— ! ❑ ( ) 16d's per top e sp I ice ❑ G516 strap splices ❑ ST6224 strap splices ❑ Drag Truss LL i , ---- _ _ _ 4 f SHEARWALL-S--­• _ "•� iS �;^►.�1 (i �":tea ;,�el Ile,11 GDXFpy.' I w/ ig)a's @ ! ^I I2 O.G. r ,. � _.. 5 coat plaster � r r I ANCHOR BOLTS t I i t__,_ _�❑ GBG speclFied 12'µ;d a bb's @ 6'-0`' o.c. w/-rriln 1 1- -_ (2) la.b.;s per wal I is acJec�ute anchor --bo I ts•; l >_ i A35'/RBC - r Lp , ' { 1 i F I !_ _i ❑-RBG.;s @ ._.1- ± o.G j- y _ - - -i BUTTE IL f � A55's-c� �' Orf o i_;_ -` i _ - �0 ,.__.. _"--_ ' G _r _._`.__rBUiLDING DIVISION - NONE REO'D -. - - A,PPROVED-- ' ,- �---OVERTURNING- 7 _.._ ho .down s. recd d I 6516 Holown Strops to Rim Joist below Fortol Frame ,w/ 'Sim s!on'-5T6224 straps From 4x post to continous header. ❑ HDU2, SSTB16 `C Single `pour^, SSTB20 @ 2 Four -' - HDU4; -SST-B20 �--Single pour, 55TB24 2 Four COLLECTOR-% CHORD-{ ❑ ( ) 1(bd-'-s per top p.. sp l ice �2 1, S"1 . l "cam;) = 2.? K` ❑ G516 strap-splices�i;�T tt�❑l ST6224 strap splices Drag Truss @_• �-�a.•��,.e . , -///J 7 LL , 4. 7_6 SHEAR -WALLS - (.5. 7 (c - Fr! 12 5 goat 105to - - ALL,SUFFOF�. BLOC.KEP. -Akkok BOL' TS -:-qj Lz I Ll cp BC 51t Cif i' I . Cd Y:2"' ! 0b. S Gt 6-'0" O.C.,N/ Mir). i 1 !(2) 'ob.L!p ipbr' wall is adequate_ -.4--onchor—balts-l-&- an%2"4, i Aj5 RBd BUTTE COUNTY _RE3C,'s'(-9- 0. -ant, A5'5 5 - @ 44 ­_ BUILDINGS DIVISION - NONE REOID 1 .1 APPROVED:" OVERTURNING.._ r No ho cloNn's C-516 HoldcloNh ��ilrops to' F�im Joist b a 10 V4 1 O Portal Frome 'v4l '!5impson" "ST&224 straps from 4x, Post to r-ohtinoi U5 header. HDU2, 55TE316,@ Single pour, SSTE320 @ 2 Fo'u:r HDU4-,-55TE3-20-@.-Sin.(q,10. pour, 55TE324-,@ 2 Pour' r GOILLECTOff PCHORD' ve, El 16d,5__pc r. •top. e- splice ' C,516 strap El ST6224 strop splices El Drag Truss' , -- --- - — - -- - -. _r --•r- .,_._.rt-.�_-, :-- - .__'- - �. _ I ._ .tom- , � ! ..I. ' 0 3j81F Glx ply. w/ r8d's C i L,',12 o.c. i O 3 coat plaster i! i _ I ti 1 AT ALL SUFPORTS,i _ 1BLOCKED ANCHOR BOLTS-, _ s IL ----- --- 1 r --�- i�i 1 min' �__ P fl, -._.,_. I i2 a �__- l_�_ s per'_wall is adequate"i .L_ _. y__ .b a bol i _. _. ! - 1 -i . - i _ A354- RBC i RBG!s-@ o - , _. A35's ► 7z o.ci. I _ ' _ 1--�- BU COIUNTY I 0. NONE REO'D �_- ' t L i BUILDING DIVISION- - :,APPROVE® ------- -0-VER-TURNING--- 4 j I _ . ; �.❑' .. No.�-holdown`s rec�'d �_ - - - - - ; -i- i. 10 GSIC Holddown 5tra s to Rim Joist below- ? �' O Portal Frame Iw/ ';5j' rnp5on'ST6224 straps from 4x: ' Post to continous header.. HDU2, 55TB16 @ 5ingl6 pour, SSTB20 @ 2 Pour - HDU4; SST -B20 @-Sih(3l�e� pour; SS -TB -24 @ 2 Pour , COLLECTOR? CHORD ❑ ( ) 16d's per top sp I ice ❑ G516 strap sp l ices ❑ ST6224 strap splices Drag Truss 7% Project: Gregory A Peitz, Architect Page Location: MASTER BEDROOM BAY WINDOW Roof Beam i of [2015 International Building Code(2012 NDS)]+ 5.5 INx9.OINx9.5FT 24F -V4 - Visually Graded Western Species - Dry Use StruCalc Version 9.0.2.5 3/16/2016 11:09:42 PM Section Adequate By: 83.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/755 Dead Load 0.12 in Total Load 0.27 IN U417 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 2354 Ib 2354 m Dead Load 1910 Ib 1910 Ib Total Load 4264 lb 4264 Ib Bearing Length 1.19 in 1.19 in BEAM DATA Span Length 9.5 ft Unbraced Length -Top 0 ft A= a.sft — Unbraced Length -Bottom 0 ft Roof Pitch :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES ROOF LOADING - Side One: 24F V4 - Visually Graded Western Species Base Values Adjusted Roof Live Load: LL = 19.1 psf = 15 psf Dead Load: De DeDL � • Bending Stress: Fb = 2400 psi Controlled by: Roof Roof Width: DL = 25 ft Fb cmpr = 1850 psi Fb' = 3000 psi TribuSide Two: Cd --1.25, Side Live Load: LL = 19.1 psf Shear Stress Fv = 265 psi FV = 331 psi. Cd--1.25Roof Dead Load: DL = 15 psf = Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Tributary Width: TW 1 ft Comp. -L to Grain: FC --L= 650 psi Fc - -L= 650 psi Wall Load: WALL- 0 Controlling Moment 10127 ft -Ib Non -Snow Roof Loaded Area: RLA = 247 plf - - 4.75 ft from left support plf Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Shear. 4264 Ib Adjusted Beam Length: Ladj = 9.5 ft At support. Beam Self Weight: BSW = 11 ptf Created by combining all dead and five loads. Beam Uniform Live Load: wL = 496 ptf Beam Uniform Dead Load: wD_adj = 402 plf Comparisons with required sections: Read Provided Total Uniform Load: wT = 898 plf _Section Modulus: 40.51 in3 74.25 in3 Area (Shear): 19.31 int 49.5 int Moment of Inertia (deflection): 144.28 in4 334.13 in4 Moment: 10127 ft -Ib 18563 ft -Ib Shear: 4264 Ib 10931 Ib Project:Gregory A Peitz, Architect Page Location: REAR PORCH BEAM Roof Beam [2015 International Building Code(2012 NDS)j 5.5 IN x 9.5 IN x 15.0 FT #1 - Douglas -Fir -Larch - Dry Use StruCalc Version 9.0.2.5 3/16/2016 11:08:16 PM Section Adequate By: 99.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM pit Controlling Shear. 1557 Ib Live Load 0.20 IN U887 SLOPEIPITCH ADJUSTED LENGTHS AND LOADS At support Dead Load 0.17 in Ladj = 15 It Created by combining all dead and live loads. Beam Self Weight Total Load 0.38 IN 0479 11 pfP Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 wL = 112 ptf Comparisons with required sections: REACTIONS A_ B Live Load 840 Ib 840 m wD adj = 96 plf Section Modulus: 41.52 in3 Dead Load 717 Ib 717 Ib WT = 208 pff Area (Shear): 10.99 in2 Total Load 1557 Ib 1557 Ib Moment of Inertia (deflection): 147.78 in4 Bearing Length 0.45 in 0.45 in Moment: 5839 ft -Ib 11634 ft -Ib BEAM DATA Span Length 15 ft Shear: 1557 Ib 7402 Ib 15ft Unbraced Length Top 0 ft `. Unbraced Length -Bottom 0 ft Roof Pitch 1 :12 Roof Duration Factor 1.25 BUiiE C MATERIAL PROPERTIES ROOF LOADING #1 - Douglas -Fir -Larch Side One: ' Base Values Adjusted Roof Live Load: LL = 20 psf Bending Stress: Fb = 1350 psi Fb' = 1668 psi Roof Dead Load: DL = 15 psf Cd=1.25 CF=1.00 Tributary Width: TW = 4.1 ft Shear Stress: Fv = 170 psi Fv = 213 psi Side Two: - Cd=125 Roof Live Load: LL = 20 psf Modulus of Elasticity- E =1600 ksi E' = 1600 ksi Roof Dead Load: DL = 15 psf Comp. to Grain: Fc --L= 625 psi Fc -1 _ 625 psi Tributary Width: TW = 1.5 ft Controlling Moment: * 5839 ft4b Wall Load: WALL = 0 7.5 ft from left sunoort Non-SnowNonnow Roof Loaded Area: RLA = 84 plf Created by combining all dead and live loads. pit Controlling Shear. 1557 Ib SLOPEIPITCH ADJUSTED LENGTHS AND LOADS At support Adjusted Beam Length: Ladj = 15 It Created by combining all dead and live loads. Beam Self Weight BSW = 11 pfP Beam Uniform Live Load: wL = 112 ptf Comparisons with required sections: Reo'd Provided Beam Uniform Dead Load: wD adj = 96 plf Section Modulus: 41.52 in3 82.73 in3 Total Uniform Load: WT = 208 pff Area (Shear): 10.99 in2 52.25 in2 Moment of Inertia (deflection): 147.78 in4 392.96 in4 , Moment: 5839 ft -Ib 11634 ft -Ib Shear: 1557 Ib 7402 Ib NOTES BUiiE C BUILDING DIVISION APPROVED- Controlling Moment: 12437 ft -lb Adjusted Beam Length: Project: 7.25 ft from left support Location: FRONT PORCH BEAM LL = Roof Beam psf [2015 International Building Code(2012 NDS)] DL= 5.5 IN x 10.5 IN x 14.5 FT At support. 24F -V4 - Visually Graded Western Species - Dry Use TW = Section Adequate By: 96.2% ft Controlling Factor: Deflection Read DEFLECTIONS Center Section Modulus: Live Load 0.25 IN 1./701 101.06 in3 Dead Load 0.24 in 15.54 in2 Total Load 0.49 IN 1-/353 Moment of Inertia (deflection): Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 530.58 in4 Moment: REACTIONS A_ B 25266 ft -Ib Live Load 1729 11) 1729 11) 3431 Ib Dead Load 1702 Ib 1702 Ib 0 Total Load 3431 Ib 3431 Ib Non -Snow Roof Loaded Area: Bearing Length 0.96 in 0.96 in 192.1 calf BEAM DATA Span Length 14.5 ft Unbraoed Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by. - Fb cmpr = 1850 psi FW = 3000 psi Cd' -1-25 Shear Stress: Fv = 265 psi Fv' = 331 psi Cd --1.25 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc --L= 650 psi Fc - -L = 650 psi Controlling Moment: 12437 ft -lb Adjusted Beam Length: Ladj = 7.25 ft from left support Roof Live Load: LL = Created by combining all dead and live loads. psf Controlling Shear. 3431 Ib DL= 15 At support. Tributary Width: TW = Created by combining all dead and live loads. ft Comparisons with required sections: Read Provided Section Modulus: 49.75 in3 101.06 in3 Area (Shear): 15.54 in2 57.75 in2 Moment of Inertia (deflection): 270.46 in4 530.58 in4 Moment: 12437 ft -Ib 25266 ft -Ib Shear: 3431 Ib 12753 lb 4 -r GregoryA Peitz, Architect aa9e StruCalc Version 9.0.2.5 3/16/2016 11:06:52 PM Side One: Adjusted Beam Length: Ladj = 14.5 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 12.3 ft Side Two: Total Uniform Load: WT = 473 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 192.1 calf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 14.5 It Beam Self Weight BSW = 13 ptf Beam Uniform Live Load: wL = 239 plf Beam Uniform Dead Load: wD_adj = 235 ptf Total Uniform Load: WT = 473 plf BUTTE COUNTY BUILDING DIVISION APPROVE® Project: Location: REAR PORCH INTERIOR BEAM Roof Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 10.5 IN x 15.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 137.4% Controlling Factor: Deflection ` 1eerj � GregoryA Peitz, Architect vage 7 L o� StruCalc Version 9.0.2.5 3/16/2016 11:16:14 PM DEFLECTIONS Center LOADING DIAGRAM pn Live Load 021 IN U856 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Shear. -2650 lb Dead Load 0.21 in Adjusted Beam Length: Ladj = 15 ft Total Load 0.42 IN U427 At support. Beam Self Weight BSW = Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 plf , Created by combining all dead and live loads. REACTIONS A_ B Live Load 1323 lb 1323 Ib wL = 176 plf Dead Load 1327 Ib 1327 Ib Beam Uniform Dead Load: wD adj = 177 pff Total Load 2650 lb 2650 Ib Comparisons with required sections: Reo'd Provided Total Uniform Load: WT = Bearing Length 0.74 in 0.74 in plf Section Modulus: 39.74 in3 101.06 in3 BEAM DATA Area (Shear): 12 in2 — Span Length 15 ft Moment of Inertia (deflection): 223.52 in4 15ft — Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Moment: 9936 ft -Ib , A Roof Pitch 6 :12 Shear: -2650 lb 12753 l Roof Duration Factor 125 MATERIAL PROPERTIES ROOF LOADINGSide 24F -V4 - Visually Graded Western Species One: Roof Live Load: LL = 18 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb = 2400 psi ConhVled by: Tributary Width: TW = 42 ft Fb cmpr = 1850 psi Fb' = 3000 psi Side Two: 25 Roof Live Load: LL = 18 psf Shear Stress: FCv =' 265 psi FV = 331 psi Roof Dead Load: ' DL = 15 psf Crt-125 Tributary Width: TW = 5.6 ft Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc --L= 650 psi Fc -1 = 650 psi Wall Load: WALL = 0 , Contrellina MomPntr 9Q3F'i Rah' Non -Snow Roof Loaded Area: RLA = 147 plf 7.5 ft from left support pn Created by combining all dead and fire loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Shear. -2650 lb Adjusted Beam Length: Ladj = 15 ft At support. Beam Self Weight BSW = 13 plf , Created by combining all dead and live loads. Beam Uniform Live Load: wL = 176 plf Beam Uniform Dead Load: wD adj = 177 pff Comparisons with required sections: Reo'd Provided Total Uniform Load: WT = 353 plf Section Modulus: 39.74 in3 101.06 in3 Area (Shear): 12 in2 57.75 in2 Moment of Inertia (deflection): 223.52 in4 530.58 in4 Moment: 9936 ft -Ib , 25266 ft -Ib Shear: -2650 lb 12753 l BUTTE COUNW BUILDING DIVISION APPROVED Project: Location: GARAGE DOOR HEADER Combination Roof And Floor Beam [2015 International Building Code(2012 NDS)] t 5.5 IN x 16.5 IN x 18.6 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 28.9% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.46 IN 1-/488 Dead Load 0.26 in Total Load 0.72 IN 1-/309 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5859 lb 5859 Ib Dead Load 3376 Ib 3376 Ib Total Load 9235 Ib 9235 Ib Bearing Length 2.58 in 2.58 in BEAM DATA Center Span Length 18.6 It Unbraced Length -Top 0 ft Roof Pitch 10 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.25 Camber Ad. Factor 1.5 Camber Required 0.4 Notch Depth 0.00 MATERIAL PROPERTIES Read Provided 24F -V4 - Visually Graded Western Species 176.44 in3 249.56 in3 Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by. 2058.89 in4 Fb cxnpr = 1850 psi Fb' = 2921 psi 60743 ft -Ib Cd==1.25 Cv-0.97 9235 lb Shear Stress: Fv = 265 psi FV = 331 psi Beam Self Weight Cd=1.25 Side 1 Modulus of Elasticity. E = 1800 ksi E' = ' 1800 ksi Comp. -L to Grain: Fc --L= 650 psi Fc --L = 650 psi Controlling Moment 42944 ft4b 15 psf 9.3 ft from left support RTW = 13 It Created by combining all dead" and live loads. FLOOR LOADING Controlling Shear. 9235 Ib plf At support. Side 1 Created by combining all dead and live loads. Floor Live Load Comparisons with required sections: Read Provided Section Modulus: 176.44 in3 249.56 in3 Area (Shear): 41.82 int 90.75 in2 Moment of Inertia (deflection): 1597.25 in4 2058.89 in4 Moment: 42944 ft -Ib 60743 ft -Ib Shear: 9235 lb 20041 Ib ,Gregory A Peitz, Architect page r StruCalc Version 9.0.2.5 3/16/2016 11:13:31 PM LOADING DIAGRAM Roof Uniform Live Load: wL-roof = 350 plf Roof Uniform Dead Load: wD-roof = 18.6 ft - Floor Uniform Live Load: wL-floor = 280 plf ROOF LOADING wD-floor = 70 plf Beam Self Weight BSW = Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 13 It 1 It FLOOR LOADING wT-cont = 993 plf Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 10 psf 15 psf Floor Tributary Width FTW = 7 ft 0 ft Wall Load WALL = 0 ptf BEAM LOADING Roof Uniform Live Load: wL-roof = 350 plf Roof Uniform Dead Load: wD-roof = 273 ptf Floor Uniform Live Load: wL-floor = 280 plf Floor Uniform Dead Load: wD-floor = 70 plf Beam Self Weight BSW = 20 plf Combined Uniform Live Load: WL = 630 plf Combined Uniform Dead Load: wD = 363 plf Combined Uniform Total Load: WT = 993 plf Controlling Total Design Load: wT-cont = 993 plf BUTTE COUNTY BUILDING DIVISION APPROVE® Project: Location: BEDROOM 3 WINDOW Read Roof Beam Section Modulus: [2015 International Building Code(2012 NDS)] 51.56 in3 5.5 IN x 7.5 IN x 52 FT 18.22 int #1 - Douglas-pir-Larch - Dry Use Moment of Inertia (deflection): Section Adequate By: 92.0% 193.36 in4 Controlling Factor: Moment 3356 ft -Ib DEFLECTIONS Center Shear: Live Load 0.03 IN L/2304 5844 lb Dead Load 0.03 in WT = Total Load 0.05 IN U1182 LL = Live Load Deflection Criteria: 11240 Total Load Deflection Criteria: U180 REACTIONS A_ B Roof Dead Load: Live Load 1324 lb 1324 Ib 15 Dead Load 1257 Ib 1257 Ib Tributary Width: Total Load 2581 Ib 2581 Ib 3 Bearing Length 0.75 in 0.75 in Wall Load: WALL = 0 BEAM DATA Non -Snow Roof Loaded Area: Span Length 5.2 ft 147.2 Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 1200 psi FW = 1500 psi Cd=1.25 CF -1.00 Shear Stress: Fv = 170 psi Fv' = 213 psi Cd=1.25 Modulus of Elasticity: E= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi IF = 1600 ksi Fc --L = 625 psi Controlling Moment 3356 ft4b 2.6 ft from left support Created by combining all dead and live loads. Controlling Shear. -2582 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 26.85 in3 51.56 in3 Area (Shear): 18.22 int 41.25 int Moment of Inertia (deflection): 29.45 in4 193.36 in4 Moment: 3356 ft -Ib 6445 ft -Ib Shear: -2582 lb 5844 lb ^NbVI/ Gregory A Peitz, Architect page t r' Re StruCalc Version 9.0.2.5 3/16/2016 11:11:52 PM Side One: AND LOADS Adjusted Beam Length: Ladj = Roof Live Load: LL = 18 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 25.3 ft Side Two: plf Total Uniform Load: WT = Roof Live Load: LL = 18 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 3 It Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 147.2 olf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.2 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 509 plf Beam Uniform Dead Load: wD_adj = 484 plf Total Uniform Load: WT = 993 plf BUTTE COUNTY BUILDING DIVISION APPROVE® MINIMUM EROSION AND SEDIMENT CONTROLS FOR ° "� "°"' �M. PROJECTS D 1 STURB I NC LESS THAN ONE ACRE ku-�j 2 4 20 G -IO fl,qNp ASg�c'ATES THE 5MP'5 (BEST MANAGEMENT PRACTICES) LISTED BELOH MUST BE IN PLACE DURING THE RAINY 5EA50N (OGTOB��-15 THROUGfi APRIL 15) AND MAY BE REQUIRED AT OTHER TIMES BASED ON HEATHER AND SITE CONDITIONS THROUGHOUT THE YEAR. THE BMP'5 LISTED ARE MINIMUM REQUIREMENTS AND ADDITIONAL BMP'5 COULD BE REQUIRED BASED ON 51TE CONDITIONS. I. STABILIZED ENTRY: PROVIDE MINIMUM 3" TO b" FRACTURED ROCK 50' LONG x 15' WIDE BY 6" DEEP OVER CONSTRUCTION GRADE FABRIC. 2. ALL SOILS TRACKED ONTO PAVED ROADWAYS MUST BE GLEANED ON A DAILY BASIS. WHEN STREETS ARE WET OR DURING A RAIN EVENT THERE SHALL BE NO TRACKING OF SOILS ONTO THE STREET. 3. HAT7LE5 SHALL BE INSTALLED PROPERLY, BEHIND CURB OR SIDEWALKS. 4. ROCK BAGS (MINIMUM 2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PROJECT SITE. 5. INTERNAL FILTERS SHALL BE PLACED IN51DE EACH DRAIN INLET. 6. TRASH BARS SHALL BE PLACED ACROSS THE BACK OF ALL DRAIN INLETS. 7. STABILIZE ALL D,I5TUR5ED SOILS IN THE FRONT YARD AREAS WITHIN 15' OF THE BACK CURB OR 51DEHALK. (5TRAH OR EROSION BLANKETS MAY BE USED FOR THI5 APPLICATION) 8. STABILIZE ALL SLOPES WHERE EROSION COULD OCCUR AND CAUSE SILT RUN OFF. (STRAW, VI5GtUEEN OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION) cf. ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. SHALL BE STORED IN A COVERED LOCATION AHAY FROM SIDEWALKS AND STORM DRAIN INLETS. 10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE SITE MUST BE KEPT OFF OF STREETS AND SIDEWALKS AND A LEAST 50' FROM THE NEAREST STORM DRAIN. II. ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL MUD BOXES, PAINT BUCKETS, GLEANING MATERIAL CONTAINERS, ETC. COME IN CONTACT WITH ANY RAINFALL OR STORM HATER RUNOFF. 12. PROVIDE A DESIGNATED AREA FOR CONCRETE HA5HOUT. HAY BAILS LINED WITH V15OUEEN MAY BE USED FOR THI5 APPLICATION. ROLLAWAY BINS MAY AL50 BE USED. ALL CONCRETE WASHOUT SYSTEMS SHALL BE PLACED OFF OF THE PAVED STREETS. 13. AFTER INSTALLATION OF THE ABOVE ITEMS ARE COMPLETE, A MAINTENANCE PROGRAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMP'5. PERMIT #100, _ , BUTTE COUNTY IDEVELOPMENT SERVICES / REvl_FWED FOR C DE COMPLIANCE DATE . i (E) POST O }, PROPOSED LEACH PROPOSED I I I "FIELD -----1500 CAL. SEPTIC TAN/N1 K I I REVIEWED \ L 500 CAL FOR CODE COMPLIAN6 PROPOSE \� PROPANED AUG 2 6 2016 \ 5'-0" MIN. TANK GLR. TRB AND ASSOCIATES GLR. �. I UNDERGROUND UTILITIES GONG. ; � . \ � . PROPOSED DRIVE °� WELL (E) POST T A L O N NORTH SITE FLAN GREGORY A. P E I T Z . OHNER: GARY DREW5 SITE I NFO: TALON DR. SHEET ADDRESS: 15 TALON DR. CHICO, GA g5q-73 ARCHITECT :.: CHICO, OA g5q-73 5.05 ?ACRES 383 Rio Lindo Ave. Chico, CA. 95926• (530) 894-5719 PHONE: (550) 570-8232 APN: 04-7-250-20-7 of: ONE E 00 j .. uiai w } (�rn (n uiO m o m o Lun M�c I a0 Q J -o Q_ U, w m mho r 0 �U DOm n occo :x)i O < m mcr 2 Lu a o REVIEWEDD C. FOR CODE COMPLIANCED N 0 ' ROOF TRUSS LAYOUT AUG 2 6 2016 Or � y SCALE: NTS �c" TRE AND ASSOCIATES cn Drews, .Gary5L� 01602-099 Chico , t 1 ' ♦ cn cn n n n CY) J .. uiai w } (�rn (n uiO m o m o Lun M�c I a0 Q J -o Q_ U, w m mho r 0 �U DOm n occo :x)i O < m mcr 2 Lu a o REVIEWEDD C. FOR CODE COMPLIANCED N 0 ' ROOF TRUSS LAYOUT AUG 2 6 2016 Or � y SCALE: NTS �c" TRE AND ASSOCIATES cn Drews, .Gary5L� 01602-099 Chico , WE CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD BUTTECOUNTY CF1R-PRF-01 Project Name: Drews Residence Calculation Date/Time: 08:31, Fri, Mar 18, 2016 Page 1 of 9 MAR 2 8 2016 Calculation Description: Compliance Input File Name: Drews Residence.ribd 1r%VX MT !%7nA X—r Tm GENERAL INFORMATION 01 SFRVTCFPl ���j✓�� 01 Project Name Drews Residence 03 This building incorporates oneormore Special Features shown below) � et,e+, ^A n% 02 Calculation Description Residence Compliance Margin Percent Improvement Space Heating )AV Ix U `r Cl- 03 Project Location 15 Talon Dr. 1.5% Space Cooling 58.80 RIR ANO ASS%C 04 City Chico, CA 05 Standards Version Compliance 2015 1.09 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4 (744) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 170 O e 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 O ^�` e 14 Total Cond. Floor Area (ft2) 2254 15 Number of Zones 1 16 Slab Area (ft2) 0 17 Number of Stories 1 rjV 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No �� (j el 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 27.0% A sz 1ilWIa77 COMPLIANCE RESULTS 01 Building Complies with Computer. Performance 02 This building incorporates features that require field testingand/orwerification by a'certified HERS rateWunder the supervision of a CEC-approved HERS provider. 03 This building incorporates oneormore Special Features shown below) 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design PERMIT # V Lo - y V , 3— BU TITE -/BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED e°OW CODE COMPLIANCE Registration Number: 216-NO10463OA-000000000-0000 Registration Date/Time: 2016-03-18 08:33:38 ` HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 DATE t - :32:35 'RTES O AO ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 61.94 61.00 0.94 1.5% Space Cooling 58.80 68.07 -9.27 -15.8% IAQ Ventilation 1.09 1.09 0.00 0.0% Water Heating 32.32 22.52 9.80 30.3% Photovoltaic Offset ---- 0.00 0.00 --- Compliance Energy Total 154.15 152.68 1.47 1.0% PERMIT # V Lo - y V , 3— BU TITE -/BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED e°OW CODE COMPLIANCE Registration Number: 216-NO10463OA-000000000-0000 Registration Date/Time: 2016-03-18 08:33:38 ` HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 DATE t - :32:35 'RTES O AO CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Drews Residence Calculation Date/Time: 08:31, Fri, Mar 18, 2016 Page 2 of 9 Calculation Description: Compliance Input File Name: Drews Residence.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins HERS FEATURE SUMMARY This is the sum of the annual TDV energy consumption for energy use components included in the perform an compliance approach for the Standard Design Building (Energy Budget) and the annual 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. Reference-E-iergy Use Energy Design Rating Building -level Verifications: Total Energy (kTDV/f2-yr)* 213.05" 211.58 • IAQ mechanical ventilation Project Name Cooling System Verifications: BUTTE COUNTY • Minimum Airflow Number of Zones • Fan Efficacy Watts/CFM BUILDING DIVISION HVAC Distribution System Verifications: 2254 • Duct Sealing APPROVED P P ROVE ® t Domestic Hot Water System Verifications: A�! w • --None ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components included in the perform an compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting regulated by"Title 24, Part 6 as domestic -and and components not (such appliances consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference-E-iergy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 213.05" 211.58 1.47 0.7% * 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 Drews Residence 2254 1 3 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 1 2254 10.12 Water Heater - Registration Number: 216-NO10463OA-000000000-0000 Registration Date/Time: 2016-03-18 08:33:38 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 , Report Generated at: 2016-03-18 08:32:35 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Drews Residence Calculation Date/Time: 08:31, Fri, Mar 18, 2016 Calculation Description: Compliance Input File Name: Drews Residence.ribd CFI R -PRF -01 Page 3 of 9 OPAQUE SURFACES ! R s •.. 3 ..► ; +ar►' xr b +�. ! 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft) Tilt (deg) Fwall Conditioned R19 Wall 170 Front 420 101.9359 90 Bwall Conditioned R19 Wall 350 Back 651.6 196.831 90 Rwall Conditioned R19 Wall 80 Right 775.8 184.809 90 Lwall Conditioned R19 Wall 260 Left 671.7 121 90 135 wall Conditioned R19 Wall 305 specify - 31 12.5 90 225 wall Conditioned R19 Wall 35 specify - 31 12.5 90 GarToHouse Conditioned»Garage Gar House R19 360 20 Kwall Conditioned»Attic Kwall R19 25 Ceiling (below attic) 1 Conditioned R38 Ceiling below attic 2275 Floor Over Crawlspace lConditioned R19 2x6 FlrOvrCrawl 2254 Gwall Front yf Garage Garage Ext Wall 170 Front 208 90 Gwall Left `. Garage .-y' Garage Ext Wall 260 Left 312 216 90 Gwall Right Garage'- Garage Ext Wall,; -4;)'�— ---(r81Y _Right y 229 90 Gar Ceiling .Garage R0'CIgBlwAttic-C6nst C 1019 AV f a M� ref. r+ .rM! fM'ti. .r++h �. s t ,r+•+� sw- Y•1 ATTIC ! R s •.. 3 ..► ; +ar►' xr b +�. ! 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Gar Attic Asphalt RB Roof Ventilated 10 0.1 0.85 Yes No Attic Asphalt RB Roof Ventilated 6 0.1 0.85 Yes No BUTTE COUNTY, BUILDING DIVISION APPROVED Registration Number: 216-N0104630A-000000000-0000 Registration Date/Time: 2016-03-18 08:33:38 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-18 08:32:35 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Drews Residence Calculation DatelTime: 08:31, Fri, Mar 18, 2016 Calculation Description: Compliance Input File Name: Drews Residence.ribd BUTTE CGt"F-01 BUILDING DIMOW 9 APPROVED WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft) U -factor SHGC Exterior Shading (2) 1660 SL Window FwaII (Front -170) 1.5 6.0 2 18.0 0.33 0.29 None 6416 FIX ARCH Window Fwall (Front -170) 6.3 1.2 1 7.8 0.33 1 0.29 None 5016 FIX ARCH Window Fwall (Front -170) 5.0 1.2 1 6.2 0.33 0.29 None 5050 XO (bed 3) Window Fwall (Front -170) 5.0 5.0 1 25.0 0.34 0.28 Insect Screen (default) 5050 XO (bed 2) Window Fwall (Front -170) 5.0 5.0 1 25.0 0.34 0.28 Insect Screen (default) 5040 XO w/ arch abv. (dining) Window Bwall (Back -350) 5.0 5.3 1 26.4 0.34 0.28 Insect Screen (default) 2880 FR. (m. bath) Window Bwall (Back -350) 2.7 8.0 1 21.4 0.34 0.30 None 2640 SH Window Bwall (Back -350) 2.5 4.0 1 10.0 0.34 0.28 Insect Screen (default) pr. 2868 FR. (great rm) Window Bwall (Back -350) 5.3 6.7 1 35.6 0.34 0.30 None 5416 FX (great rm) Window Bwall (Back -350) 5.3 1.5 1 8.0 0.33 0.29 None (2) 3016 FX (great rm) Window Bwall (Back -350)x- \(-30 1.5 2 9.0 0.33 0.29 None (2) 3060 SH (great rm) Window Bwall (Back -350) 3.0 6.0 ! 21' 1 36.0 0.34 0.28 Insect Screen (default) 6016 FX (kitchen) Window: `. Bwall (Back -350) `�" ice} = ti 6:0 X1`.5 - 1 t :":"g* 0' 0.33 0.29 None 3040 FX w/ (2) 1640 sh (kitchen) Window .F i Bwall; . (Back -350) 6:0� 4.0 1- 24.0 0.34 0.28 Insect Screen (default) 3650 SH (m. bed) Window Bwall (Back -350) 3.5 5.0 1 17.5 0.34 0.28 Insect Screen (default) 5050 XO (bed 2)-2 Window Rwall (Right -80) 5.0 5.0 1 25.0 0.34 0.28 Insect Screen (default) 4050 SH (laundry) Window Rwall (Right -80) 4.0 5.0 1 20.0 0.34 0.28 Insect Screen (default) 4050 XO (exercise) Window Rwall (Right -80) 4.0 5.0 1 20.0 0.34 0.28 Insect Screen (default) (2) 3060 SH (m. bed) Window Rwall (Right -80) 3.0 6.0 2 36.0 0.34 0.28 Insect Screen (default) 3060 SH (dining) Window Rwall (Right -80) 3.0 6.0 1 18.0 0.34 0.28 Insect Screen (default) 2868 FR. Window Rwall (Right -80) 2.7 6.7 1 17.8 0.34 0.30 None 6080 SGD Window Rwall (Right -80) 6.0 8.0 1 48.0 0.34 0.30 None 5050 XO (bed 3)-3 Window Lwall (Left -260) 5.0 5.0 1 25.0 0.34 0.28 Insect Screen (default) (2) 3060 SH (family) Window Lwall (Left -260) 3.0 6.0 2 1 36.0 0.34 0.28 Insect Screen (default) (2) 3060 SH (dining) Window Lwall (Left -260) 3.0 6.0 2 36.0 0.34 0.28 Insect Screen (default) 2040 SH (bath 3) Window Lwall (Left -260) 2.0 4.0 1 8.0 0.34 0.28 Insect Screen (default) 2880 FR. (m. bath) -2 Window Lwall (Left -260) 4.0 4.0 1 16.0 0.34 0.28 Insect Screen (default) Registration Number: 216-NO10463OA-000000000-0000 Registration Date/Time: 2016-03-1808:33:38 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03092016-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-03-18 08:32:35 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Drews Residence Calculation Date/Time: 08:31, Fri, Mar 18, 2016 Calculation Description: Compliance Input File Name: Drews Residence.ribd BUTT' COU"PRF-01 BUILDING DIVISIOW 5 of 9 APPROVE® 2650 SH (m. bed) Window 135 wall (- specify --305) 2.5 5.0 1 12.5 0.34 0.28 Insect Screen (default) 2650 SH (m. bed) -2 Window 225 wall (- specify -35) 2.5 5.0 1 12.5 0.34 0.28 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft) U -factor Front Dr Fwall 20.0 0.50 GarToHouse Dr GarToHouse 20.0 0.50 GDoor Gwall Left 144.0 1.00 GDoor-2 Gwall Left 72.0 1.00 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth - _ Dist Up Left Extent Right _Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up (2) 1660 SL 22.5 3.3 / 31� 28.5 4' ' ,, _N10.5_-, 0 16.5 6 7.8 0 6416 FIX ARCH 22.5 `� ``i1.3 31 f-1 1 1130 I- 1 ;-�� J 28.5 21, 5.5 0 16.5 6 2.8 0 5016 FIX ARCH 6 1.3 31 30-- ' ` -1" ` " 12"-` J 3" `18.8- 0 0 0 0 0 5050 XO (bed 3) 6 2:5 r 31 r ti 8 : `1 -4.12 V 3..g =18:8' 0 0 0 0 0 5050 XO (bed 2) 1 2.5 31 4.83 1 12 3 33 0 0 0 0 0 2880 FR. (m. bath) 8.25 2 3 40 1 0 0 0 0 16 2.5 35.6 0 2640 SH 8.25 2 8.8 30 1 0 0 0 0 16 2.5 30 0 pr. 2868 FR. (great rm) 12 3.3 31 31 1 11.1 4 4.67 0 11.1 4 4.67 0 5416 FX (great rm) 12 1.3 31 31 1 11.1 3 4.67 0 11.1 3 4.67 0 (2) 3016 FX (great rm) 12 1.3 20 20 1 11.1 3 10.25 0 11.1 3 10.25 0 (2) 3060 SH (great rm) 12 3.3 20 20 1 11.1 4 10.25 0 11.1 4 10.25 0 6016 FX (kitchen) 9 1.3 31 16 1 0 0 0 0 16 2 3 1 0 3040 FX w/ (2) 1640 sh (kitchen) 9 3.3 31 16 1 0 0 0 0 16 4 3 0 3060 SH (dining) 1 2 30 3.4 0.83 41 2 2 0 0 0 0 0 6080 SGD 41 2 30 1.5 0 55 3 1.5 1 0 0 0 0 0 5050 XO (bed 3)-3 40 2.5 31 11.1 10 41 6 0 0 0 0 0 0 (2) 3060 SH (dining) 1 2 3.4 2.8 0.83 0 0 0 0 0 0 0 0 2880 FR. (m. bath) -2 40 2 14.5 40 1 0 0 0 0 40 6 0 0 Registration Number: 216-NO10463OA-000000000-0000 Registration Date/Time: 2016-03-18 08:33:38 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-18 08:32:35 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: brews Residence Calculation Date/Time: 08:31, Fri, Mar 18, 2016 Calculation Description: Compliance Input File Name: Drews Residence.ribd BUTTE CGLV 7 T- RF -01 BUILDING DIVI of 9 APPROVED 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 Garage Ext Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below 2x4 Bottom Chord of Truss @ 24 Inside Finish: Gypsum Board RO CIgBIwAttic Cons attic) Wood Framed Ceiling in. O.C. none 0.481 Cavity/Frame: no insul. /2x4 Btm Chrd • Cavity / Frame: no insul. / 2x4 • Roof Deck: Wood Siding/sheathing/decking Asphalt RB Roof Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) t Inside Finish: Gypsum Board Ceilings (below 1 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd R38 Ceiling below attic attic) 1 Wood Framed Ceiling in. O.C. R 38 0.025 Over Floor Joists: R-28.9 insul. • Inside Finish: Gypsum Board ^Exterior Cavity / Frame: R-19 / 2x6 R19 Wall Walls Wood Framed Wall" 2x6 @ 16 in. O.C. R 19 0.072 Exterior Finish: 3 Coat Stucco Floors `Over ` Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking R19 2x6 FlrOvrCrawl Crawlspace� Wood Framed Floor 16 in: O:C. 19 0.049 Cavity/ Frame: R 2x6 @ y rR I t -19/2x6 f' O. V A I i ' Inside Finish: Gypsum Board Cavity /Frame: R-19 / 2x6 Gar House R19 Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.067 Other Side Finish: Gypsum Board • Inside Finish: Gypsum Board Kwall R19 Interior Walls I Wood Framed Wall 2x6 @ 24 in. O.C. R 19 0.067 Cavity/Frame: R -19/2x6 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 I --- WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Water Heater - 1/1 DHW Standard Tankless .82 1 - none - Registration Number: 216-NO10463OA-000000000-0000 Registration Date/Time: 2016-03-1808:33:38 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-18 08:32:35 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Drews Residence Calculation Date/Time: 08:31, Fri, Mar 18, 2016 Calculation Description: Compliance Input File Name: Drews Residence.ribd CF1 R -PRF -01 Page 7 of 9 WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) Tankless .82 Propane Small Instantaneous 0 0.82 195000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution Water Heater - 1/1 A --- --- --- i 14 SEER:Furn 95:Attic Default:HVAC Fan 1:1 "Other Heating and Cooling 1 Sy§tem �.a Furn' 95' SPACE CONDITIONING SYSTEMS - 01 02 03 04 05 06 Name System Type Efficiency EER SEER Zonally Controlled � HERS Verification SC Sys Name ~� . r -System Type I 4Heating_Unit Name,-, T t�.Cooling Unit Name Fan Name Distribution Name i 14 SEER:Furn 95:Attic Default:HVAC Fan 1:1 "Other Heating and Cooling 1 Sy§tem �.a Furn' 95' i t a" � 14 SEER HVAC Fan 1 Attic Default x... �... 9(Jn if id ,t► HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Furn 95 CntrlFurnace - Fuel -fired central furnace 95 AFUE. HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification 14 SEER SplitAirCond 11.7 14 Not Zonal Single Speed 14 SEER -hers -cool BUTTE COUNTY BUILDING DIVISION APPROVE® Registration Number: 216-N0104630A-000000000-0000 Registration Date/Time: 2016-03-18 08:33:38 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03092016-744 Report Generated at: 2016-03-18 08:32:35 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Drews Residence Calculation Date/Time: 08:31, Fri, Mar 18, 2016 Page 8 of 9 Calculation Description: Compliance Input File Name: Drews Residence.ribd HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge 14 SEER -hers -cool Required 350 Not Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic Default DuctsAttic Sealed and tested 8 Attic None Attic Default -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 102 03 04 05 06 07 08 Name _ Duct Leakage Verification_ Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Attic Default -hers -dist Required r " f"' 6.0 Not Required Not Required Not Required Not Required --- HVAC -FAN SYSTEMS f r• '' `i V r� rti 1 �,, f 1 F ;��^'� 01 102\�''"'.� ,` '^s :U 1I U 17 1J V 03 0 04 Name' Type ' ["" JFarl Powe' (Watts/CFM) HERS Verification T HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 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 52.54 0.25 Default 0 Required BUTTE COUNTY BUILDING Dly�§ a Registration Number: 216-NO10463OA-000000000-0000 Registration Date/Time: 2016-03-1808:33:38 ` o er: CalCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 - A 1®® R O Rj� or Derated at: 2016-03-18 08:32:35 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Drews Residence Calculation Description: Compliance Calculation Date/Time: 08:31, Fri, Mar 18, 2016 Input File Name: Drews Residence.ribd CFI 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: Greg Peitz uC'ArL> Company: Signature Date: Gregory A. Peitz Architecture 2016-03-18 08:33:38 Address: CEA/HERS Certification Identification (If applicable): 383 Rio Undo Ave City/State/Zip: Phone: Chico, CA 95926 530-894-5719 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 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. I certify that the energy features and perfo�niance 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. IJ 3. The building design features or system 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 to.the enforcement agency,for approval -with. this -building permit application. Responsible Designer Name: �' r 1 L i t Responsible Designer Signature:. Greg Peitz r' ! '� 1 CF f cJCre� c�eiiz if Company: p Gregory A. Peitz Architecture Date, Signed: ar -6-0318V: 3 :38 Address: License: 383 Rio Lindo Ave C21283 City/State/Zip: Phone: Chico, CA 95926 530-894-5719 BUTTE COUNTY BUILDING DIVISION APPROVE®_ 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-NO10463OA-000000000-0000 . Registration Date/Time: 2016-03-18 08:33:38 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-18 08:32:35 11 - 4ORM U.S. DEPARTMENT OF HOMELAND SECURITY FEDERAL EMERGENCY MANAGEMENT AGENCY ELEVATION CERTIFICATE OMB No. 1660-0008 National Flood Insurance Program IMPORTANT: Follow the instructions on pages 1-9. Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Gary Drews Policy Number: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIL Number: Talon Drive City Chico State Ca ZIP Code 95973 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) APN: 047-250-207 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) _Residential A5. Latitude/ Longitude: Lat. Long. Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number R A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a). Square footage of crawlspace or enclosure(s) 2,554 sq ft a) Square footage of attached garage 1,026 sq ft b) Number of permanent flood openings in the crawlspace 12 b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade within 1.0 foot above adjacent grade o c) Total net area of flood openings in A8.b 2,764 sq in c) Total net area of flood openings in A9.b 1,1.14 sq in d) Engineered flood openings? ❑ Yes ®No d) Engineered flood openings? ❑ Yes ®No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NAP Community Name & Community Number B2. County Name Check the measurement used. B3. State Butte County 060017 Butte ❑ meters I Ca cn 64. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel Effective/ B8. Flood Zone(s) 69. Base Flood Elevation(s) ( cLiTe ❑ meters 222 0. Revised Date ❑ meters A0, use base flood depth > 06007CO310 E 01/06/2011 01/06/2011 A 222.60 w B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 99: ❑ FIS Profile ❑ FIRM ❑ Community Determined ® Other/Source: FIRM, topographic site survey Bll. Indicate elevation datum used for BFE in Item 89: ❑ NGVD 1929 ® NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Designation Date; / / ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY ❑ Yes ®No Cl._71 D LLI EU Building elevations are based on: ® Construction Drawings* ❑ Building Under Construction* ❑ Finished Construction rr *A new Elevation Certificate will be required when construction of the building is complete. U �0 W U C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/A0. Complete Items JZ C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. 0 Butte County BM #1082 NGVD. 1929 " Co Benchmark Utilized: Vertical Datum: I_ Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ® NAVD 1988 ❑ Other/Source: rr Datum used for building elevations must be the same as that used for the BFE. a a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support 221 00 Check the measurement used. , ® feet ❑ meters 223 , 60 ® feet ❑ meters NIA ❑ feet ❑ meters 222 0. ® feet ❑ meters 223 , 60 ® feet ❑ meters E'CEIVED APR 0 4 2011 O 220 , 68 ®feet ❑ meters TRB AND ASSOCIATES 222. 7 ® feet ❑ meters ❑ feet ❑ meters 7 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be sieved and sealed by a land survevor. enoineer or srrhitprt authnri7pd by law to rprtifv plavatinn Fl l lb 60p_( ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: Talon Drive City State ZIP Code Company NAIC Number: Chico Ca 95973 SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Item C2e refers to the air conditioning unit concrete pad. The vertical benchmark was converted from NGVD 1929 to NAVD 1988 using the National GeodeRic We-bsne online height conversion calculator Signatur Date 2/2LVA �— E ON — B 41LEDING EL TION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is []feet ❑ meters ❑ above or []below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is []feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F— PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address BUTTE COUNTY city State ZIP Code Signature BUILDING DIVISION Date Telephone Comments APPROVED P P RO /yjj ��/J ❑Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 -G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone A0. G3. ❑ The following information (Items G4 -G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued —71 G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10.Community's design flood. elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑'Check•here"if attachments. FEMA Form 086-433 (Revised 7/12) Replaces all previous editions. 'T BUTTE COUNTY MAR 2 8 2016 DEVELOPMENT SERVICES X316- osq 3 GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5719 PROJECT: 05 �S 2 I have reviewed the truss submittal for the above project and all loading design criteria have been met. BUTTE COUNTY MAR 2 8 2016 4Grery. Peitz DEVELOPMENT SERVICES Architect S16 - 0Sg3 PERMIT # BUTTE COUNTY DEVELOP M@NT 101AVIC66 COW DATE- • Y RECEIVED APR 0 4 2016 ASSOCIATES Systems Plus Lumber Co. 1800 S. Barney RdPERMIT# NU 'v.,� 11TTE COUNTY DEVI Anderson, CA 96007 _ _;W( W9' (530) 378-6800 (530) 365-5903 fax "°"" WVIVIrL w Trusses & Pre Manufactured WaIP' ;ne �- systplus@systplus.com www.systplus.com BUTTE COUNTY INSPECTION AGENCY MAR 2 8 2016 Timber Products Inspection, Inc. 105 S.E. 124' Avenue Vancouver, WA 98684 DEVELOPMENT Tel: (360) 449-3138 SERVICES Fax: (360) 449-3953 8/6-6&73 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. ®R MiTe�k"".. ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS(2303.4/R802. I Oroof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Truss Detail Title Detail # = inrAnded Gable End 85 Wind B 1 Gable End 110 Wind B I Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 213 Web Bracing Details 3 ✓ Valley Fill Frames 4 Open 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.sbeindustrv.com BCSI-131 Summa Sheet at www.sbeindustrv.com Systems Plus Job Number 1602-099 REVIETIED Date 3-15-16 Revision(s) FOR CODE f oMpi IAN(°E Customer Drews, Gary AUG 2 6 2016 Project 2539 Location Chico, CA TRe AND ASSOCIATES PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-131 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES F1� y �� II c cf) (n 0 n n rn = .. 0 D a CO2(7) c� w 0 c D02(>) S >C� J •ar c D02(>) S >C� (30 ®z . ROOF TRUSS LAYOUT SCALE: NTS s Pt.,us Loral R co,. Drews, Gary 1602-099 Chico ob Triss Truss Type Qty Ply Drews, Gary 1161-099 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 846777859 Vert(LL) A01 Piggyback Base 6 1 MT20 220/195 - TCDL 10.0 Lumber DOL 1.15 BC 0.75 Vert(TL) -0.94 Job Reference (optional) i.0 us bep 2a 2u16 MI I eK Ina uslnes, Inc. Tnu Mar 10 06:0321 2016 Page 1 ID:E97 AKgaNRFF722KwLTBbZzhw59-IkZyMJIMZdhSJQoU1YKyH61F7YubUciQB51KKazcMCq I -3.4-0 + 6-9-9 13310 19.3.11 28- T31-2-5 7-j-6 4'+357 34-0 6-9-9 631 6-3.1. 5-11-5 5-11-5 6-3-1 6-3-1 Scale = 1:93.8 6.00 12 6x6 = 3x8 = 6x6 = F G H 6x8 i 3x5 = 5x10 = 2x4 II 5x10 = 3x5 = 6x8 support (by others) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.35 Q -R >999 240 MT20 220/195 - TCDL 10.0 Lumber DOL 1.15 BC 0.75 Vert(TL) -0.94 Q -R >641 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.28 L n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 274 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No:18Btr G WEBS 2x4 DF Stud/Std G WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) B=2222/0-5-8, L=2078/0-5-8 Max Horz B=201 (LC 12) Max UpliftB=-235(LC 8), L=-187(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 1 Row at midpt E -Q, G -Q, G -O, 1-0 iTek' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/IPII Quality Cdtedo, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. - Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3830/315, C,D=-3617/274, D -E=-3489/292, E -F=-2919/239, F -G=-2522/251, G -H=-2523/253, H -I=-2920/241, I -J=3502/300, J -K=-3630/282, K -L=-3845/325 BOT CHORD B -R=-346/3354, R -Y=-201/2971, Y -Z=-201/2971, Q -Z=-201/2971, Q -AA= -22/2695, P -AA= -22/2695, P -AB= -22/2695, O -AB= -22/2695, O -AC= -41/2976, AC -AD= -41/2976, N -AD= -41/2976, L -N=-192/3371 WEBS C -R=-320/194, E -R=-24/500, E -Q=-080/240, F -Q=-14/1000, G -Q=-465/134, G -P=0/273, G -O=-463/133, H -O=-13/1000, 1-0=-086/243, I -N=-31/504, K -N=-331/199 BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) 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 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-" tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.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) except Qt=1b) B=235, L=187. 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. QFtOFESS/pN SOON G) 2 UJ C 074486 M *\ E�^-31-17 /* �F March 14,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE Design valid for use only with Millea connectors. This design is based only upon parameters shown, and is for an individual building component. not �r atruss 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is iTek' 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 Cdtedo, 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 Drews, Gary 160S2-099 A02 Piggyback Base Supported Gable 1 1 846777860 TC 0.05 Vert(LL) -0.00 AP n/r Job o lnnl'n �Il Re -' -' -"'-' --- -^-'--" -- • •••_-• •-•-••. •-^ r.oYu s Jep Gy GU IJ ml I ex IrlaUelnBa, IAC. I nU Mar lu ub:u3:L4 2ulb Pa'O 1 ID:E97 AKgaNRFF722KwLTBbZzhw5g-iJE5_LLFsY3gAtX3ihttvlfuZ15Wh2vsg3z_wvzcMCn 31-2-5 51 ll 1 19-3-1 t 11-t D-10 19-3.11 1 Scale = 1:90.5 6.00 12 3x6 3x6 = P O R S T U V W X Y Z AA AB AC 4x5 = BZ BY BX BW BV BU BT BS BR BQ BP BO BN BM SL BK BJ BI BH BG BF BE BD BC BB BA AZ AY AX AW AV AU AT AS AR 4x5 = 5x6 = 5x6 = LOADING (pst] SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 AP n/r 120 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 AQ n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 AP n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Bir G OTHERS 2x4 DF Stud/Std G BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. All bearings 50-6-0. (lb) - Max Horz B=164(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B, BI, AR, AS, AT, AU, AV, AW, AX, AY, AZ, BA, BB, BC, BF, BG, BH, BZ, BY, BX, BW, BV, BU, BT, BS, BR, BO, BP, BO, BL, BK, BJ Max Grav All reactions 250 Ib or less at joint(s) B, BI, AR, AS, AT, AU, AV, AW, AX, AY, AZ, BA, BB, BC, BD, BE, BF, BG, BH, BZ, BY, BX, BW, BV, BU, BT, BS, BR, BO. BP, BO, BN, BM, BL, BK, BJ, AP FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight: 442 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-" oc bracing. 1 Row at midpt V -BI, AC -BC, AB -BD, Z -BE, Y -BF, X -BG, W -BH, O -BO, P -BN, R -BM, S -BL, T -BK, U -BJ MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE CO(MM� �t'�1.1N BUtL.Uf)�1Ca 3{t�l , iNG DIVISION APP -"R OAPPROVED NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will 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 Ib uplift at joint(s) B, Bl, AR, AS, AT, AU, AV, AW, AX, AY, AZ, BA, BB, BC, BF, BG, BH, BZ, BY, BX, BW, BV, BU, BT, BS, BR, BQ, BP, BO, BL, BK, BJ. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESSI S< CO UJ C 074486 c M *\ E�P71-17 �* March 14,2016 ® WARNING - Verify design paremefers and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE • USE Design valid for use only with MiTek® 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 vedfy the applicability of design incorporate ■■■■! parameters and property this design into the overall buildingdesign. Bracing indica-.ed is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for to NliTek' stability and 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 Irdormallon available frcm Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Het his CA 95610 Job : Truss Truss Type Qty Ply Drews, Gary 1601-099 801 r Piggyback Base 6 1 R46777861 BCDL 10.0 Code IBC2012rfP12007 LUMBER - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1P111 Quality Criteria, DSB-89 and BCSI Building Component TOP CHORD 2x4 DF No.18Btr G Job Reference (optional) o. o, cvm rwu w,v,ocn ..nucha r.twu a bep 2a 2U1b MI I ex Inctustnes, Inc. Thu Mar 10 08:03:26 2015 Page 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-fhMrP1MVOAKOPBgRg6v7 Ak8zZa89oy9HNS57nzcMCl 6.0.8_6,.19-9 12-7-11 11 T10 19-3-11 [ 253-6 31-3-2 37-2-13 43-9- 50__3 56-6-8 5 8 6-0-8 0.9-1 510-2 015 6-3-1 511-11 511-11 511-11 8.6.4 6-6-4 Scale c 1:100.4 6.00 12 6x6 = . ; ` 5x6 = - E F G H U T Ab 4x8 = 2x4 II LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012rfP12007 LUMBER - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1P111 Quality Criteria, DSB-89 and BCSI Building Component TOP CHORD 2x4 DF No.18Btr G _I 28-3-0 BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G *Except* 50.3-4 . K -O: 2x4 DF No.2 G 8-11-9 S AC - - AU K At AF Q P AG O N 16x8 = - 3x8 = 4x10 = 4x5 = ' always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 3x6 = fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1P111 Quality Criteria, DSB-89 and BCSI Building Component _I 28-3-0 I 37-2-13 43-9-0 50.3-4 . 5� 8-11-9 8-11.9 I I 6-3-0 ,0-2-81, [0:0-3-8,0-2-01 [S:0-4-0,Edga] CSI. - DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.44 Vert(LL) -0.29 R -S >999 240 MT20 220/195 BC 0.79 Vert(TL) -0.82 R -S >738 180 WB 0.76 Horz(TL) 0.20 N n/a n/a (Matrix -M) Weight: 311 Ib FT = 20% BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (Ib/size) A=1950/0-5-8, N=2836/0-5-8, L=-203/0-3-8 Max Horz A=-172(LC 9) Max UpliftA=-165(LC 8), N=-118(LC 9), L=-363(LC 21) Max GravA=1950(LC 1), N=2839(LC 2), L=51(LC 5), FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3766/291, B -C=-3295/246, C -D=-3162/265, D -E=-2774/236, E -F=-2390/246, F -G=-2479/235, G -H=-1806/203, H -I=-2111/204, I -J=-1483/171, J -K=-1614/152, K -L=-67/1195 BOT CHORD A -U=-334/3296, T -U=-334/3296, T -AB= -195/2887, S -AB= -195/2887, S -AC= -147/2513, AC -AD= -147/2513, R -AD= -147/2513, R -AE= -120/2322, AE -AF= -120/2322, Q -AF= -120/2322, P-0=0/1377, P-AG=0/1377, O-AG=0/1377, N-0=1002!77, L -N=-1002/77 WEBS E -S=0/924, F -S=-380/173, F -R=287/130, G -R=-9/579, G -Q=-1030/177, H -Q=0/623, I -Q=-80/698, I -O=-1020/94, K -O=-51/2646, K -N=2679/189, D -T=0/411, B -T=-494/154, D -S=-735/230 Structural wood sheathing directly applied or 3-2-7 oc purlins. Rigid ceiling directly applied or 10-M oc bracing, Except: 6-0-0 oc bracing: N -0,L -N. 1 Row at midpt F -S, F -R, G -Q, D -S MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.. BUTTE COUNTY , BUILDING DIVISION , APPROVE® NOTES- (10) • 1 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 4) Al plates are 3x5 MT20 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-" tall by 1-" 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=lb) A=165, N=118, L=363. 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. 1 a OQ?,OFESS/pN� sooty G) CO LU C 0744862c rn Of *\ � 12 31-17 /* , �FOF L1F0� March 14,2016 ® WARNING - V.Hfy design persmefers and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. • .Design vorid for use only with MTea connectors. This design is based only upon parameters shown, and is for an individual building component. not ITS 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 for ITek• 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/1P111 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 Jobs � � Truss Truss Type Qty Ply lob, `199 BOtA GABLE _ 1 1 �Drews'Gary fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 Job Reference (_optional) 6.0-8 49-1 510-2 0-4-95 6-3-1 511-11 = ID:E91_AKgaNRFF722KH 31-3-237-2-13 ' 511-11 511-11 4x5 11 3x4 = 8x8 = 8x8 = r.B4u S Sep 29 2015 MrTek TBbZzhw59- 7orZHWOmI 5x6 = 6.6-4 nes, Inc. Thu Mar 10 17:23:19 2016 Page 1 h RP I7f4AM VykajbYczL6LBs WzcFmM n_ 56-6-6 57 4 6-3.4 1'-0-6 Scale = 1:97.1 6x12 i u T ul• S UU DR R DS DT O DU P O 4x10 II 4x4 = 7x8 = 4x4 = 7x8 = 4x10 = 3x4 II 4x5 = 3x4 I I Plate Offsets (X,Y)- [A:0-6-4, Edge], [E:0-2-0,0-0-12], [E:0-2-0,0-0-8], [E:0-3-4,0-2-13], [F:0-4-0,0-5-8], [F:0-0-11,0-2-0], [G:0-1-8,0-1-5], [G:0-4-0,0-5-8], [H:0-4-0,0-2-1], [H:0-2-0,0-0-12], [K:0-1-12,0-0-12], [P:0-3-8,0-2-0], [Q:0-4-0,0-4$], [R:0-1-4,0-1-8], [S:0-4-0,0-4-8], [AA:0-1 -8,0-1 -0], [AH:0-1-15,0-0-8], [AI:0-2-0,0-0.4], [AK:0-1-12,0-1-0], [AN:0-1 -12,0-1 -0], [AO:0-1-12,0-1-0], [AT:0-2-0,0-0.6], [BC:0-1-7,0-1-0], [BY:0-1 -12,0-1 -0], [BZ:0-2-0,0-0-4], [CB:0-1-12,0-1-0], 10E 0-1-12,0-1-0] [CJ:0-2-9--71_fCT:0-1-0.0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.19 R -S >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.54 R -S >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.12 O n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 740 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G *Except* TOP CHORD A-E: 2X4 DF No.2 G BOT CHORD BOT CHORD 2X6 DF SS G . WEBS 2X4 DF Stud/Std G *Except* WEBS K -P: 2X4 DF No.2 G OTHERS 2X4 DF Stud/Std G WEDGE Left: 2x8 DF No.2 _ REACTIONS. (Ib/size) 0=2700/0-5-8 (min. 0-2-14), A=1930/0-5-8 (min. 0-2-1), M=-102/0-3-8 (min. 0-1-8) Max Horz A=-171(LC 9) Max Uplift 0=-176(LC 9), A=-158(LC 8), M=-203(LC 21) Max Grav 0=2700(LC 1), A=1930(LC 1), M=27(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. - A11 forces 250 (lb) or less except when shown. TOP CHORD A -B=-3924/300, B -C=-3386/231, C -D=-3317/262, D -E=-2834/242, E -F=-2441/240, F -G=-2562/244, G -H=-1908/199, H -1= -2231/199,1 -J= -1682/127,J -K=-1813/96, K -L=-06/972, L -M=94/615 BOT CHORD A -U=-349/3493, T -U=-349/3491, T -DP= -200/2967, S -DP= -200/2967, S -DQ= -159/2587, DQ -DR= -159/2587, R-DR=159/2587, R-DS=133/2413, DS -DT= -133/2413, Q -DT= -133/2413, O-DU=0/1557, P-DU=0/1557, O -P=-784/114, M -O=-802/115 WEBS E -S=-1/949, F -S=-409/170, G -R=-6/532, G -Q=-981/174, H -Q=-4/679, 1-0=-69/567, I -P=-910/96, K -P=-58/2543, K -O=-2503/237, D -T=0/422, B -T=-585/162, D -S=-757/229 Structural wood sheathing directly applied or 3-2-4 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-M oc bracing: O-P,M-O. 1 Row at midpt F -S, F -R, G -Q, D -S MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (14) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 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, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. N Q?,OF E SS/0N 4�' SOON 0 CO L C 074486 c M *� 12-31-17 �* OFC March 14,2016 ® WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hill -7473 mv. 10/03QO15 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 , HT 21 a truss system. Before use, the building designer must verify the opplicabirity 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 a for to i�iTek' always required stability and 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 ANSIITP11 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 Hei hts,CA 95610 ® WARNING - VerHy design pawmetrrs and READ NOTES ON THIS AND INCLUDED M7TEK REFERENCE PAGE MII.7479 mv. 10/03R015 BEFORE USE R Design valid for use only with M1ekS connectors. This design B based only upon parameters shown, and is for an individual building component, not �p• _ a truss system. Before use, the auilding designer must verity the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing Indicated is to prevent budding 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 iw iTek' - fabrication, storage, delivery. erection and bracing of trusses and truss systems. see AN51/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Tnra Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. _ Suite 109 Citrus Hei hts CA 95610 i6D2�99 801A GABLE Reference (optional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mrrek Industries, Inc. Thu Mar 10 17:23:20 2016 Page 2 ID:E9?_AKgaNRFF722KwLTBbZzhw5g-SKMDmdX2XU13AGdz?WudNvgiBwyK?r7am5kOyzcFmL NOTES- (14) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 Ib uplift at joint O, 158 Ib uplift at joint A and 203 Ib uplift at joint M. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) No notches allowed in overhang and 0 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard ' . 1 BUTTE COUNTY BUILDING DIVISION 1 APPROVE® 1 . A Job+' Truss Truss Type F Qty Ply 7job s, Gary Job ` Truss Truss Type Qty Ply Draws, Gary Vert(TL) -0.82 R -S >738 180 Horz(TL) 0.20 N n/a n/a 846777863 1602-099 8018 Piggyback Base 1 1 TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:' 6-M oc bracing: N -0,L -N. Job Reference (optional) 5r5 t EM5 PWS LUMBER CD, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 10 08:04:012016 Page 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-7Qz41 nS8wkQ6ZsANy2LvYh78gXKsddIKKRRkGzcMCC 6.0-8 6,9-� 12-7-11 13-0-10 19-3-11T25-3-6 31-3-2 37-2-13 43 -a -n 50-3-4- 8 6-0-8 0=9-1 5-10-2 0.4-15 6-3-1 5-11-11 5.11-11 5-11-11 6.6.4 6-6.4 6-34 1 6x6 = 6.00 12 5x6 = Scale = 1:100.4 u T AB S AG AD R AE AF O P AG O N 4x8 = 2x4 II 6x8 = 3x8 = 4x10 = 4x5'= LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 TCDL 10.0 Lumber DOL 1.15 BC 0.79 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No. 1&Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G *Except* K -O: 2x4 OF No.2 G REACTIONS. (Ib/size) A=1950/0-5-8, N=2836/0-5-8, L=-203/0-3-8 Max Horz A=-172(LC 9) Max UpliftA=-165(LC 8), N=-118(LC 9), L=-363(LC 21) Max GravA=1950(LC 1), N=2839(LC 2), L=51(LC 5) 3x6 = DEFL. in (loc) 'I/deft Ud PLATES GRIP Vert(LL) -0.29 R -S >999 240 MT20 220/195 Vert(TL) -0.82 R -S >738 180 Horz(TL) 0.20 N n/a n/a Weight: 311 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:' 6-M oc bracing: N -0,L -N. WEBS 1 Row at midpt F -S, F -R, G -Q, D -S MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3766/291, B -C=-3295/246, C -D=-3162/265, D -E=-2774/236, E -F=-2390/246, F -G=-2479/235, G -H=-1806/203, H -I=-2111/204, I -J=1483/171, J -K=-1614/152, K -L=-67/1195 BOT CHORD A -U=-334/3296, T -U=-334/3296, T -AB= -195/2887, S -AB= -195/2887, S -AC= -147/2513, AC -AD= -147/2513, R -AD= -147/2513, R -AE= -120/2322, AE -AF= -120/2322, Q -AF= -120/2322, P-0=0/1 377, P-AG=0/1377, O-AG=0/1377, N -O=-1002/77, L -N=-1002/77 WEBS E -S=0/924, F -S=-380/173, F -R=287/130, G -R=-9/579, G -Q=-1030/177, H -Q=0/623, I -Q=-80/698, 1-0=-1020/94, K -O=-51/2646, K -N=-2679/189, D -T=0/411, B -T=-494/154, D -S=-735/230 BUTTE COUNTY BUILDING DIVISION APPROVE® NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 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 3-0-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.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) A=165, N=118, L=363. 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. �oQ9,OFESS/pN_1l SOON F2 co L C 074486;Pc rn * EX 12-31-17 T�TFOFCp �\P March 14,20'16 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-7473 na . 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 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 Job Truss Truss Type r Qty PlyDreM, Gary 16011-099 802 PIGGYBACK BASE 8 1 846777864 DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Joh Reference Inntionall o,.� rwa wmocn vv, n,vvcn� , �n r.o4u s bep la 1U16 MI I BK Inaustnes, InC. 1 hu Mar 10 08:04:02 2016 Page 1 ID:E9T_AKgaNRFF722KwLTBbZzhw59-bdXSyKo4vEsHkjQMxfZaRmEFJ3yOb1 SZ A7GizcMCB 5-11-10 11-0-1T�3-11 26-5-9 26$� 7 33-9-0 37-2-13 43-5-14 + 4g-8-15 } 56-6-8 57 5-11-10 5-5-2 7-10-15 7-1-15 0-0-14 7-2-13 3.5.9 6-3.1 6.3-1 6-9-9 1-o-6 6x8 M18SHS 6.00 12 3x5 = D 2 E AA 4x5 = 5x6 = FG Scale = 1:104.3 S R AB 0 AC AD P O N AF AG M' 4x5 2x4 I 3x5 = 7x14 M18SHS 4x4 = 4x4 = 4x12 = 5x8 = 3x5 = 4x5 = = = • 4x4 = 4x4 = 3x6 = 4x4 4x4 = rlalc vnsew 1n, r /— LOADING (psf) FV•Vy-Ic,CVUtlI, IV[V-'r-J U-I-IJI SPACING- 2-0-0 Ib:U-3-V,U-L-uL TOP CHORD In:U-1-IL CogJ BOT CHORD tY:U-o-ts,U-L-uh IUt:U-y-4 tagel WEBS 2x4 DF Stud/Std G WEBS CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 7777 Greenback Lane Suite 109 TC 0.61 Citrus Het hts CA 95610 Vert(LL) -0.22 P -Q >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.48 P -Q >563 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) -0.01 P, n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 334 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD BOT CHORD 2x4 DF No.18Btr G *Except* BOT CHORD P -Q: 2x6 DF SS G a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall WEBS 2x4 DF Stud/Std G WEBS REACTIONS. (Ib/size) R=1881/0-5-8, P=2142/0-5-8, K=761/0-3.8 Max Horz R=-172(LC 9) Max Uplift R=-1 71 (LC 8), K=-138(LC 9) Max Grav R=1960(LC 19), P=2237(LC 22), K=788(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-97/584, B -C=113/1060, C -D=251/97, E-AA=0/488, F-AA=0/488, G -H=0/257, H-1=-005/191, I -J=-759/173, J -K=-1029/216 BOT CHORD . A -S=-452/134, R -S=-452/134, R -AB= -852/213, Q -AB= -848/215, Q -AC= -103/351, AC -AD= -105/349, P -AD= -107/349, P -AE= -488/276, O -AE= -488/276, N -O=-488/276, N-AF=0/385, AF-AG=0/385, M-AG=0/385, K -M=-95/851 WEBS B -R=-480/124, C -R=-1578/184, C-0=0/1 142, D-0=412/121, F -P=-1281/165, F -N=-159/967, G -N=-293/45, H -N=-713/242, H -M=-31/549, J -M=-356/200, E -P=-871/5 Structural wood sheathing directly applied or 5-11-1 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-M oc bracing: M-N,K-M. 1 Row at midpt D -Q, F -P, G -N, H -N, E -Q, E -P MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION APPROVE® NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) 200.0Ib AC unit load placed on the top chord, 26-7-6 from left end, supported at two points, 4-M apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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-M 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 atjoint(s) except Qt=1b) R=171, K=138. 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. OQ�OFESS/ONS 4� oo SOOCO N U C 074486�c M * E 12-31-17 FOFIC 0 March 14,2016 ® WARNING - Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/1015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design 4 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 for Welk' 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/TPIl 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 Het hts CA 95610 :Ob Truss Truss Type Qty Ply Draws, Gery 1602-099 8020 GABLE 1 1 846849626 7-2 13 1. MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informa8on available from Truss Plate Institute,218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7. 2 13 3-5 9 Job Refere ce to tip onal) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Mar 18 10:40:35 2016 Page 1 I D:E9?_AKgaN RFF722KwLTBbZzhw59-Od3ZWQpK4Md5AbW r78aOcV4JMBjGk9TjsgrlORzZi 1 g 5.11-10 11-4-12 19-3-11 26-5-9 26.6-7 - 33.9-4 37-2-13 41.0.8 5-11-10 5-52 7-10-15 , _ 7-1-15 0-0-14 - 7-2-13 3-5-9 3-9-11 6x8 M18SHS 6.00 F12 4x5 = E Scale = 1:76.4 3x4 = 5x6 = F G 11 1 c Y x W VBD U T S R O PBEO N M L K J I 3x6 — 2x8 It 3x5 = BC 6x8 = 4x5 = BF 3x8 = 3x6 II 5x6 = LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 41-0-8 BRACING - TOP CHORD BOT CHORD WEBS (Ib) - Max Horz A=321 (LC 7) Max Uplift All uplift 100 Ib or less at joint(s) J, K except A=-502(LC 27), X=-471 (LC 21), Z=-759(LC 27), Y=-445(LC 27), 0=-594(LC 22), 1=-739(LC 38), L=-143(LC 19) Max Grav All reactions 250 Ib or less atjoint(s) S, J, K, N, P, Q, R, W, V, U, T except A=672(LC 26), X=865(LC 43), Z=903(LC 24), Y=605(LC 24), 0=573(LC 39), 1=753(LC 19), L=412(LC 1), A=284(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1262/1070, B -C=-1364/1190, C -D=-1355/1243, D -E=-429/477, E -F=-1045/1082, F -G=-515/528, G -H=-401/363, H -I=-747/722 BOT CHORD A -Z=-1056/1002, Y -Z=-527/473, Y -BC= -676/632, X -BC= -330/285, X -BD= -1197/1097, W -BD= -892/791, V -W=-828/728, U -V=-712/611, T -U=-582/481, S -T=-452/351, R -S=-295/201, Q -BE= -321/220, P -Q=-451/350, O -P=-571/470, N -O=-386/343, K -L= -445/415,J -K= -397/372,1-J=-267/242 WEBS B -Z=-798/815, B -Y=-778/824, C -Y=-837/871, C -X=-737/812, D -X=-418/313, F -O=-556/581, F -L=-562/576, E -X=-1216/1259, E-0=-1196/1237, H -L=-679/692 Structural wood sheathing directly applied or 5-7-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt C -X, D -X, F-0, F -L, G -L, E -X, E-0, H -I, H -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION APPROVE® NOTES- (15) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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 = IO.Opsf. OQ�()FESS10&4 ONIO yF��c C 76428 -7 �M Of O EXP. 12131/2016 ^� S'T Cc, IVIL �FOF CAt' March 18 gniA AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 m, 10/03/2015 BEFORE USE. 511-10 11.4-12 19-3-11 26-6-7 ��• 33-9-4 37-2-13 41-0.8 511-10 5-52 7-10-15 7-2 13 1. MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informa8on available from Truss Plate Institute,218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7. 2 13 3-5 9 39 11 Plate OffsetsX( ,Y)-- fA:0-2-12.0-1-8J,[g:0-4-0. Edge], [D:04-3.0-1-131, fG:0-3-0.0-2-01 fH:0-2-0.0-1-81 fM:0-3-0.0-3-01 [X:0-2-12.0-341 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.15 CSI. TC 0.94 DEFL. Vert(LL) in (loc) n/a Well n/a Ud 999 PLATES MT20 GRIP 220/195 TCDL 10.0 BCLL 0.0 ' Lumber DOL 1.15 Rep Stress Incr YES BC 0.22 WB 0.84 Vert(TL) n/a Horz(TL) -0.02 1 n/a n/a 999 n/a M18SHS 220/195 BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 412 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 41-0-8 BRACING - TOP CHORD BOT CHORD WEBS (Ib) - Max Horz A=321 (LC 7) Max Uplift All uplift 100 Ib or less at joint(s) J, K except A=-502(LC 27), X=-471 (LC 21), Z=-759(LC 27), Y=-445(LC 27), 0=-594(LC 22), 1=-739(LC 38), L=-143(LC 19) Max Grav All reactions 250 Ib or less atjoint(s) S, J, K, N, P, Q, R, W, V, U, T except A=672(LC 26), X=865(LC 43), Z=903(LC 24), Y=605(LC 24), 0=573(LC 39), 1=753(LC 19), L=412(LC 1), A=284(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1262/1070, B -C=-1364/1190, C -D=-1355/1243, D -E=-429/477, E -F=-1045/1082, F -G=-515/528, G -H=-401/363, H -I=-747/722 BOT CHORD A -Z=-1056/1002, Y -Z=-527/473, Y -BC= -676/632, X -BC= -330/285, X -BD= -1197/1097, W -BD= -892/791, V -W=-828/728, U -V=-712/611, T -U=-582/481, S -T=-452/351, R -S=-295/201, Q -BE= -321/220, P -Q=-451/350, O -P=-571/470, N -O=-386/343, K -L= -445/415,J -K= -397/372,1-J=-267/242 WEBS B -Z=-798/815, B -Y=-778/824, C -Y=-837/871, C -X=-737/812, D -X=-418/313, F -O=-556/581, F -L=-562/576, E -X=-1216/1259, E-0=-1196/1237, H -L=-679/692 Structural wood sheathing directly applied or 5-7-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt C -X, D -X, F-0, F -L, G -L, E -X, E-0, H -I, H -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DIVISION APPROVE® NOTES- (15) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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 = IO.Opsf. OQ�()FESS10&4 ONIO yF��c C 76428 -7 �M Of O EXP. 12131/2016 ^� S'T Cc, IVIL �FOF CAt' March 18 gniA AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 m, 10/03/2015 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 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 1. MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informa8on available from Truss Plate Institute,218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job r TrussTruss Type Qty ply Drews, Gary 1602-099 802D GABLE 1 1 846849626 evcrenec of i ie � , u.eeo r ANSI/TPII Quality Criteria, DSB•89 and BCSI Buflding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Job Refere ce Opti nal - - -- - - oey ca cu i o 1-1— a]ou5lnes, InC. rn mar 10 1u:41J:Ja ZUl6 Nage 2 NOTES- (15) I D:E9?_AKgaN RFF722KwLTBbZzhw59-Od3ZWQpK4Md5AbWr78aOcV4JMBjGk9TjsgrlORzZi 1 g 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) J, K except Ot=1b) A=502, X=471, Z=759, Y=445, 0=594, 1=739, L=143, A=502. 13) This truss has been designed for a total drag load of 4000 Ib. Lumber DOL=(1.33) Plate grip 001-=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-0-8 for 97.5 plf. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVE® AWARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/1015 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, not ��• - Dot at russ 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 to and 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 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 Drews, Gary (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL '1.15 TC 0.41 846777865 _ 1602-099 803 Piggyback Base 9 � 1 ' Vert(TL) -0.41 N -O >672 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Job Reference (optional) v ro, orw rw.a w,.m�r. .. nn v , •.n t, r— s aeP - Lula mi r ex rnauslnes, Inc. 1 nu mar lu uu:U4:U3 2ulb rage 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-3p5gAgpigx 8Lt?YUN4p_zmT7THNKaSboewYp8zcMCA (r9-9 13-0.10 19-3-11 _2 30.2- 37-2.13 41-5.2 6-9-9 6-11 6.3.1 3-11-12 • 6-10.112 4-2- - Scale = 1:76.2 5x6 3x4 -II 4x8 = 5x6 = 6.00 12 E F G H 3x8 = v v w N M 6x8 = 3x8 = 3x4 II . f . 79-111 211-7 21 7 s -4-s 3-x-13 a :m Here vuaeus tn,r /— t'+.u-y-ic,v-irol t�:v-w-u,u-c-ol, In:vw-U,u-�rol luu-c-a,u-a-ul Iy:u�-U COoel LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL '1.15 TC 0.41 Vert(LL) -0.18 N -O >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.49 ' Vert(TL) -0.41 N -O >672 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 , Horz(TL) 0.03 . 1 n/a n/a BCDL 10.0 Code IBC2012/rP12007 (Matrix -M) Weight: 210 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc puffins. BOT CHORD 2x4 DF No.1&Btr G'Except BOT CHORD Rigid ceiling directly applied or 10-" oc bracing, Except: F -M: 2x4 DF Stud/Std G ' 6-" oc bracing: M -N WEBS 2x4 DF Stud/Std G 4-2-12 oc bracing: L -M. ,. WEBS 1 Row at midpt D -N, G -L MiTek recommends that Stabilizers and required cross bracing • 1 be installed during truss erection, in accordance with Stabilizer + Installation guide. REACTIONS. (Ib/size) 1=651/0-4-10, A=874/Mechanical, M=1789/0-2-0 Max Horz A=316(LC 8) » ' Max Uplift 1=-62(LC 4), A=-89(LC 8), M=-204(LC 5) ` Max Grav 1=665(LC 20), A=875(LC 19), M=1789(LC 1) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING1 DIVIS1ON TOP CHORD • A -B=-1354/152, C 1 9, C -D=-941/127, D -E=-316/66, E -F= 47/614, F -G= 43/560, G -H=-976/145, H-1=111541142 , 4/142 BOT CHORD A -O=-370/1141, O -V=-217/677, V -W=-217/677, N -W=217/677, L -M=-1773/211, APPROVED F -L=-359/149, K -L= -184/1219,J -K=184/1219,1 -J=-94/988 WEBS B -O=-356/200, D -O=-33/540, D -N=-706/243, E -N=0/347, L -N=-108/472, E -L=-928/117, , G -L=-1793/242, G -K=0/307; G -J=-283/100, H -J=0/279 I r NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=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 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-" 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 girder(s) for truss to truss connections. , 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) M. ' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) I, A except Qt=1b) M=204. + - 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. oQ,p,OF E SS/pN� `�' SOON 0, CO i L C 074486 c M *� E�22-31 17 �* March 14,2016 ® WARNING - Verrly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with Iv1Tek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �7 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 IT®k• is always required for stablity 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 Duality 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 Mei his CA 95610 k Job Truss Truss TypeQtyTy TCLL 20.0 Plate Grip DOL Ores, Gary TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr R46777866 1602.099 B03A Piggyback Base 41 TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G *Except* BOT CHORD F -M: 2x4 DF Stud/Std G WEBS • 2x4 DF Stud/Std G Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 S Sep 29 2015 Mrrek Industries, Inc. Thu Mar 10 08:04:04 2016 Pegga 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-X?fCNOgLRr6?zOal24b2XBJestdc31001f5LbzcMC9 �C> 9-9 13-0-10 19-3 11 23-3-7 10.2-2 } 37-2-13 41— 6-9-9 6-3.1 6-3.1 0.11-12 6-10.11 7-0-11 3-9-11 • Scale = 1:75.4 5x6 = 3x4 11 6.Oo 12 4x8 = 5x6 = 6x8 = 3x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G *Except* BOT CHORD F -M: 2x4 DF Stud/Std G WEBS • 2x4 DF Stud/Std G Citrus Heights, CA 95610 WEDGE Right: 2x4 DF Stud/Std -G w CSI. TC 0.41 BC 0.49 WB 0.54 (Matrix -M) REACTIONS. (Ib/size) A=875/Mechanical, M=1775/0-2-0, 1=632/Mechanical Max Horz A=320(LC 8) Max UpliftA=-87(LC 8), M=-205(LC 5), 1=-63(LC 4) Max Grav A=876(LC 19), M=1775(LC 1), 1=646(LC 20) 3x8 = 2x4 II I" a DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.18 N -O >999 240 MT20 220/195 Vert(TL) -0.41 N -O >672 180 Horz(TL) 0.03 M n/a n/a building design. Bracing indicated Is to prevent buclding of individual truss web and/or chord members only. Additional temporary and permanent bracing is for iTek' Weight: 210 Ib • FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing, Except: 6-M oc bracing: M -N Citrus Heights, CA 95610 4-3-0 oc bracing: L -M. WEBS 1 Row at midpt D -N, G -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1356/149, B -C=-1086/106, C -D=-943/124, D -E=-318/63, E -F=48/599, F -G=-45/546, G -H=-902/139, H-1=1067/135 BOT CHORD A -O=-371/1143, O -V=-219/679, V -W=-219/679, N -W=219/679, L -M=-1759/211, F -L=-358/149, K -L= -185/1197,J -K= -185/1197,1-J=-92/914 WEBS B -O=-356/200, D -O=-33/540, D -N=-706/243, E -N=0/343, L -N=-111/476, E -L=914/115, , G -L=-1756/239, G -K=0/309, G -J=-327/101, H -J=0/268 BUTTF- C®UNW BUILDING DIVISION APPROVED" NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) 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 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-M wide will fit between the bottom chcrd 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 girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) M. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) A, I except (jt=1b) M=205. 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. Q?,OFESS/0 S00/V ��F2 G) LU U074486 m * E . 12-31-17 sTgTFOF March 14,2016 ®WARNING - Vadfy design parsrtmters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE R Design valid for use only wi-h M1ek® connectors. This design is based only upon parameters shown, and is for on individual building component, not e a truss system. Before use, tie building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buclding of individual truss web and/or chord members only. Additional temporary and permanent bracing is for iTek' 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, 0SB-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 Job Truss Truss Type city Ply Draws, Gary I/deg Ud TCLL 20.0 Plate Grip DOL 1.15 R46777867 1602-099 B04 GABLE COMMON 11 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) n/a n/a Job Reference (optional) SyS I EMb PLUS LUMBER CO, ANDERSON, CA 7.640 S Sep 29 2015 Mi ek Industries, Inc. Thu Mar 10 08:04:13 2016 Page 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-nkicG5x_JcFjYPmT4TF904BAsVkOg9c35BL49ZzcMCO 13-0.10 19-3.11 23-1-7 30.2-2 37-2-13 41-5.2 6-9-9 6-3-1 6-3-1 3.9-13 7-0-11 7-0.11 4-2-5 6x6 = 6.00 12 3x4 11 8x8 = 5x6 = Scale a 1:82.6 3x6 = AK AJ At AH AG AF AE AD AC AB AA zClY X WV U 3x10 = 3x8 = 3x4 = 9-11-1 I 19-3-11 23-1-7 30.2-2 1 37-2-13 I 41-52 9-11-1 9.47-0-11 7-0.11 Plate Offsets (X,Y)— [B:0-4-0,0-5-8], [C:0-1-8,0-0-8], [E:0-2-0,0-0-12], [G:0-2-0,0-2-14], [G:0-4-0,0-5-8], [1-1:0-0-12,0-1-8], [H:0-2-0,0-0-12], [H:0-3-8,0-2-1], [T:0-2-8,0-3-0], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 L n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G *Except* BOT CHORD F -U: 2x4 OF Stud/Std G WEBS 2x4 DF Stud/Std G WEBS OTHERS 2x4 DF Stud/Std G inn iTek' REACTIONS. All bearings 41-5-2 (lb) - Max Horz A=311(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) I, U, L. W, J, AK, At except AF=-256(LC 8), Y=174(LC 8), P=-201 (LC 5), K=129(LC 3) Max Grav All reactions 250 Ib or less at joint(s) I, A, W, J. M. N, O, Q, R, S, V, AK, AJ, Al, AH, AE, AD, AC, AB, AA, Z, X except U=258(LC 20), AF=611(LC 19), Y=575(LC 1), P=473(LC 20), L=418(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-252/0 BOT CHORD F -T=-343/148 WEBS B -AF= -377/207, D -AF= -353/144, E -Y=-304/89, G -P=-476/199, H -L=-314/105 PLATES GRIP MT20 220/195 Weight: 401 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-M oc bracing: A-AK,AJ-AK,AI-AJ,AH-AI,AF-AH. 1 Row at midpt D -Y, E -Y, T -Y MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BU_'TE COUNTY BUILDING DIVISION APPROVE® NOTES- (15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1IOmph (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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-" wide will 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 Ib uplift at joint(s) I, U, L, W, J, AK, Al except (jt=1b) AF=256, Y=174, P=201, K=129. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) I, P, L, K. J, M, N, O, Q, R. S. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Q,�,OF E SS/pN SOON LU C 074486 c M 1 *� E'�Pj 12- 1-17 �* March 14,2016 ® WARNING - V.Hfy doslgn parameter: and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 1101II-7473 rev. 10/032015 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 ITS 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 for inn iTek' 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/IPII Quality Criteria, DSB-B9 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 T:rus—s Type ply Ply Draws, Gary building design. Bracing indicated's to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing Puss is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 846777867 1602.099 BLE COMMON 1 1 Suite 109 Citrus Hei hts CA 95610 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Thu Mar 10 08:04:13 2016 Page 2 ID:E9T_AKgaN RFF722KwLTBbZzhw59-nkicG5x_JcFjYPmT4TF904BAsVkOg9c35BL49ZzcMCO NOTES- (15) 14) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVE® ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design a w based only upon parameters shown, and s 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's to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing I1AiTek' 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 Drews,Gary (loc) - Ud TCLL 20.0 Plate Grip DOL 846777868 1602.099 C01 GABLE 1 1 240 TCDL 10.0Lumber DOL 1.15 BC 0.56 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 10 08:04:14 2016 Page 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-FwG_URxc4wNaAZLgeBnOwlkFdv1rPXbDKr4dh?zcMC? 11.0.0 570-4 9�3 3_13 13-0-0 15-8-3 1613 0-1-12 2S_" 7-0.0 5.10-4 3815 0-10-10 2-8-3 2-8-3 0210.10 3-6-15 5.104 ' 5x6 = 3x4 = 3x6 = E F G 5x6 = 3x8 II 7x8 = 3x8 II 12x14 = 1204 = 8x20 = 8x20 = Scale = 1:70.7 7x8 = 510 20-1-12 26.0-0 510.4 14-3-80-4 Plate Offsets (X,Y)— [B:0-2-8,0-2-0], [E:0-4-4,0-2-0], [F:0-4-0,0-0-0], [G:0-4 4,0-2-0], [M:0.6-4,0-1-5], [M:0-3-8,0-8.4], [N:0-3-8,0-8-4], [N:0-6.4,0-1-5], [W:0-2-4,0-1-0], [X:0-1-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.28 M -N >999 240 TCDL 10.0Lumber DOL 1.15 BC 0.56 Vert(TL) -0.66 M -N >461 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.01 K n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Attic -0.15 M -N 1154 360 LUMBER- BRACING - TOP CHORD 2x6 DF SS G *Except* TOP CHORD E -G: 2x4 DF No.18Btr G BOT CHORD 2x12 DF SS BOT CHORD WEBS 2x4 DF Stud/Std G *Except* WEBS D-H,C-N,I-M: 2x4 DF No.1 &Btr G, B-P,J-K: 2x6 DF SS G OTHERS 2x4 DF Stud/Std G REACTIONS. (Ib/size) P=1377/0-3-8, K=1299/0-3-8 Max Horz P=285(LC 5) Max Grav P=1665(LC 2), K=1601(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1765/0, C -D=1159/33, D -E=-01/562, G -H=56/565, H -I=-1162/34, I -J=-1742/0, B -P= -1677/0,J -K=-1617/0, E-F=0/910,F-G=0/919 BOT CHORD O -P=-236/546, N -O=-236/546, M -N=0/1196 WEBS D -Q=-2003/0, Q -R=1815/0, H -R=-2014/0, C -N=0/847, I -M=0/809, B -N=0/943, J -M=0/1023, F -Q=-294/130, F -R=-300/128 PLATES GRIP MT20 220/195 Weight: 276 lb FT. =20% Structural wood sheathing directly applied or 4-9-4 oc puffins, except end verticals. Rigid ceiling directly applied or 8-9-11 oc bracing. 1 Row at midpt D -H . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. BUTTE COUNTY BUILDING DIVISION APPROVE® NOTES- (14) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 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-" wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). C -D, H -I, D -Q, Q -R, H -R; Wall dead load (5.0psf) on member(s).0-N, I -M 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. M -N 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Attic room checked for U360 deflection. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. oQFtOF E SS/Cl SOON CIO LU C 0744862c M *\ EVA 12-31-17 /* M March 14,2016 ® WARNING - VerVly design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 1010312015 010 312 015 BEFORE • rev. USE. Design valid for use only with MiTek 9 connectors. This design is based only upon parameters shown, and is for an individual building component, not PTA a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate rate 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 k always required for to IVIiT®k* stability and 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 avalable from Truss Plate Institute. 218 N. Lee Street, Suite 312: Alexandria, VA 22314. 7777 Greenback Lane _ Suite 109 Citrus Hai his CA 95610 r r • ' ` � ` . ' ` z . • • Bberw,` o Truss � Truss,Type � Qty+ Ply Draws, Gary I , - - - Suite 109 Citrus Heights CA 95610 •R46849631 • 1fi02-099 f CO2 " - �',-1 - ATTIC • - - r� 7': 1 s. b Reference ti SYSTEMS PLUS LUMBER CO, -ANDERSON, CA- y 7.640 s Sep 29 2015 MiTek Industries, Inc. Fd Mar 18 10:40:50 2016 Page 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-RWTEfY?kYzWzUv9jVol.XjfBv4EmRlyWwlgzb23zZi1R `1-0-0 • •'" -• 5-10-4 9-5-3 10.3-13 .13.0-0 15-8.3 16-6-13. 20.1-12 26-0-0 - 5-10-4 3.6-15 - 0-10-10 2-8-3. 2-8-3 - 0-10-10 3.6.15 5.10-4 - - - . 5x6= 3x4 = Scale = 1:68.0 • ti _ 5x6 E = 3x6 — F •• G • 3x6 D' H .A R ` Q}+• _!r 10.00 • 3x4 11 4x4 r dx4 II I I r - ,• . 3x4 II - ' 5 • '. r, R 'f ' s •' r_ +�. `5x8 // .4 11 0 5X6 \\ 4. '� i. '4,• r _.-,. ,r' ' s 4x12 11 .8x8 = „' ' , ? r,.4x12 II .12x14'= •;. - .. - 12x14•= k • '8x8•=• i - '• Y _ j •- .. '4 r y �. .. .. • _ 5.10-4 20.1-12' 26-0-0 ` - - •~ 5.10-4 - 14-3.8 - 5-10-4 -- Plate OffsetsX( Y)-- [B:0-2-8.0-2-01,[EQ-4-4.0-2-01-l'(3:0-4-4.0-2-0 [LEdge.0-2-01 [K:0 -8-8.0-2-01_ M[ 0-3-8 0-8-41 [N:0-3-8.0-8-4]�fP:0-8-8.0-2-01 LOADING (psf)" SPACING- 2-0- 0 CSL i in (lac) WellL/d PLATES GRIP ` TCLL 20.0 4 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.28 M -N >999 240 MT20 2.20/195 TCDL 10.0 ''Lumber DOL 1.15 BC 0.56 :' Vert(TL) .-0.66 M -N >461 180 r BCLL' 0.0 ' Rep Stress Incr ",YES WB 0.82 Horz(TL) 0.02 K - .n/a . 'n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) I Attic -0.15 M -N 1154 360 Weight: 237 lb' --"FT ='20% + + LUMBER- BRACING- ayy TOP CHORD 2x6 DF SS G'ExcepY - TOP CHORD Structural wood sheathing directly applied or 4.5-2 oc purlins, except E -G: 2x4 DF No. 1&Btr G w + • end verticals. ' r BOT CHORD 2x12 DF SS ? ' , ' ) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • _ ..WEBS' 2x4 DF Stud/Std 6'Except' WEBS 1 Row at midpt D -H , D-H,C-N,I-M, 2x4 DF No.1&Btr G, B-P,J-K: 2x6 DF SS G, r 4 * MiTek recommends that Stabilizers and required cross bracing ' , . t"be installed during truss erection, in accordance with Stabilizer " Y Installation guide. REACTIONS. (Ib/size) P=1377/0 -5-8,K=1299/0-5-8 7• + �' _ BU . Max Horz P=556(LC 22) , r •- Max Uplift P=-1194(LC 27), K=-1171(LC 30) ' � • e BUILDING DIVISION . r Max Grav P=2220(LC 42), K=2194(LC 41) � • - � � �®� �� ` APPROVED FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. +' s .. �' , . TOP CHORD . B -C=-2705/1636, C -D=-1555/954, D -E=-222/635, G -H=-218/636, H -I=-1559/957, 't - I -J= -2687/1638,B -P= -2458/1462,) -K= -2426/1457,E -F= -283/1009,F -G=-288/1021 BOT CHORD ' O -P=-481/692, N -O=-481/692, M -N=-1010/1739, L -M=-2485/2561, L -S=-2485/2561; ' K -S=-2485/2561. F �. WEBS t D -Q=-2003/347, Q -R=-1815/0, H -R=-2014/355, C -N=-3/847, I -M=-15/809, B -N=-1403/1927, w J -M=-1369/1937, E -Q=-192/289, G -R=-191/292, F-0=466/496, F -R.= 472/495 • t ,. NOTES- (13) n + • 1) Unbalanced roof live loads have been considered for this design. • � '' 2) 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 ` 3) Provide adequate drainage to prevent water ponding. + - ESS10 Q /`/ , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q�f q�. O ONIQ F2 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 t fit between the bottom chord and any other members] 6) Ceiling dead load (5.0 C H-1, D psf) on member(s). -D, -Q, Q -R, H -R; Wall dead load (5.Opsf) on member(s).0-N, I -M 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. M -N *'r J . C 76428 7 8) A plate rating reduction of 20% has been applied for the green lumber members. IY 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) P=1194, O z EXP. 12 3112016 K=1171. 10) This truss has been designed for a total drag to of 28001b. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag ' 7k fir loads along bottom chord from 24-0-0 to 26-0-0 for 1400.0 plf. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. L]VIL sj� _ 12) Attic room checked for L/360 deflection. F, • - 13) WARNING: Engineering is TFOFC Al �F void unless truss is fabricated by Systems Plus L Cumber Co. •, March 18.2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 10/03/2015 BEFORE rev. 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 ti�' - • 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 to and 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, DS8.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314, _ 7777 Greenback Lane I , - - - Suite 109 Citrus Heights CA 95610 Job Truss Tru SS Type Plate Offsets (X,Y)— [B:0-2-8,0-2-01, [E:0-4-4,0-2-01, [G:0-4-4,0-2-01, [J:0-2-8,0-2-01 (N:0-3-8,0&-41 [0:0-3-8,0-8-41 LOADING (psf) Drews, Gary246777870 CSI. DEFL. in �Q17,P', PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 CO2A ATTIC Vert(LL) -0.28 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(TL) -0.66 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.840 a Sep 29 2015 MiTek Industries, Inc. Thu Mar 10 08:04:16 2016 Page 1 I D: E9?_AKga N R FF722KwLTBbZzhw59-BJ N Iv7zscXd I PsV2lcpsOjpcJ iiM tSE W n9Zkl uzcM Bz 71.0-0 5-101 93 10-3-13 13-0-0 15.8-3 1-0-0 5104 3.6-15 0-1T0- 0.10 2-8-3T2-8-3 0-10.10 3.6-15 5-104 1 -0-0 5x6 = 3x4 = 5x6 = 3x6 = E F G _ O O N m L 3x8 II 7x8 = 12x14 = 3x8 II 12x14 = 7x8 = Scale c 1:68.0 5-104 14-3-8 5104 Plate Offsets (X,Y)— [B:0-2-8,0-2-01, [E:0-4-4,0-2-01, [G:0-4-4,0-2-01, [J:0-2-8,0-2-01 (N:0-3-8,0&-41 [0:0-3-8,0-8-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.77 7777 Greenback Lane Vert(LL) -0.28 N-0 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(TL) -0.66 N-0 >467 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.01 L n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Attic -0.15 N-0 1160 360 Weight: 240 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G 'Except* TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, except E -G: 2x4 OF No. t&Btr G end verticals. BOT CHORD 2x12 DF SS BOT CHORD Rigid ceiling directly applied or 8-10-10 oc bracing. WEBS 2x4 DF Stud/Std G *Except* WEBS 1 Row at midpt D -H D-H,C-O,I-N: 2x4 DF No.1 &Btr G, B-Q,J-L: 2x6 DF SS G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 0=1375/0-3-8, L=1375/0-3-8 Max Horz Q=-293(LC 6) Max Grav 0=1664(LC 2), L=1664(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1761/0, C -D=1159/35, D -E=-65/556, G -H=65/556, H -I=-1159/35, I -J=-1761/0, B -Q=-1673/0, J -L=-1673/0, E -F=0/904, F -G=0/904 BOT CHORD P -Q=-227/557, O -P=-227/557, N-0=0/1206, M -N=-52/340, L -M=-52/340 COUNTY WEBS D -R=-1994/1, R -S=1804/0, H -S=-1993/0, C-0=0/843, I -N=0/843, B-0=0/941, J -N=0/942, BUTTE F -R=-297/130, F -S=297/130 BUILDING DIVISION NOTES(11) APPROVED 1) Unbalanced anced roof live loads have been considered for this design. /��D 2) 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 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-M wide will fit between the bottom chord and any other members. Q?yOFESS/Q� 6) Ceiling dead load (5.0 psf) on member(s). C -D, H-1, D -R, R -S, H -S; Wall dead load (5.0psf) on member(s).0-0, I -N 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. N-0�Q` OQ SOON O FiL 8) A plate rating reduction of 20% has been applied for the green lumber members. G) CID 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. V (,� 2 10) Attic room checked for U360 deflection. ILLI C 074486 n 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. It* M * EX3�r 12.31-17 s.A civ �FOF- C March 14,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE 110111-7473 101032015 BEFORE • rev. 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 design incorporate my of parameters and property 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 iT®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 Safety Information ovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 1602-099 ICO2D SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MTek Industries, Inc. Mon Mar ID:E91_AKgaNRFF722KwLTBbZzhw59-fF7NAK07ZkpGBTJIOpjQ 2 26-0 1-0-0 5-104 36.15 0.10-10 2-0-3 2-8-3 0.10.1 3-0-15 24-0 5x 5x6 = 3x4 = 5x6 = 3x6 = E F G P N M L 402 II 1204 = 12x14 = 2x8 II 12x14 = R46864325 2016 Scale = 1:67.1 LUMBER- BRACING - 5-104 TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except 20.1-12 BOT CHORD 2x12 OF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G *Except* WEBS 1 Row at midpt D -H 23-8-0 26-0-0 Plate Offsets (X,Y)— x-1114 [B:0-2-8,0-2-01, [E:04-4,0-2-01, [G:0-4-4,0-2-01, D :0-2-0,0-1-81, 14-3-6 [L:0-5-12,0-1-01, [M:0-3-8,0-8-4), 3.64 [N:0-3-8,0.8-418,0-0-41, , 2-0-0 [P:0-8- [S:0-5-8,0-3-01 LOADING (psf) SPACING- 2-M Max Gray P=2300(LC 42), K=2077(LC 41) CSI.. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 PPRO E APPROVED TC 0.77 Vert(LL) -0.27 M -N >999 240 1) Unbalanced roof live loads have been considered for this design. MT20 220/195 TCDL 10.0 Lumber DOL 1.15 (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 BC 0.53 Vert(TL) -0.63 M -N >490 180 �� �� Q fit between the bottom chord and any other members. BCLL 0.0 ' Rep Stress Incr YES 0� WB 0.85 Horz(TL) -0.10 K n/a n/a 10) Two SBP6 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) K. This connection is for uplift only BCDL 10.0 Code IBC2012/TPI2007 11) This truss has been designed for a total drag load of 2800 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag (Matrix -M) Attic -0.14 M -N 1241 360 OFC Weight: 246 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except E -G: 2x4 DF No.1 &Btr G end verticals. BOT CHORD 2x12 OF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G *Except* WEBS 1 Row at midpt D -H D-H,C-N,I-M: 2x4 DF No.1&Btr G, B -P: 2x6 OF SS G MiTek recommends that Stabilizers and required cross bracing K-S,S-T: 2x8 OF SS be installed during truss erection, in accordance with Stabilizer Installation guide. M iTek' REACTIONS. (Ib/size) P=1375/0.5.8, K=1266/0-5-8 Max Harz P=3016(1_C 23) fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJI'll Quality Criteria, DSB-89 and BCSI Building Component Max UpliftP=1305(LC 27), K=-1084(LC 30) 7777 Greenback Lane Max Gray P=2300(LC 42), K=2077(LC 41) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BUTTE COUNTY TOP CHORD B -C=-2803/1766, C -D=-1617/1022, D -E=284/670, G -H=-206/592, H-1=1647/1055, BUILDING DIVISION IJ= -3433/1615, J -K=3350/1666, B -P=-2535/1564, E -F=-221/980, F -G=367/1019 BOT CHORD O -P=-2901/3117, -901/3117, M- /1881 0 WEBS D -Q=-1994/283, Q-R=l784/29, H -R=-202/475, C -N =0/830, M -T=-263/573, I -T=-249/629, PPRO E APPROVED B -N=-1462/1992, E -Q=-199/305, G -R=-215/302, 17-0=506/517, F -R=-091/538, K-S=-1224/2592,L-S=-726/641,JS=-534/156, M-S=-1179/2004,IS=-351/1324 NOTES- (14) 1) Unbalanced roof live loads have been considered for this design. 2) 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 ESS/ 3) Provide adequate drainage to prevent water ponding. F Nq 4) This truss has been designed for a 10.0 psf bottom chord live load noncdncurrent with any other live loads. �� OQ ON to-0 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0tall by 1-0-0 wide will �� �� Q fit between the bottom chord and any other members. Ccp 6) Ceiling dead load (5.0 psf) on member(s). C -D, H -I, D -Q, Q -R, H -R, S -T; Wall dead load (5.0psf) on member(s).0-N, f -T 0� 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. M -N U V 'C 76428 m 8) A plate rating reduction of 20% has been applied for the green lumber members. —1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) P=1305. Q EXp.12/31/2016 m �y 10) Two SBP6 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) K. This connection is for uplift only and does not consider lateral forces. * 11) This truss has been designed for a total drag load of 2800 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from for 1400.0 pff. ST C10. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ' 13 Attic room checked for U360 deflection. OFC 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. March 21,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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 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 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 ANSIJI'll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informotan available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Tru SS Truss Type Qty Ply73job , Gary 1602-099 CO3 ATTIC 1 T SW 8x8 = eference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 Mi rek Industries, Inc. Thu Mar 10 17:29:36 2016 Page 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-Rf4MhB4u_07iyfou?zG3sgTypiDUQ6BT1GAda9zcFgT 0-0 510-0 9 6 7 1¢13 135}0 15-6.340-5-Q 20-1-1226 0-0 -0-0 5-10-0 383 097 283 283 0-97 383 5104 4x 5x6 = 3x4 = 2x4 = F AJ - G AK H 5x6 = Scale = 1:68.6 LUMBER- BRACING - TOP CHORD 2x6 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except F -H: 2X4 DF No.2 G end verticals. BOT CHORD 2x12 OF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2X4 OF No.2 G 'Except* 10-0-0 oc bracing: P -Q. E-1,B-T,L-M: 2x6 DF No.2 REACTIONS. All bearings 2-6-0. (lb) - Max Horz T=285(LC 5) Max Uplift 9AII uplift 100 Ib or less at joints) except T=-6092(LC 15), M=,6070(LC 15), S=-190(LC 8), N=-161(LC Max Grav All reactions 250 lb or less atjoint(s) except T=379(LC 3), M=428(LC 3), S=13761(LC 15), N=13662(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x12 MT20HS 11 1 Q TOP CHORD B-C=-016/3307, C -AE= -3794/195, AE -AF= -3379/171, D -AF= -3040/172, D -E=-3109/216, ` ' P " 3x12 MT20HS II F -AJ= -1170/209, G -AJ= -1170/209, G -AK= -1095/201, H -AK= -1095/201 APPROVED T SW 8x8 = X -Y=-173/2419, Y -Z=-173/2419, Z -AA= -173/2419, AA -AB= -173/2419, AB -AC= -173/2419, P-AC=173/2419, O -P=-2447/455, N -O=-2447/455 1204 = NAD M F -U=-55/550, 1-14=58/596, G -U=-1342/206, G -V=-1424/211, C -S=-9041/30, 6x6 = 1204 = NOTES- (19) Q?,OFESS/�N 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top ��� SOON <C" 8x8 - _ 6x6 = �(l/ 0� chords connected as - rows staggered at oc. C.r t V 510-0 m 20-1-12 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 26-M 4) 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 -0-0 grip DOL=1.33 26-0-0 5) Provide adequate drainage to prevent water ponding. 9T OF 6) All plates are MT20 plates unless otherwise indicated. CA 7) N/A Plate Offsets (X,Y)- [F:0-0-4 0-2-01 [H:0-4-4,0-2-01, [M:0-8-12,0-1-81, [P:0-3-8,0-9-0], [0:0-3-8,0-9-0], rT:0-8-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1715 TC 0.34 Vert(LL) -0.18 P -Q >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.34 P -Q >752 180 MT20HS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 M n/a n/a + BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Attic -0.14 P -Q 1221 360 Weight: 761 Ib FT = 20% ' LUMBER- BRACING - TOP CHORD 2x6 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except F -H: 2X4 DF No.2 G end verticals. BOT CHORD 2x12 OF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2X4 OF No.2 G 'Except* 10-0-0 oc bracing: P -Q. E-1,B-T,L-M: 2x6 DF No.2 REACTIONS. All bearings 2-6-0. (lb) - Max Horz T=285(LC 5) Max Uplift 9AII uplift 100 Ib or less at joints) except T=-6092(LC 15), M=,6070(LC 15), S=-190(LC 8), N=-161(LC Max Grav All reactions 250 lb or less atjoint(s) except T=379(LC 3), M=428(LC 3), S=13761(LC 15), N=13662(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD B-C=-016/3307, C -AE= -3794/195, AE -AF= -3379/171, D -AF= -3040/172, D -E=-3109/216, E -F=-1604/195, H -I=-1518/187, 1-J=-3063/213, J -AG= -2970/163, AG -AH= -3309/166, BUILDING DIVISION K-AH=3739/190, K -A1=366/3452, L -A1=-692/3242, B -T=-839/4093, L -M=-877/4079, F -AJ= -1170/209, G -AJ= -1170/209, G -AK= -1095/201, H -AK= -1095/201 APPROVED BOT CHORD T -W=-281/220, S -W=-281/220, R -S=2416/504, Q -R=-2416/504, Q -X=-173/2419, X -Y=-173/2419, Y -Z=-173/2419, Z -AA= -173/2419, AA -AB= -173/2419, AB -AC= -173/2419, P-AC=173/2419, O -P=-2447/455, N -O=-2447/455 WEBS E -U=-1903/146, U -V= -1155/194,1-V=-1974/148, D -Q= -1246/292,J -P=-1296/293, F -U=-55/550, 1-14=58/596, G -U=-1342/206, G -V=-1424/211, C -S=-9041/30, B -S=-2953/624, C-0=0/591 1. K -N=-8858/21, L -N=-3026/525, K -P=0/5957 NOTES- (19) Q?,OFESS/�N 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top ��� SOON <C" chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom follows: 2x12 2 0-7-0 �(l/ 0� chords connected as - rows staggered at oc. C.r t V Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. m 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 C 074486 m ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 12-31-17 4) 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 ST CIV �Q 5) Provide adequate drainage to prevent water ponding. 9T OF 6) All plates are MT20 plates unless otherwise indicated. CA 7) N/A 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. March 14,2016 Coll Lied on age 2 Ip WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE Mll-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 on 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 pp pp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� 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 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 HeI hts CA 95610 .. •., �,.,., ....., ...,.,•,"... "..�.wv , ..n rGu 5 Jap L9 ZUlb MI I aK Inausines, Inc. 1 hu Mal le 1729:36 2016 Paga 2 ID:E9?_AKgaNRFF722KwLTBbZzhw59- NOTES- (19) Rt4MhB4u_07iyt0u?zG3sgTypiDU068T1 GAda9zcFgT 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members. ` 10) Ceiling dead load (5.0 psf) on member(s). D -E, I -J, E -U, U -V, I-V; Wall dead load (5.0psf) on member(s).D-Q, J -P 11) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. P -Q 12) A plate rating reduction of 20% has been applied for the green lumber members. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6092 Ib uplift at joint T, 6070 Ib uplift at joint M, 190 Ib uplift at joint S and 161 Ib uplift at joint N. 14) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 Ib down and 12 Ib up at 0-1-12, 605 Ib down and 55 Ib up at 2-0-12, 605 Ib down and 55 Ib up at 2-9-5, 605 Ib down and 55 Ib up at 4-9-5, 605 Ib down and 55 Ib up at 6-9-5, 605 Ib down and 55 Ib up at 8-9-5, 605 Ib down and 55 Ib up at 10-9-5, 605 Ib down and 55 Ib up at 12-9-5, 605 Ib down and 55 Ib up at 14-9-5, 605 Ib down and 55 Ib up at 16-9-14, 605 Ib down and 55 Ib up at 18-9-5, 605 Ib down and 55 Ib up at 20-9-5, and 605 Ib down and 55 Ib up at 22-9-5, and 605 Ib down and 55 Ib up at 24-9-5 on top chord, and 710 Ib down at 2-0-0, 710 Ib down at 4-", 710 Ib down at 6-0-0, 710 lb down at 8-", 710 Ib down at 10-", 710 Ib down at 12-", 710 Ib down at 14-0-0, 710 Ib down at 16-0-0, 710 Ib down at 18-M, 710 Ib down at 20-M, and 710 Ib down at 22-0-0, and 710 Ib down at 24-" on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 18) Attic room checked for U360 deflection. 19) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: Q -T=-20; P Q= M -P=-20, A -B=-00, B -D-60, D -E=-70, E -F=-60, H-1=-60, I -J=-70, J -L=-00, E-1=-10, F -H=-60 Drag: D -Q= -10`J -P= -10J Concentrated Loads (lb) 4 Vert: R=179(8) E=-605 1=-005 Q= -179(B) D=-605 P= -179(B) J=-605 B=-56 G=-605 0=-179(8) C=-005 W=-179(8) X=-179(8) Y=179(8) Z= -179(B) AA= -179(8) AB= -179(B) AC= -179(8) AD= -179(B) AE= -005 AF= -605 AG= -605 AH= -005 AI= -605 AJ= -605 AK= -005 BUTTE COUNTY BUILDING DIVISION APPROVED ® WARNING - V ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 m, 10/032015 BEFORE USE Truss Truss Type Qty Ply Draws, Gary 1602-099 CO3 ATTIC 1 3 Job Reference (optional) .. •., �,.,., ....., ...,.,•,"... "..�.wv , ..n rGu 5 Jap L9 ZUlb MI I aK Inausines, Inc. 1 hu Mal le 1729:36 2016 Paga 2 ID:E9?_AKgaNRFF722KwLTBbZzhw59- NOTES- (19) Rt4MhB4u_07iyt0u?zG3sgTypiDU068T1 GAda9zcFgT 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members. ` 10) Ceiling dead load (5.0 psf) on member(s). D -E, I -J, E -U, U -V, I-V; Wall dead load (5.0psf) on member(s).D-Q, J -P 11) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. P -Q 12) A plate rating reduction of 20% has been applied for the green lumber members. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6092 Ib uplift at joint T, 6070 Ib uplift at joint M, 190 Ib uplift at joint S and 161 Ib uplift at joint N. 14) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 Ib down and 12 Ib up at 0-1-12, 605 Ib down and 55 Ib up at 2-0-12, 605 Ib down and 55 Ib up at 2-9-5, 605 Ib down and 55 Ib up at 4-9-5, 605 Ib down and 55 Ib up at 6-9-5, 605 Ib down and 55 Ib up at 8-9-5, 605 Ib down and 55 Ib up at 10-9-5, 605 Ib down and 55 Ib up at 12-9-5, 605 Ib down and 55 Ib up at 14-9-5, 605 Ib down and 55 Ib up at 16-9-14, 605 Ib down and 55 Ib up at 18-9-5, 605 Ib down and 55 Ib up at 20-9-5, and 605 Ib down and 55 Ib up at 22-9-5, and 605 Ib down and 55 Ib up at 24-9-5 on top chord, and 710 Ib down at 2-0-0, 710 Ib down at 4-", 710 Ib down at 6-0-0, 710 lb down at 8-", 710 Ib down at 10-", 710 Ib down at 12-", 710 Ib down at 14-0-0, 710 Ib down at 16-0-0, 710 Ib down at 18-M, 710 Ib down at 20-M, and 710 Ib down at 22-0-0, and 710 Ib down at 24-" on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 18) Attic room checked for U360 deflection. 19) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: Q -T=-20; P Q= M -P=-20, A -B=-00, B -D-60, D -E=-70, E -F=-60, H-1=-60, I -J=-70, J -L=-00, E-1=-10, F -H=-60 Drag: D -Q= -10`J -P= -10J Concentrated Loads (lb) 4 Vert: R=179(8) E=-605 1=-005 Q= -179(B) D=-605 P= -179(B) J=-605 B=-56 G=-605 0=-179(8) C=-005 W=-179(8) X=-179(8) Y=179(8) Z= -179(B) AA= -179(8) AB= -179(B) AC= -179(8) AD= -179(B) AE= -005 AF= -605 AG= -605 AH= -005 AI= -605 AJ= -605 AK= -005 BUTTE COUNTY BUILDING DIVISION APPROVED ® WARNING - V ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 m, 10/032015 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 e 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 for M iT®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 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 QtyPly LOADING (psi) Drews, Gary CSI. DEFL. in (loc) I/deft Ud 1 TCLL 20.0 Plate Grip DOL 1.15 R46777872 1602-099 DO1 GABLE 1 1 Vert(TL) 0.00 M n/r 120 BCLL 0.0 ' Rep Stress Incr -YES WB 0.05 Horz(TL) 0.00 L n/a n/a Joh Reference (optional) n.v�pa r.b4u s bee 29 2uib Mitek Industries, Inc. Thu Mar 10 05:04:19 2016 Page 1 I D: E9?_AKg a N RFF722K W LT BbZzhw59-bu 3tX8?IvS?tG KEdQkMZdLR I Iws E4xByT7oOM DzcM Bw �t-0-0 ft -ft --0 110-0 14-0-0 3x6 = r G Scale = 1:36.4 4 6.6.0 s-64 Plate Offsets (X,Y)— [B:0-1-1,Edge] [G:0-3-0,Edge], fL:0-1-1,Edge] a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 L n/r 120 MT20 220/195 TCDL '10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 M 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 Cade IBC2012/TPI2007 (Matrix) Weight: 64 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1 &Btr 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 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G e'recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 13-0-0. (lb) - Max Horz Bc-149(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) B, R, L, S, O, P, U, T except N=-109(LC 9), V=-112(LC 8) Max Grav All reactions 250 Ib or less at joint(s) B, R. L, S, Q, N, O, P, V, U. T FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. N'T'Y BUTTE COUNTY NOTES- (13) BUILDING DIVISION 1) Unbalanced roof live loads have been considered for this design. 2) 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 p� p��q{ APPROVED P ®� (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 l 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1.4-0 oc. 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-" 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 lb uplift at joint(s) B, R, L. S. O, P, U, FESS/ QFi� 0) T except Qt=lb) N=109, V=112. 11) Beveled required to full bearing Q q� DON plate or shim provide surface with truss chord at joint(s) R, S. Q, N. O, P, V, U, T. 12) "Semi-rigid with fixed heels" Member fixity in 0 pitchbreaks end model was used the analysis and design of this truss.. �� C 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. O V C 2 LIJ C 074486 M E 12-31-17 \P sTq)FOF ll_\ � March 14,2016 ®WARNING - verfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE mil -7473 rev. 10/032015 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 is for i�iTek' 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/IPII 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 Hei hts CA 95610 D Job a,.a, crv, wmocn vv, nnvcnau , a.n Truss Truss Type Qty PlyTJO Gary TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.04 1 >999 240 MT20 220/195 /246777873 1602-099 D02 Sdssar 7 BCLL 0.0 ' WB 0.42 Horz(TL) 0.14 F n/a n/a - BCDL 10.0 Code IBC2012/TPI2007 farenr _ lnnfinnall 1 .b4u s JeP 29 2u10 mi I ex naustnes, inc. Tau Mar 1u ua:04:19 2016 Pagel ID:E9?_AKgaNRFF722KwLTBbZzhw59-bu3tX8?IvS?tGKEdQkMZdLRG3woO4rMyT7oOMDzcMBw �r + 3-4-6 1 6-6-0 9-7-10 130 14-0-0 + 1-0-0 3-4-6 3-1-10 3-1-10 3.4-6 1-0-0 I 4x4 = D 3x5 i 3x5 Scale= 1:38.8 Plate Offsets (X,Y)— [B:0-1-1,Edge] (F:0-1-1,Edpe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.04 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.12 1-J >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.14 F n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 61 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=580/0-5-8, F=580/0-5-8 Max Horz B=149(LC 7) Max Uplift B=-61 (LC 8), F=-61 (LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1221/139, C -D=-954/46, D -E=957/68, E -F=-1221/60 BOT CHORD B -J=-141/1075, I -J=-142/1104, 1-1-1=2/999, F -H=1/969 WEBS D -I=-11/982 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) 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 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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) B, F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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 APPROVE® Qia�,OFESS/pN � SOON ��F2 G, LU C 074486 c rn * lY7 2-31-17 s' OFC March 14,2016 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M1ek8 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 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 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 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 Het hts. CA 95610 Job Truss Truss Type Qty Ply Draws, Gary 1.15 TCDL 10.0 Lumber DOL 1.15 846777874 1602.099 D03 Common Girder 1 q J Job Reference lnnfinnall SYSTEMS PLUS LUMBER CO, ANDERSON, CA7.640 S Sep 29 2015.1.1 Industries, Inc. Thu Mar 10 08:04:20 2016 Pte 1 ID:E9? AKgaNRFF722KwLTBbZzhw59A4dFkUONgm7juUpp_RtoAZzSAK9ypHN5inyufzcMBv i 3-0-15 6-6-0 9-7-1 1M-0 3-0-15 3.1-1 3-1-1 3-0-115 4x4 11 4x8 = HUS26 2x8 II HUS26 4x8 — HUS26 2x8 II HUS26 4x8 — HUS26 HUS26 LOADING (Z SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x8 DF SS WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) A=3304/0-5-8, E=2865/0-5.8 Max Harz A=-129(LC 25) Max UpliftA=-370(LC 8), E=-318(LC 9) Scale c 1:37.6 I$ & (H:0-5-4,0-1-01 • my CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.07 Vert(LL) -0.02 G >999 240 MT20 220/195 BC 0.20 Vert(TL) -0.06 G -H >999 180 7777 Greenback Lane WB 0.50 Horz(TL) 0.02 E n/a n/a (Matrix -M) Citrus Heights, CA 95610 Weight: 249 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-4405/508, B -C=-2870/386, C -D=-2870/388, D -E=-3966/458 BOT CHORD A -M=-412/3363, M -N=-412/3363, H -N=-412/3363, H -O=-412/3363, G -O=-412/3363, G -P=-309/3020, F -P=-309/3020, F -Q=-309/3020, E -Q=-309/3020 WEBS C -G=-418/3409, D -G=-1136/225, D -F=-124/1288, B -G=-1595/280, B -H=-193/1867 BUTTE COUNTY BUILDING DIVISION APPROVED NOTES- (12) 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 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) Unbalanced roof live loads have been considered for this design. 4) 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 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-" 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) except (jt=1b) A=370, E=318. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-" oc max. starting at 2-0-12 from the left end to 10-9-5 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 Q?,OFESS/pN CO�`��o� SOON 0 2 L C 074486 c rn *� E�1122-31-17 / k \OFC March 14,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/09/2015 BEFORE USE. Design valid for use only with MTelk1l) connectors. This design's based only upon parameters shown, and B for an individual building component, not • my 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 indcated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for iTek' 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22.2314. Suite 109 Citrus Heights, CA 95610 T1ob SYSTPLUS LUMBER CO, ANDERSON,CA LOAD CASE(S) Standard Uniform Loads (plf) Vert: A -C=-60, C -E=-60, A -E=-20 Concentrated Loads (Ib) Vert: G= -855(F) M= -855(F) N= -855(F) 0=-855(F) P= -855(F) Q= -855(F) QtyPly Drews, Gary - R46777874 1 3 Joh Referenre !notional) 7.640 a Sep 29 2015 Mitek Industries, Inc. Thu Mar 10 08:04:20 2016 Page 2 ID:E9?_AKgaNRFF722KwLTBbZzhw59-44dFkUONgm7juUppRtoAZzSAK9ypHN5inXyufzcMBv BUTTE COUNT13UIL.DING DIVISIONAPPROVED WARNING - Verffy design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE Design valid for use only with MiTek® connectors. This design's based only upon parameters shown, and isfor on individual building ccomponent, not Truss Truss Type atruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this desi n into the overall Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracingiTek' is for always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding thefobricotion. 602-099 D03 Common Girder T1ob SYSTPLUS LUMBER CO, ANDERSON,CA LOAD CASE(S) Standard Uniform Loads (plf) Vert: A -C=-60, C -E=-60, A -E=-20 Concentrated Loads (Ib) Vert: G= -855(F) M= -855(F) N= -855(F) 0=-855(F) P= -855(F) Q= -855(F) QtyPly Drews, Gary - R46777874 1 3 Joh Referenre !notional) 7.640 a Sep 29 2015 Mitek Industries, Inc. Thu Mar 10 08:04:20 2016 Page 2 ID:E9?_AKgaNRFF722KwLTBbZzhw59-44dFkUONgm7juUppRtoAZzSAK9ypHN5inXyufzcMBv BUTTE COUNT13UIL.DING DIVISIONAPPROVED WARNING - Verffy design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE Design valid for use only with MiTek® connectors. This design's based only upon parameters shown, and isfor on individual building ccomponent, not •buildingdesign. atruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this desi n into the overall Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracingiTek' is for always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding thefobricotion. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Irdorma8on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type CSI. Ply Draws, Gary I/deft • TCLL 20.0 �Qty y I R46777877 1602-099 HT01 GABLE 1 1 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a .lob Reference, lontinnall ��•��• ovu s aep ca caia mn ex mausnes, mc. r nu mar iu uo:ua:" zuio Vega 1 ID:E9?_AKgaNRFF722KwLTBb2zhw59-0Tk09A2dCNNR7nyC6swGF_3oo7tdH 1609502yYzcMBt 5-11-5 11-10-10 5-11-5 5-11-5 Scale = 1:20.5 3x6 = D 3x4 S- 3X4 J I H 3x4 I- LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a ' n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 G n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.2 G OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 11-10-10. (lb) - Max Horz A=411 (LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A G H K BRACING- TOPCHORD BOTCHORD PLATES GRIP MT20 220/195 Weight: 40 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. -J a Max Grav All reactions 250 Ib or less at joint(s) A, G, J, I except H=258(LC 20), K=257(LC 19) BUTTE TE C OU NTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING DIVISION NOTES- (13) APPROVED 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 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-" 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. FES$/ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, G, H, K. QFLO Q� 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �Q Soo q� 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. �� �2 G) co 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.V G) Z LU C 074486 m * E)�pr�12�--31-17 rsA \FQF March 14,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with M1ekS connectors. This design is based only upon parameters shown, and is for on individual budingccomponent, not • 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 B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for MiTek" 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 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 -'i Truss Truss Type Oty Ply Drews, Gery ' 11-10-10 - LOADING (psi) 846777070 1602-099 HT02 Piggyback 6 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 Job Reference (optional) cMo r.uo wm w, ruvucrtaurv, uH i.e4u a sep 29 2ulb w lex industries, Inc. Thu Mar 10 00:04:22 2015 Pa@@a 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-OTk09A2dCNNR7nyC6swGF 31Z7gNHlmO9502yYzcMBt _ 51L-5 11-10.10 111-5 , 5-11-5 - Scale c 1:21.4 4x6 = B 3x4 2x4 I I 3x4 be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (Ib/size) A=184/11-3-10, C=184/11-3-10, D=443/11-3-10 Max Horz A=41(LC 8) Max UpliftA=-33(LC 8), C=-41(LC 9), D=-18(LC 8) - Max Grav A=186(LC 19), C=186(LC 20), D=443(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. BUTTE COUNTY WEBS B -D=-277/66 BUILDING DIVISION NOTES(10) 4�1���� 1y �® 1) Unbalanced anced roof live loads have been considered for this design. 2) 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 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 3-0-0 tall by 1-M 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 100 Ib uplift at joint(s) A, C, D. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �oQ,�,CFESS/QNB • CID SOON o�F� L C 074486 c M * E . 12-31-17 FOFC March 14,2016 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE Mll-7473 rev. 10/032015 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 parametersand 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 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 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 11-10-10 11-10-10 - LOADING (psi) SPACING- 2-0-0 CSI. DEFL. I in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 220/195 r TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 34 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' OTHERS 2x4 DF Stud/Std G r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (Ib/size) A=184/11-3-10, C=184/11-3-10, D=443/11-3-10 Max Horz A=41(LC 8) Max UpliftA=-33(LC 8), C=-41(LC 9), D=-18(LC 8) - Max Grav A=186(LC 19), C=186(LC 20), D=443(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. BUTTE COUNTY WEBS B -D=-277/66 BUILDING DIVISION NOTES(10) 4�1���� 1y �® 1) Unbalanced anced roof live loads have been considered for this design. 2) 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 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 3-0-0 tall by 1-M 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 100 Ib uplift at joint(s) A, C, D. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �oQ,�,CFESS/QNB • CID SOON o�F� L C 074486 c M * E . 12-31-17 FOFC March 14,2016 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE Mll-7473 rev. 10/032015 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 parametersand 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 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 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 Drews, Gary PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 R46777879 1602-099 HTO:, Piggyback 28 1 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) i (Nus be L9 zuib MI I ex Inauslnes, Inc. Thu Mar to 08:0423 2016 Page 1 ID:E9?_AKgaN RFF722KwLTBbZzhw59-UflON W2FyhV IIxXOfaRVoBbxLXC2010YOlmcV_zcMBs 17-11-2 8-11-9 Scale = 1:30.8 44 = C 3x4 i H G F 3x4 2x4 I I 2.4 I I 2x4 I I i I� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 58 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF'No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 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 17-4-2. (lb) - Max Harz A=65(LC 8) Max Uplift All uplift 100 Ib or less at joints) A, E except H=-114(LC 8), F=-114(LC 9) Max Grav All reactions 250 Ib or less at joint(s) A, E except G=250(LC 1), H=387(LC 19), F=387(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B -H=-284/157. D -F=-284/157 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 4 2) 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 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 20.0psf 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. 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) A, E except (jt=1b) H=114, F=114. 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVE® OQ?,OFESS/C)) 4��� oo sooty oCO ��c 2 CD LU C 074486 c * E Xil2-31-17 �F March 14,2016 ® WARNING - Verify design parameter; and READ NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE M11.7473 rev. 1010312015 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 • 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 iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricotlon, storage, delivery. erection and bracing of trusses and truss systems, see AN51/rPll 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 Het hts CA 95610 1 Job _,v Truss Truss Type Qty Ply Draws, Gary " (D:O-" O -"I (F:0-3-0,Edgel (G:0- ,0-"I f LOADING (psi) SPACING- 2-0-0 R46777880 1602.099 HT03A GABLE r 1 1 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 220/195 Job Reference (optional) via rwa wmo�rt w, hrvucrtaurv, ur+ • &11-9 1 (g d 1.I54U S Sep 29 201b MRek Industries, Inc. Thu Mar 10 08:04:24 2016 Pegga 1 ID:E97_AKgaNRFF722KwLTBbZzhw59-yrsmas3tj_d9N56bDHykKP88HxZ71CehdPV91QzcMBr 17-11-2 Scale = 1:31.0 3x6 = F G 3x4 S R O P O N M L 3x4 d REACTIONS. All bearings 17-11-2 (lb) - Max Horz A=65(LC 8) Max Uplift All uplift 100 Ib or less at joints) A, L, M, N, S. R, Q " Max Grav All reactions 250 Ib or less at joint(s) A, K, P, O, M, N, R, Q except L=257(LC 20), S=257(LC 19) BUTTE COUNTY A FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING U I LDI A I DI"�iVIV SIOA' NOTES (13), APPROVED 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 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) A, L, M, N, S, R, Q. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 4 r Q?,pFESS/ON SOON ��F2 UJ C 074486�c m * E 12-31-17 �FOFC �� March 14,2016 ® WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE Design valid for use only with MTeldli, 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 verity the oppl'icabirity of design parameters and property incorporate this design into the overall ggp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' a atways 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/11111`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 Hei hts CA 95610 17-11-2 Plate Offsets (X,Y)— (13:0-0-0.0-0-01, (C:0-0-0,0-0-01 (D:O-" O -"I (F:0-3-0,Edgel (G:0- ,0-"I LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 K n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 74 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD_ 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-" 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 17-11-2 (lb) - Max Horz A=65(LC 8) Max Uplift All uplift 100 Ib or less at joints) A, L, M, N, S. R, Q " Max Grav All reactions 250 Ib or less at joint(s) A, K, P, O, M, N, R, Q except L=257(LC 20), S=257(LC 19) BUTTE COUNTY A FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING U I LDI A I DI"�iVIV SIOA' NOTES (13), APPROVED 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 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) A, L, M, N, S, R, Q. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 4 r Q?,pFESS/ON SOON ��F2 UJ C 074486�c m * E 12-31-17 �FOFC �� March 14,2016 ® WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE Design valid for use only with MTeldli, 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 verity the oppl'icabirity of design parameters and property incorporate this design into the overall ggp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' a atways 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/11111`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 Hei hts CA 95610 -----------•-------•- nwv".wyaa�a ratan mou5m-,a IOU many vo:va:[n[uloreel ID:E9?_AKgaNRFF722KwLTBbZzhw59-yrsmas3lj__d9N56bDHykKP88HxZ71CehdPV 1QzcMBr 8:1L-9 t7-t1-� 8-11-9 8.11-9 t • Scale = 1:31.0 3x6 = F G 3x4 % S. R Q P O N M L 3x4 d td LOADING (psi) Truss Truss Type Qty Ply Draws, Gary ' TCLL 20.0 Plate Grip DOL 1.15 TC 0.06 846777881 1602-099 HT04 GABLE 1 1 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) -----------•-------•- nwv".wyaa�a ratan mou5m-,a IOU many vo:va:[n[uloreel ID:E9?_AKgaNRFF722KwLTBbZzhw59-yrsmas3lj__d9N56bDHykKP88HxZ71CehdPV 1QzcMBr 8:1L-9 t7-t1-� 8-11-9 8.11-9 t • Scale = 1:31.0 3x6 = F G 3x4 % S. R Q P O N M L 3x4 d td LOADING (psi) SPACING- 2-0-0 CSI.DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 K n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 74 Ib • FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-M 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 aide. REACTIONS. All bearings 17-11-2. (lb) - Max Horz A=65(LC 8) Max Uplift All uplift 100 Ib or less at joinl(s) A, L, M, N. S, R. Q Max Grav All reactions 250 Ib or less at joints) A, K, P, O, M, N, R, Q except L=257(LC 20), S=257(LC 19) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING DIVISION NOTES- (13) ���®�® 1) Unbalanced roof live loads have been considered for this design. ' 21 Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; 5CD1_=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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 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-M 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) A, L, M, N, S. R. Q. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) WARNING: Engineering :s void unless truss is fabricated by Systems Plus Lumber Co. oQ,�,OF ESS/ONS SOONCO LU ITT C 0744862c t *� E�^ 1-17 �* �F March 14,2016 ® WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. ■! Design valid for use only with MiTeLO connectors. This besiign is based only upon parameters shown, and is for on 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �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 Quallty Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Safey Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Het hts. CA 95610 Job Truss russ Type Oty Ply Drews, Garyiggybadk PLATES GRIP I Plate Grip DOL 1.15 TC 0.13 846777682 n/a 999 MT20 220/195 TCDL 10.0 1 1 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) a r a. crv,a raw LUMBER w, ruvucrca 7.640 s Sep La 2015 MI I eK industries. inc. Thu Mar lU uti:u42n Zula rage 1 ID:E9? AKgaNRFF722KwLTBbZzhw59 o2Q8nC4WU110 Fhnn?TztchH LuoLIfyrr3FiZtzcMBq r — — 3-1D.9 3-10-9 11D-9 Scale = 1:21.8 4x4 = B D 2x4 - 2x4 11 2x4 O LOADING (psf) Ib 2-0-0 CSI. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix) Weight: 25 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-" 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. (Ib/size) A=156/7-4-15, C=156/7-4-15, D=221/7-4-15 Max Harz A=-66(LC 4) Max UpliftA=-31(LC 9), C=-39(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 3-0-0 tall by 1-M 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 100 Ib uplift at joint(s) A, C. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNW 13UILDING DIVISION APPROVED oQ?,OFESS/ply ���00 SOON o�Fc V t, �m LU C 074486 M * E . 12-31-17 . LP�93 FOFC O March 14,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED Mn EK REFERENCE PAGE MII-7473 rev. 10/032015 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing IVi 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 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 Joti Truss Truss Type Qty Ply Draws, Gary CSI. DEF L. in JPiggyback PLATES GRIP TCLL 20.0 R46777883 1602-099 ' HT06 n/a 999 10 1 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 ' Job Reference (optional) p ca euro mr en rnausm9a, InC. inu mar lu uu:U4:Za ZU1e Pag B 1 ID:E97- AKgaNRFF722KwLTBbZzhw59-Q2Q8nC4WU110 Fhnn7TztchH_LuoUfyrr3FiZtzcMBq 3.10.9 7-9-2 3-10.9 - 3-10.9 Sole = 1:21.8 . 4x4 = r B - D .2X4 2x4 \ / 2x4 I I \ ax p 1 -- ( ), C--39(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10) BUTTS COUNTY A NyY r 1) Unbalanced roof live loads have been considered for this design. BUILDING � �I"I'®ti1 2) 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 U ' V V 1 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 3) Gable requires continuous bottom chord bearing. APPROVED 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. 100 Ib uplift at joint(s) A, C. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' FESS/ OQFi ON�I SOON s, O O O c UJ C 074486 c m * E . 12-31-17 sTgTFOF March 14,2016 ® WARNING - Verlry design parameter: and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev. 10/032015 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 LOADING (psf) SPACING- 2-0-0 CSI. DEF L. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 r Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 25 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-" 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. (Ib/size) A=156/7-4-15, C=156/7-4-15, D=221/7-4-15 Max Harz A=-66(LC 4) M U I'ftA- 31 LC 9 - ' ax p 1 -- ( ), C--39(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10) BUTTS COUNTY A NyY r 1) Unbalanced roof live loads have been considered for this design. BUILDING � �I"I'®ti1 2) 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 U ' V V 1 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 3) Gable requires continuous bottom chord bearing. APPROVED 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. 100 Ib uplift at joint(s) A, C. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' FESS/ OQFi ON�I SOON s, O O O c UJ C 074486 c m * E . 12-31-17 sTgTFOF March 14,2016 ® WARNING - Verlry design parameter: and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev. 10/032015 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 is for f�iTek• always required stabilih/ and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deliver/, erection and bracing of trusses and truss systems, see ANSI/TPII Quallty 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 Hei fits CA 95610 Job Truss Truss Type Qty Ply Draws, Gary 1 X02-099 P01 BLOCKING 7 1 R46849646 sysrcnnc of i is i i inenco rn n.,ncocn., ... D >999 240 MT20 220/195 TCDL 10.0 JoReference-(optional) A 3x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Fd Mar 18 10:41:03 2016 Page 1 ID:E9?—AKgaNRFF722KwLTBbZzhw59-ZOm8O?9uUy97XvfDml4alPEGvTKV11grlBdn?pzZi1E 1-10-5 1-10-5 Scale'-- 1:20.7 rav - ( ), - 2(LC,S) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BUILDING DIVISION NOTES-) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS UA P OV E 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) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) D=120, C=120. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used'in the analysis and design of this truss. OQ�Essf 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q (� /j/ ONIO 6 C 76428 z r * EXP. 1 /31/2016 ,f OF A March 1R 7n1A AWARNING- Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with h1Tek® 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 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 cnd 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/TPI I 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 Hal his CA 95610 D 2x4 I 3x4 = 1-1 o -s LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.19 _' Vert(LL) -0.00. D >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 C -D >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 1-10-5 oc purlins, except BOT CHORD 2x4 DF Stud/Std 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 REACTIONS. (Ib/size) D=63/Mechanical, C=63/Mechanical staLlatioD_gui�e Max Horz D=11 O(LC 5) Max Uplift D=-120(LC 4), C=-120(LC 5) Max G D-122 LC 16 C-12 rav - ( ), - 2(LC,S) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BUILDING DIVISION NOTES-) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS UA P OV E 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) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) D=120, C=120. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used'in the analysis and design of this truss. OQ�Essf 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q (� /j/ ONIO 6 C 76428 z r * EXP. 1 /31/2016 ,f OF A March 1R 7n1A AWARNING- Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with h1Tek® 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 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 cnd 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/TPI I 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 Hal his CA 95610 Sob Truss CSI. Qty Ply DrewsGa y846849647 1f.02-099 P02 FrUSSKTyGpe 8 1 WB 0.05 �r�..� , „� , ,,,, �� ___ _•, _• Re erence (4 tional) LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 oeP ca m io;i ertmaaames, Ina. —mar M IV:41:U4 ZVItl rage1 ID:E9? AKgaNRFF722KXL 9b'Zzhw59-1CJXbLAWFGH 93EPKkbpHcmRftgklU4 XrMLXFzZi1D 1-10.5 A 3x4 = B I I , LJ D C 3x4 = 2x4 I I SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.19 Lumber DOL 1.15 BC 0.05 Rep Stress Incr YES WB 0.05 Code IBC2012/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF Stud/Std G - BOT CHORD 2x4 DF Stud/Std G WEBS 2x4 OF Stud/Std G DEFL. in floc) I/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) -0.00 C n/a n/a Scale = 1:20.7 PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% ' BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-5 oc purlins, except end verticals. 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 ' Ins tallation_ouide. REACTIONS. (Ib/size) D=63/1-10-5, C=63/1-10-5 Max Harz D=11 O(LC 5) Max UpliftD=-120(LC 4), C=-120(LC 5) Max Grav D=122(LC 16), C=122(LC 15) - BUTTE COUNTY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUILDING DIVISION NOTES- (9)B®R®\,ED 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25tt; Cat. II; Exp C; enclosed; MWF r r 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 2) Provide adequate drainage to prevent water ponding. 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 100 Ib uplift at joint(s) except fjt=lb) D=120, C=120. 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. N Q FESSIO ONIO h, q` F7,c C 76428 �- m —i 2 0 * z EXP. 12/31/20,16 'T C10- FOFCAI. March 18.2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 10/03/2015 BEFORE -- ray. 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for MITe�• 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 ANS111PII 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 Hal hts CA 95610 SYSTEMS PLUS LUMBER CO, ANDERSON, CA . D-14 F " I 1 A B C D E F V U 3x4 = T S /.Cqu s Sep zu zuln MI I eK Inausines, Inc. I nu Mar iu u6:u4:21 21)1b Page 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-YGBeygl?R3FaWeNOY9P1jmWcRjY8YryFxRHVQ5zcMBu Scale = 1:22.2 G H I J K P O N M r L LOADING (psf) TrussTruss Type Qty Ply Draws, Gary TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n/a 999 846777075 TCDL 10.0" F01 FLOOR SUPPORTED GABL '` 2 1 Citrus Hell hts CA 95610 BCLL 0.0 Rep Stress Incr YES WB 0.03 HOrz(TL) 0.00 L n/a Na„ Job Reference (optional) • " I 1 A B C D E F V U 3x4 = T S /.Cqu s Sep zu zuln MI I eK Inausines, Inc. I nu Mar iu u6:u4:21 21)1b Page 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-YGBeygl?R3FaWeNOY9P1jmWcRjY8YryFxRHVQ5zcMBu Scale = 1:22.2 G H I J K P O N M r L LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0" Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 Citrus Hell hts CA 95610 BCLL 0.0 Rep Stress Incr YES WB 0.03 HOrz(TL) 0.00 L n/a Na„ BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight: 47 Ib FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G(flat) s TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G(flat) end verticals. ' " WEBS 2x4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS -.2x4 DF Stud/Std G(flat) REACTIONS. All bearings 13-5-9. (lb) - Max Grant All reactions 250 Ib or less at joint(s) V, L. U, T, S, R, Q, P, O, N, M ' 1 COUNTY 1R�/ BUTTE POU' V ' r FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUILDING DIVISION NOTES- (9) 1) All plates are 2x4 MT20 unless otherwise indicated. t ��®� ED 2) Gable requires continuous bottom chord bearing. �9 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 1 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-tOd (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) WARNING: Engineering i5 void unless truss is fabricated by Systems Plus Lumber Co. , OQ�pFESS/ONS SOON <ti O O C 074486�CIDcrn * E 12-31-17 s1T CIV 9TFOFC FOS March 14,2016 ® WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 raw- 10/0312015 BEFORE USE Design valid for use only with MiTek® connectors. This design's based only upon parameters shown, and is for an individual building component, not R 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 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iy iT®k• is alv oys 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 Crftedo, 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 Hell hts CA 95610 Job __J Truss Type Qty Ply es, Gary. 7ruSS - Plate Grip DOL 1.00 TC 0.30 846777876 1602-099 FLOOR 12 1 BC 0.55 Vert(TL) -0.29 I -J >545 240 Suite 109 BCLL 0.0 Rep Stress Incr Job Reference (optional) G-1-8 H I 2-" I 2x4 I I 2x4 = A 1 " aU5leee, Inc. "" mar lu Uu:U9:Zl Zulu ra e 1 ID:E9?_AKgaNRFF722KwLTBbZz w59-YGBeyg17R3FaWeN0Y9P1jmWZNjOiYjCFxRH 05zcMBu 0-7-8 2-1-1 Scale= 1:22.9 3x10 = 2x4 II 2x4 Il. 3x10 = 2x4 II B C . D 3x4 = E F G 3x8 = 3x6 = 2x4 II 300 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.17 I -J >913 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(TL) -0.29 I -J >545 240 Suite 109 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.05 H n/a n/a BCDL 5.0 Code IBC20121rP12007 (Matrix) Weight: 59 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 DF No.,&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.,&Btr G(flat) end verticals. WEBS . 2x4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) L=724/0-3-8, H=730/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD B -C=-2911/0, C -D=-2911/0, D -E=-2892/0, E -F=-2892/0 BOT CHORD K -L=0/1939, J -K=0/2911, 1-J=0/2911, H-1=0/190, BUILDING DIVISION WEBS F -H=-1994/0, B -L=-2021/0, F-1=0/1040, B -K=0/1035, E -I=-263/0, D -I=-379/288 NOTES- (7) APPROVED 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ' 6) CAUTION, Do not erect truss backwards. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. o99,0FESS/p�,� SOON LU C074486�c m * EX 12-31-17 s��rFOF ra � \P March 14,2016 ® WARNING- Vedly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE • Design vorid for use only with MiTekO connectors. This design Is based only upon parameters shown, and b for an individual building component, not ITS 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 for ��T®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 BCSI Building Component + 7777 Greenback Lane Safety Irdorma8on available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei tits CA 95610 M1 MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 'Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1602-099 Fax 916/676-1909 Drews, Gary 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: R46777859 thru R46777883 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 These truss designs rely on lumber values established by others. QROFESS/pN ��`��o� S N �� � 2 L C 074486 crn * EXP. 12-31-17 F F � BUTTE COUNTY BUILDING DIVISION APPROVE® March 14,2016 Ong, Choo Soon 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. 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 APPROVE® DROP TOP CHORD TRUSS MIUSAC —14. WITHOUT CONT. BEARING 3131i2004 PAGE 1 WARMNO+Vorlfydeargnparamesers.and READ NOTES ONTF7SANDWCLUDED.AZ'=REFF1tFNCEPROF.b H-7473 BEFORE USE. - 7777 Greenback Lane Design void lot use only with Mlek connedors. This design Is based u Sulle 109 only, nt I parameters shown, ding for on.r - not truss building r. Bra component.. shown Citrus Heights, CA, 0561 Applicability of design paromenlen Disc proper incorporation at component h resporssthiily of building designer -not Irvss designer. &aeing.:hown 'h for lateral support at Individual web members a*. Additional temporary bracing to insure stability during construction is the responsibility of the erector._Additional permanent bracing of the overall structure h the responslbilly of the building designer. For.generol guidance regarding foh2alion. qualitycontrol storage, delivery, vection andbracing, consull ANSI/TPII OualBy Criteria. OSS -89 and BCSti Bullding Component - jg� [',{ ����® .Safety. Information available Irominns Plate Wlltule..50 D'Orofrlo Drive. Madison. W153719. �{��j JANUARY 1, 2009 2 PLY FLOOR TRUSS FRAMING ANGLE CONNECTION DETAIL ST -FA CLIP = = ; R. MTek USA, Inc. page 1 of 1 REFER TO INDIVIDUAL TRUSS DESIGN `•`•11 ELF FOR PLATE SIZES AND LUMBER GRADES 0 00 �0 0I0, L—J ••J�L�1 MiTek USA, Inc. 1. LOADS SHALL BE APPLIED TO THE TOP CHORD OF TRUSSES. 2. "L" SHALL BE 'FRAMING ANGLE' BY TEE-LOK. 3. FOR UNIFORM LOADS, BOTTOM CHORD SHALL HAV AT 24" O.C. MINIMUM. 4. CONCENTRATED LOADS SHALL HAVE A CLIP AT TH BOTTOM CHORD AT THE POINT LOAD LOCATION. V MUST BE PRESENT AT CONCENTRATED LOADS. 5. CLIPS INSTALLED FOR CONCENTRATED LOADS ARI ADDITION TO ANY CLIPS USED FOR UNIFORM LOAD 6. ALL NAIL HOLES TO BE FILLED USING 10d (1-1/2" x 0 NAILS EXCEPT USE 10d (3" x 0.148" DIA) NAILS FOR TOP CHORDS. FRAMING ANGLE (TYF FOR SPACING REQUIREMENTS - SEE EXAMPLE BELOW. TEE-LOK FRAMING ANGLE CLIPS FOR SINGLE TOP CHORDS' FRAMING CLIP NUMBER OF TOP CHORDS MAX. TRANSFERED CONC.2 LOAD ( lb's. ) PER (2) CLIPS MAX. TRANSFER LOAD( lb's. ) PER CLIP SPF DF -L SYP SPF DF -L SYP L3 1 I 132 204 264 66 102 132 2 200 312 384 134 210 252 L5 1 198 306 396 I 99 153 198 2 I 300 I 468 576 201 315 378 L7 1 264 408 528 132 204 1 264 2 400 624 768 268 420 504 .ED IN VN (TYP). 1. NO INCREASES FOR LOAD DURATION HAVE BEEN CONSIDERED. 2. CONCENTRATED LOADS SHALL HAVE A CLIP AT THE TOP AND BOTTOM CHORD AT THE POINT LOAD LOCATION. BUTTE COUNTY BUILDING DIVISION APPROVED FRAMING ANGLE SPACING EXAMPLE: TRUSS MATERIAL IS SPF, 2 -PLY TRUSS IS SUPPORTING A 120plf GIRDER LOAD ALONG THE TOP CHORD. 120plf / 2 TRUSSES = 60plf TO BE TRANSFERED. 60plf / 66# per clip (SPF/L3) =.91 CLIPS REQUIRED SPACING IS 1/.91 X12" = 13" O.C. OR (1) L3 FRAMING ANGLE PER FOOT ALONG TOP CHORD. JANUARY 1, 2009 2 PLY FLOOR TRUSS FTC CONNECTION DETAIL ST -FTC -CLIP _ == g Ell] 0 00 O t -J MiTek USA, Inc. g S 0 d MAX. CONCENTRATED LOAD AS PER CHART BELOW REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES MiTek USA, Inc. Page 1 of 1 I I 1 -1 MAX. UNIFORM LOAD AS PER CHART BELOW 1 i t t I F G H I FTC32lFTC1 2�1�6 S�I \ FTC32-2 / FTC2 USP FLOOR TRUSS CLIPS - FTC SERIES TRUSS SIZE USP STOCK NO. MAX. CONC. LOAD (Ib's.) PER CLIP MAX. TRANSFER LOAD (Ib's.) PER CLIP MAX. UNIFORM LOAD (pl1) 24" O.C. SPACING SYP / DOUG -FIR SPF SYP /DOUG -FIR SPF SVP !DOUG -FIR SPF 3x2 FTC32 1360 1180 680 590 680 590 (2) 3 x 2 FTC32-2 1360 1180 680 590 680 590 4 x 2 FTC1 1730 1500 865 750 865 750 (2)4x2 FTC2 1730 1500 865 750 865 750 TRUSS SIZE USP STOCK NO. FASTENER SCHEDULE 3 x 2 FTC32 (10) 10d x 1-1/2" (2)3x2 FTC32-2 (10) 10d x 1-1/2" 4 x 2 FTCI (10)10d (2)4x2 I FTC2 (10)10d 10d x 1-1/2" NAILS ARE 9 GAUGE ( 0.148" DIAMETER) BY 1-1/2" LONG FOLLOW USP INSTALLATION INSTRUCTIONS. USE ALL SPECIFIED FASTENERS. MAX. UNIFORM LOAD (plf) REQUIRES FTC CLIPS TO.BE PLACED AT A 24" O.C. MAX. SPACING ALONG THE LOADED CHORD. BUTTE COUNTY BUILDING DIVISION APPROVED T MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE 00 aaaa 0 00 0 00 11=0 MiTek USA, Inc. V MiTek USA, Inc. Page 1 of 1 Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE 24"O.C. 48"O.C. 72" O.C. BAY SIZE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 256OF THE WEB FORCE. A BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 10'-0" 1610 1886 1886 2829 2-10d (0.131-)3-) NAILS FOR 24 and 20 LATERAL BRACES, AND 3-10d (0.131-)3-) FOR 2x8 LATERAL BRACES. B 2 X 3 43, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE i ;'}. 3143 3143 4715 12'-0' 1342 1572 1572 2358 4715 7074 14'-0" 1150 1347 1347 2021 1 D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. x) a. TABULATED VALUES ARE BASED ON A DOL.. 1.15 16'-0"1006 1179 1179 1768_, 2358 2358 3536 a _ 18'-0" 894 1048 1048 15723143 1866 1886 2829 4715 20'-0" 805 943 943 1414 Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24.O.C. ONLY, MITEK -STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- TRUSS RRACINn INSTALLATION rUmF ANI) PRr)ni ir.T SPFr:IFIr.ATtr1N TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVE® GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 256OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131-x2.5-) FOR 1x4 BRACES. 2-106 (0.131•x 3') FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131-)3') FOR 2x0 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES. 2-10d (0.131-)3-) NAILS FOR 24 and 20 LATERAL BRACES, AND 3-10d (0.131-)3-) FOR 2x8 LATERAL BRACES. B 2 X 3 43, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DB419 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. —sbcindusoycom and w .tpinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. a. TABULATED VALUES ARE BASED ON A DOL.. 1.15 FOR STABILIZERS: FOR A SPACING OF 24.O.C. ONLY, MITEK -STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- TRUSS RRACINn INSTALLATION rUmF ANI) PRr)ni ir.T SPFr:IFIr.ATtr1N TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVE® March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE FV7011 0 00 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WE I. Nails Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (*) T -Brace 1 x4 (*) I -Brace Nails ' Web 1 -Brace Nails/ BUTTE COUNTY BUILDING DIVISION APP®VEC"' T -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1Xbracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1)C bracing material, use IND 55 for T-Brace/I Brace 2x6 1 x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace Nails ' Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace Al 2x6 2x6 T -Brace j2x6 I -Brace v 2x8 2x8 T -Brace 2x8 I -Brace Nails ' Web 1 -Brace Nails/ BUTTE COUNTY BUILDING DIVISION APP®VEC"' T -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1Xbracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1)C bracing material, use IND 55 for T-Brace/I Brace r JANUARY 1, 2009 L -BRACE DETAIL ST - L• -BRACE. �0 ® MiTek USA, Inc. Page 1 of 1 0 00 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) , 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 Nails Web Size 1 2 2x3 or 2x4 1x4 k 2X6 1x6 2X8 2X8 ••• DIRECT SUBSTITUTION NOT APLICABLE. SPACING, ' k ti WEB .'L -Brace Size for Two -Ply Truss L -BRACE Specified Continuous Rows of Lateral Bracing t • Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 .." 2x8 2X8 •*• DIRECT SUBSTITUTION NOT APLICABLE. + Nails Section Detail SUM COUNTY E L -Brace BUILDINGS DIVISION Web APPROVE® i • L -Brace must be same species grade (or better) as web member. '• ` ` JANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE OO ® MiTek USA, Inc. Page 1 of 1 U00 Note: Scab -Bracing to be used when continuous 0 00 lateral bracing at midpoint (or T -Brace) is n impractical. �l Scab must cover full length of web +/- 6". MiTek USA, Inc. THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131 ") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 BUTTE COUNTY BUILDING DIVISION AIPPR®VE® Nails / Section Detail E Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. sTANDARD PIGGYBACK TRUSS CONNECTION DETAIL MII/SAC -AJMZ%4j PAGE 1 OF 1 (MAY BE USED FOR DRAG TRUSSES) ®O GENERAL NOTES: PLAY 1 2015 �54� cPN�D ��Fir�y, ivIrion Inc., 1. UPLIFT AND LATERAL LOAD CAPACITY OF > THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR * NO. C7 QUALIFIED BUILDING DESIGNER. EXP,Nil 1 2. PITCH=12112 MAX 3. MAX CAP TRUSS SPAN = 20'-0" C 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD OF TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= ISO PLF ® WARJUNO • Verify deafgn parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PROS MQ 7473 BEFORE USE, 7777 Greenback Lane s.® Design valid [or use on vAh MiTek conneclors. This design Is based on upon parameters shown, and h far an individual building co Suite 109 ¢7 g fv 8 N P n mpong shown Cllrus Heights, CA. 9501 - � ff AppOeablYly of design poramanlers and proper Ineorporallon of eomponanl is respondbmly of building designer - not truss designer. Gracing shown 11 far lolaral support of Individuol web membra ony. Addllbnat temporary txoeing to Insure slablilly during construction Is the responsiblIlly of the I reelor. Additional permanent. bracing of the overall sirueture Is the respontlblilly of the building designer. For general guidance regarding folxtcollon, qually control storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSO -B? and BCSII BuRlIng Component �, {5� :���ffJ Solely Information ovallable from Truss Plate Institute, 583 D'Onoido �`�� Drive, Madison, WI 53719. MAXIMUM UPLIFT SCAB TYPICAL PIGGYBACK TRUSS CONNECTION CAPACITY USING (10) (MAY BE USED FOR DRAG TRUSSES) 1od (0.131" X 3") NAILS: * 2 x _ x 6'-O' SIZE TO MATCH * SYP = 1060 LBS TOP CHORD OF PIGGYBACK i 8" x 8 1/2" x 112" PLYWOOD (or 7116" OSB) SPF = 820 LBS ATTACHED TO ONE FACE OF TOP E' i CHORD WITH 2 ROWS OF 10d (0.131° x 3') GUSSET EACH SIDE AT EACH BASE TRUSS DF = 970 LBS HF = 840 LBS NAILS SPACED 6" O.C. AND STAGGERED JOINT OR MAX. 24" O.C. ATTACH WITH 2_10 CHORD SPF -S = 720 LBS :' -10d NAILS INTO EACH FROM ,` \ /' • EACH SIDE (TOTAL - 4 NAILS EACH CHORD) MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 16d i * ATTACH PIGGYBACK TRUSS (0.131" X 3.5") NAILS: ' TO EACH PURLIN WITH 2 - 16d NAILS TOENAILED, 117 LBS SPF = 60 LBS U U OF = 92 LBS 44 J— HF = 63 LBS SPF -S = 41 LBS TRUSS MAXIMUM UPLIFT SHEATHING CAPACITY USING 112" SHEATHING AND (2) 8d (0:131" X 2.5") NAILS: SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH TRUSS (SPACING NOT TO EXCEED 24' D.C.). SYP =' 82 LBS A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. 2 - 16d NAILS. SPF = 42 LBS * FOR PIGGYBACK TRUSSES WITH SPANS c 12' DF = 64 LBS SCAB MAY BE OMMITED PROVIDED THAT: HF = 44 LBS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT SPF -S = 28 LBS (SHEATHING TO OVERLAP MINIMUM 12' OVER JOINT) CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAYBE COMBINED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS (MAY BE USED FOR DRAG TRUSSES) I MAXIMUM UPLIFT GUSSET * 2x_x6'-0"SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH FACE OF TOP CAPACITY USING 7/16" GUSSETS CHORD WITH 2 ROWS OF 10d (0.131" x 3") AND (4) 1 Od (0.131 " X 3") NAILS: NAILS SPACED 6" O.C. AND STAGGERED SYP = 300 LBS REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS SPF = 276 LBS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE DF = 294 LBS TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. HF = 276 LBS SPF -S = 258 LBS 8" x 8 1/2" x 1/2" PLYWOOD (or 7116" OSB) X00 GUSSET EACH SIDE AT EACH BASE TRUSS 8JOINT OR MAX. 24" O.C. ATTACH WITH WA 2 -10d NAILS INTO EACH CHORD FROM BUTTE COUNTY EACH SIDE (TOTAL -4 NAILS EACH CHORD) BUILDING DIVISION VAL' FRF n IP ON 2x4 PURLINS @ 24" O.C. ATTACHED W12-10 D NAILS LOAD DURATION OF 1.00 ® WARJUNO • Verify deafgn parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PROS MQ 7473 BEFORE USE, 7777 Greenback Lane s.® Design valid [or use on vAh MiTek conneclors. This design Is based on upon parameters shown, and h far an individual building co Suite 109 ¢7 g fv 8 N P n mpong shown Cllrus Heights, CA. 9501 - � ff AppOeablYly of design poramanlers and proper Ineorporallon of eomponanl is respondbmly of building designer - not truss designer. Gracing shown 11 far lolaral support of Individuol web membra ony. Addllbnat temporary txoeing to Insure slablilly during construction Is the responsiblIlly of the I reelor. Additional permanent. bracing of the overall sirueture Is the respontlblilly of the building designer. For general guidance regarding folxtcollon, qually control storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSO -B? and BCSII BuRlIng Component �, {5� :���ffJ Solely Information ovallable from Truss Plate Institute, 583 D'Onoido �`�� Drive, Madison, WI 53719. Symbols. Numbering System ® General Safety Notes ' PLATE LOCATION AND ORIENTATION _� 1_ 3/ Center plate joint unless x, y I I 4 offsets are indicated. b 4 8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Pro I Property P Y Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 01 �� ' /16 C1-2 c2-3 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves 0 WEBS A04 Oypbracing �O3. may require bracing, or alternative Tor I should be considered. Never exceed the design loading shown and never UU stack materials on inadequately braced trusses. Q4. o Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 C6-7 C5-6 designer, erection supervisor, property owner and plates 0-'n6' 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 lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-131 1, ESR-1352, ESR 1988 �6 as e e tra,,- � t)fNr 'y 10. Camber is o non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397n3 camber for dead load deflection. the length parallel to slots. �u'L�N ' 11. Plate type, size, orientation and location dimensions PR0V indicated are minimum plating requirements. LATERAL BRACING LOCATION yam' 12. Lumber used shall be of the species and size, and 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. in all respects, equal to or better than that 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 rel on lumber values 9 Y 14. Bolcom chords require lateral bracing of ry is 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 MiTekOO 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. 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 Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Insktlling & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Job Type Qty Draws, Gary DEFL. (Truss (Truss (loc) 847865028 1602-099 CO3AR j PIGGYBACK ATTIC :Ply 1 3 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Apr 19 2016 MTek Industries, Inc. Fd Jul 15 12:18:00 2016 Page 1 ID:E9?_AKgaNRFF722KwLTBbZzhw59-XzLjc7opg_HBj2IFU oCwiGgXU9THXDGV1gfBGyxoGL 2-6-0 5-10-4 10.3-13 15-8-3 20-1-12 23-6-0 26.0-0 2.6 0 3-0-0 4-5-9 2-8 3 2.8-3 4-5-9 3-4-4 2-6-0 5x6 = 3x4 = 5x6 = 4x5 = E AL F AM G dv5 = Scale = 1:68.0 ECEIVED AUG 2 4 2016 TRB AND ASSOCIATES 4 0 AK 4 N S V R s.t P vv n w o Q v M L 3x8 II 6x8 = 8x8 = 12x14 = 6x8 = 3x8 II 12x14 = 8x8 = 2.0-82-6-0 5-10-4 20-1-12 23-6-0 26-0-0 2-0.8 0=5=8 3-4-4 14-3-8 3-4-4 2-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.29 O -P >874 240 TCDL 20.0 Lumber DOL 1.15 BC 0.91 Vert(TL) -0.68 O -P >374 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.02 M n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Attic -0.20 O -P 863 360 LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD E -G: 2x4 DF No.1&Btr G BOT CHORD 2x12 DF SS BOT CHORD WEBS 2x4 DF Stud/Std G 'Except' C -P,1 -O: 2x4 DF No. 1&Btr G, D-H,A-S: 2x6 DF SS G B-P,J-0:2x4 DF No.2 G REACTIONS. (Ib/size) M=10591/0-5-8, R=10797/(0-5-8 + Two SBP6 USP) (req. 0-5-9) Max GravM=15403(LC 2), R=15719(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -AC= -1533/0, B -AC= -701/0, B -AD= -9834/0, AD -AE= -8964/0, C -AE= -8257/0, C -AF= -7552/0, AF -AG= -6691/0, D -AG= -6044/0, D -E=-545/23, G -H=495/94, H -AH= -6643/0, I -AH= -7412/0, I -AI= -8077/0, AI -AJ= -8716/0, J -AJ= -9635/0, J -AK= -689/0, K -AK= -1526/0, E-AL=0/1462, F AL=-A- FAM- 14 AM- 1 7 A= 1 80/0 K L- 1 90/0 PLATES GRIP MT20 220/195 Weight: 749 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REVIEWED FOR CODE COMPLIANCE AUG 2 6 2010 - -0/ 08, G- -0/ 3 9, -S-- 8 - -- 8 BOT CHORD Q -R=0/1319, P -Q=0/1319, P -W=0/6233, W -X=0/6233, X -Y=0/6233, Y-Z=0/6233,BUTTE @eUNT�TR13 AND ASSOCIATES Z-AA=0/6233, AA-AB=0/6233, O-AB=0/6233, N-0=0/1189, M -N=0/1189 WEBS C -P=0/1278, 1-0=0/1193, D -T=-7682/0, T -U=-5269/0, H -U=-7580/0, K-10=0/1440,BUILDING DIVISION B -R=-13455/0, B -P=0/7044, A -R=0/1582, J -M=-13147/0, J-0=0/7230, E -T=0/1180, APPROVED G -U=0/1124, F -T=-2493/0, F -U=-2391/0 NOTES- (14) 1) 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 0-5-0 oc, 2x4 - 2 rows staggered at 0-5-0 oc. Bottom chords connected as follows: 2x12 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member B -R 2x4 - 2 rows staggered at 0-6-0 oc, member E -T 2x4 - 1 row at 0-5-0 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) Unbalanced roof live loads have been considered for this design. 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). C -D, H-1, D -T, T -U, H -U; Wall dead load (5.0psf) on member(s).0-P, 1-0 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. O -P 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Two SBP6 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) R. This connection is for uplift only and does not consider lateral forces. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 nev. 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 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 ANSI/TPI( Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�aEESS/py T EOpOs�Fyc UJ LU C 75435 C: M * EXP. 03/31/2018 * (� 01 TFOF CAOU July 18,2016 CD wt --sy MiTek' 7777 Greenback Lane % L.� 0) 9 Job Truss -Truss Type Design valid for use only with M1ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Ply Draws, Gary �^ •f . 7'y 1247865028 1602-099 CO3AR PIGGYBACKATTIC always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 3 Job Reference (ODtionall a.a. uvio raw wmocrt vV, wvucrcavrv, uH . f.84U 5 Apr 19 2018 MI IeK Inauslnes, Inc. Fn Jul 1512:18:00 2016 Page 2 I D: E9?_AKgaN RFF722KwLTBbZzhw59-XzLjc7opg_H Bj2IFU_oCwiGgXU9THXDGV 1 gfBGyxoGL NOTES- (14) " 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 998 Ib down at 2-0-0, 998 Ib down at 2-8-9, 998 Ib down at 4-8-9, 998 Ib down at 6-8-9, 998 Ib down at 8-8-9, 998 Ib down at 10-8-9, 998 Ib down at 12-8-9, 998 Ib down at 14-8-9, 998 Ib down at 16-8-9, 998 Ib down at 18-8-9, 998 Ib down at 20-8-9, and 998 Ib down at 22-8-9, and 998 Ib down at 24-8-9 on top chord, and 1095 Ib down at 1-104, 1095 Ib down at 3-10-4, 1095 Ib down at 5-10-4, 1095 Ib down at 7-104, 1095 Ib down at 9-10-4, 1095 Ib down at 11-10-4, 1095 Ib down at 13-10-4, 1095 Ib down at 15-10-4, 1095 Ili down at 17-10-4, 1095 Ib down at 19-10-4, and 1095 Ib down at 21-10-4, and 1095 Ib down at 23-10-4 on bottom 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: P -S=-20, O -P=-40, L-0=-20, E -G=-80, D -H=-10 , Drag: C -P=-10, 1-0=-10 Concentrated Loads (lb) Vert: Q= -730(F) P= -730(F) 0=-730(F) H= -665(F) M= -730(F) N= -730(F) F= -665(F) V= -730(F) W= -730(F) X= -730(F) Y= -730(F) Z= -730(F) AA= -730(F) AB= -730(F) AC= -665(F) AD= -665(F) AE= -665(F) AF= -665(F) AG= -665(F) AH= -665(F) AI= -665(F) AJ= -665(F) AK= -665(F) AL= -665(F) AM= -665(F). Trapezoidal Loads (plf) Vert: A= -160(F= -80) -to -C= -118(F=-38), C=-128(F=-38}to-D=-103(F=-13), D= -93(F= -13) -to -E= -85(F=-5), G=-85(F=-5}to-H=-93(F=-13), H= -103(F= -13) -to -1=-128(F=-38) 1= -118(F= -38) -to -K= -160(F=-80) BUTTE COUNTY BUILDING DIVISION APPROVE® •, T ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0712015 BEFORE USE. Design valid for use only with M1ek® 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 is M iTeIC• 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_ 1: . -2- Project: Project: StruCalc 9.0 vase Location: GARAGE POST TO SUPPORT TRUSS CO3AR StruCalc Version 9.0.2.5 8/22/2016 4:31:05 PM Column of [2012 International Building Code(2n12 Nnsll 5.5 IN x 5.5 IN x 10.0 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 46.1% LOADING DIAGRAM B BUTTE COUNTY BUILDING DIVISION APPROVED ROVE® loft A AXIAL LOADING VERTICAL REACTIONS Live Load: PL= Live Load: Vert-LL-Rxn = 0 Ib PD = 10591 Ib Dead Load: Vert-DL-Rxn = 10657 Ib CSW = 66 Ib Total Load: Vert-TL-Rxn = 10657 Ib PT = 10657 Ib COLUMN DATA Total Column Length: 10 ft Unbraced Length (X -Axis) Lx: 10 ft ' Unbraced Length (Y -Axis) Ly: 10 ft Column End Condtion-K (e): , 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #1 - Douglas -Fir -Larch Base Values Ad•us ed - Compressive Stress: Fc = 1000 psi Fc' = 654 psi Cd=0.90 Cp=0.73 Bending Stress (X -X Axis): Fbx = 1200 psi Fbx' = 1080 psi Cd=0.90 CF=1.00 Bending Stress (Y -Y Axis): Fby = 1200 psi Fby' = 1080 psi Cd=0.90 CF=1.00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Column Section (X -X Axis): dx = 5.5 in Column Section (Y -Y Axis): dy = ' 5.5 in Area: A= 30.25 in2 Section Modulus (X -X Axis): Sx = 27.73 in3 Section Modulus (Y -Y Axis):. _ Sy = 27.73 in3 Slenderness Ratio: Lex/dx = 21.82 Ley/dy = 21.82 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load Only (D) Actual Compressive Stress: Fc = 352 psi 'Allowable Compressive Stress: Fc' = 654 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): My = 0 ft -Ib ' Bending Stress Lateral Loads Only (X -X Axis): Fbx _ 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 1080 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 1080. psi Combined Stress Factor: CSF = 0.54 LOADING DIAGRAM B BUTTE COUNTY BUILDING DIVISION APPROVED ROVE® loft A AXIAL LOADING Live Load: PL= 0 Ib Dead Load: PD = 10591 Ib Column Self Weight: CSW = 66 Ib Total Load: PT = 10657 Ib