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HomeMy WebLinkAboutB16-1444 061-350-070 (3). i RECEIVED k JUL 0 813utte'County Department of Development Services PERMIT CENTER TRB AND ASSOCIATES ounty Center Drive, Oroville, CA 95965. Main Phone 530.538.7601 Fax 530.538.7785 www.buttecounty.net/dds PLEASE PRINT CLEARLY WrIJ Last Name „ ^ ��� first Name A /�J-i��,) Mailing AddreR City��� Stateluffq Zig [•� Phone Fax ,Bailmail Cell cell WrIJ Name t\Cb Mailing Address S Name State l•� Zipg5q,U Mailing Address i Email City CA State License No. F7 State 17) Zip Phone i Fax Email I Cell License No. i Class WrIJ Name t\Cb Mailing Address S city State l•� Zipg5q,U Phone _ �/ Fax Email Cell CA State License No. F7 WrIJ Last N� ., 80� ;., Fiat Name J AND Mailin dress �� D City State Zi Phon Fax Email us� Cell l ) , coM '•'_�'z`.-�_.51M-1a?.. " `.,a%cio �y "U_l V l 155 I "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this ap lication is subject to public inspection and will be posted on the County's website ,for electronic access. C- -1 Revised 7.2.ZOlS' Page IofI } 1 PERMIT NO: FORM NO DBP -1 BIN NO: " © -356-070- O o b Property Address 0 ' (� Y SD Y1L/ t - •'L!` I "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this ap lication is subject to public inspection and will be posted on the County's website ,for electronic access. C- -1 Revised 7.2.ZOlS' Page IofI } 1 PERMIT NO: FORM NO DBP -1 BIN NO: n' ire-%`.hx'�,�����_ ' � • `��i�c� _. Policy Number " © -356-070- O o b Property Address 0 ' (� Y SD Y1L/ t - •'L!` City Loon fhu J not be in the city limits of Chioo, Gridley, Oroville or Paradise, http:i'aismaos, bt tttecountynel asearchrindex.html n' ire-%`.hx'�,�����_ ' � • `��i�c� _. Policy Number Carrier If hiring other than a licensed contractor, a certificate of workers compensat'lon}}must shown at the ime of permit issuance bbbe Name Mailing Address City State ip Mobile Home permits (other than installation, foundation, utilities 8 non-attached structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at h: ^:'`N%w & hcd ca v;cooe sim h of HCDhone: (_916) 255-250', Is this a Manufactured/Mobile Home (circle one) Yes No 17) $ Livin Area: Gara e: f Open Area: i� Covered Area: TOTAL SQ: G Structure Built without pertni� 0 Proposed Change of Occupancy/Use - Note previous/current use below Zoning: Flood Zone: SRA.__ NO 'N DES YES NO -YES Code Ent: YFS NO Q lLegalLot YES [' NO ❑ Occupancy Type Constructi PeT h: at . �' l• I Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director BuRe ounty 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-0675 Owner's Name: LANE, TERRY Assessor's Parcel Number: 030-038-010 Date of Application: 4/14/2017 Square Footage Verification No Change: NOTES: Verified By: Date:.S --,� /72 (Plan Check Signature) Confirmed TRAKiT Updated by: Date: At Application: Change To: Living Area 1591 Garage Area 442 Covered Area 250 Open Area 0 No Change: NOTES: Verified By: Date:.S --,� /72 (Plan Check Signature) Confirmed TRAKiT Updated by: Date: r RECORDING REQUESTED BY dwell Title & Escrow Company AND WHEN RECORDED MAI I. TO Name Larry Lane .street BS ?�nsCcV�11a D 10 s re_Q w'.slw pvovkku—, CA q,Qt,O,_ Order No. 00257013-002 -� 2017-0011899 Recorded I REC FEE Official Records I TAX County of Butte CANDACE J. GRUBBS { County Clerk -Recorder) CW 01:04PM 04 -Apr -2017 I Page 1 of 3 22.00 60.50 SPACE ABOVE THIS LINE: FOR RECORDER'S USE Parcel No. 030-038-010 GRANT DEED THIS FORM FURNISFIED BY BIDWELL TITLE & ESCROW COMPANY The Undersilmed Gnnrorts) Declares) Documentary Transfer Tax is $6o . 5o 0 C:ityiTown of 0 computed on full value of interest or property conveyed, sir 0 Unincorporated Area Cl full value less value of liens or encumbrances remaining at the time of salc ❑ Monument Fee of $10.00 FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Henry T. Runge Jr., Trustee of the Henry T. Runge, Jr. and Cynthia A. Runge Living Trust hereby GRANT(,) to Larry Lane and Carol Lane, Husband and Wife as Joint Tenants the following real property in the ❑ City of 0 Unincorporated Area County of Butte, State of California: SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF Henry T. Runge Jr., Trustee of the Henry T. Runge, Jr. and'Cynthia A. Runge Living Trust Document Date: March 24, 2017 MAIL TAX STATEMENTS TO, Same as Above BTECIGRANTD@EO i "- Order No. 00257013-002 A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity r of that document. STATE OF CALIFORNIA } SS: COUNTY OF BUTTE Oil before me, WA&ti Notary Public. personally appeared Henry T. Runge, Jr.*** who proved to me on the basis of satisfactory evidence to be the person(s) whose FOR NOTARY SEAL OR STAMP name(s) is/are subscribed to the within instrument and acknowledged to mre that he/she/ihcy executed the same in his/her/their authorized capacity(ies), and that T. ULARTE by his/her/their signature(s) on the instrument the person(s), or the entity upon behalfol'which the person(s) acted, executed the instrument. Commission 0 2041700 • Notary Public - Caldornla 'I cerlify under PENALTY OF PERJURY under the laws of the State of California z Bunt Couety that the the foregoing paragraph is true and correct. Mv Comm. Expires Nov 29 2017 WITNESS my hand and official seal. Signature � t 1 rrf• Butte County Department of Development Services FORM NO PERMIT CENTER •coup. 7 County Center Drive, Oroville, CA 95965 DBP -06 Main Phone (530) 538-7601 Fax (530) 538-7785 www.buttecou ntv.neUdds PLAN CHANGE, RECHECK, OR RETURN Owner's Name: Contact Person Name: L I Contact email: Contact Phone Nuu�mberv&;LCA — lo':727 Date Submitted: Permit Number:'J� 7 — r7��ssessor's Parcel Number: P,COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) Please check any that apply: 0 Response to Plan Check Letter? ❑ Response to Building Inspection Correction Notice? ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? 0 Other: LIST OF ITEMS SUBMITTED 1. 2. I 4. 5. $vim COUSTY 0pj 1 a v, UE BL SERVICES Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DBP\DBP- 06_Plan_Change_Form_REV'D 8.13.14 AKM.doc Page 1 of 1— - Z Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Office (530) 538-7785 Fax www.buttecounty.net f May 12, 2017 Larry Lane . 85 Tuscan Villa Dr. Oroville, CA 95965 Assessor Parcel Number: 030-038-010 Building Permit Number: B 17-0675 Plan Check #1 Description: New Single Family Dwelling Occupancy Classification: R-3 / U Construction Type: V -B Stories: 1 Fire Sprinklers: Yes Building Total Area: R-3 @ 1591 SQ FT / U @ 442 SQ FT Covered Area: 250 SQ FT DEVELOPMENT SERVICES BUTTE COUNTY MAY 18 2017 DEVELOPMENT SERVICES Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re -check and approval of this project. Please provide two revised plan sets with your response. GENERAL COMMENTS: On the site plan update the erosion control notes to state erosion control shall be in place during construction and not only during rainy season. SN e Play v, Mh od i T; Remove note from cover sheet stating this property is in WUI area as it is not. CaVoftcf<-V(. ARCHITECTURAL COMMENTS: . The door between the garage and dwelling unit shall be self -latching too. C.R.C. Section 302.5. N o+ed . Seems the window in bathroom 2 should be tempered per. C.R.C. Section R308.4. ts oa f�b or s�,owe.- £vac(osv-� . ��Sc ,tk Amend the plans to provide a landing or floor on each side of each exterior door. C.R.C. Section e)tpk %-1 R311.3. It shall comply with the following: See �o�rd• P1a.IQ -c,.r1 Cc.00, A. Width of landing shall not be less t an the door served. B: Every landing shall have a minimum dimension of 36 inches measured in the direction of travel. C. Exterior landing shall have a slope not to exceed '/4 unit vertical in 12 horizontal. (2%) Revise the attic- ventilation calculations on sheet 2. The required net free area per your calculations,is 7.61 Sq . " Ft, but you are only providing a total of 7.49 Sq Ft, 3.63 Sq Ft low and 3.86 Sq Ft high. Co Yri�te�• Either update all code references on Sheet WUI to the correct current code sections or remove the page as this property is not in the WUI area. W V I KO}ccv-e_o� . ELECTRICAL COMMENTS Amend the plans to show outlets in every kitchen, family room, dining room, living room, parlor, library, den, sunroom, bedroom room; recreation room or similar room or area of dwelling units, receptacle outlets shall be installed so that no point measured horizontally along the floor line in any wall space is more than 6 feet from a receptacle outlet. C.E.C. Article 210-52. Outlets missing in entry walls. 5 ec corrtr f@ c/ a (.c. c. pt o• - PLUMBING COMMENTS Provide gas line calculations to be able and size the proposed line. Include the length of gas line from the meter to all the appliances it will be serving along with their BTU's. See TL4 • 3 MECHANICAL COMMENTS Amend the plans to clarify that a closet designed for a clothes dryer, has a minimum opening of 100 Square inches for makeup air shall be provided in the door or by other approved means. C.M.C. Section 504.4.1. Ste +L614- P` a h YXo+Q , ENERGY COMMENTS At outdoor lighting, amend the plans to show all lights permanently mounted to the residential building or to other buildings on the same lot are to be A. High efficacy luminaries and AlvtAAd ho�{ B. Controlled by a manual on and off switch) and 1'. Controlled by a photocell and motion sensor, or NS Qea 2�f(� 2.Photo control, or 3. Astronomical time clock, or n*,t : to, OJ�-A 3 4. Energy management control system (EMCS). CALGREEN COMMENTS !' Show location of the required listed raceway on the plans. CGBC 4.106.4.1 Call ouk vyl:(L d P? ht- eVb3. • 13. Please provide Construction Wase Management form. CalGreen Section 4.408. 1 wr.e,. w t1 P-o.r, STRUCTURAL COMMENTS: The nominal shear capacity of wood structural panel shear walls with height -to -width ratios greater than 2: and less than 3.5:1 shall be multiplied by 1.25-0.125h/bs in accordance with ANSI/AWC SDPWS-2015 Section 4.3.4. unless they are multiplied by 2bs/h in accordance with the exceptions in 4.3.3.4. The full heights of the shear walls must be used in these calculations unless designed as perforated shear walls with force transfer around the openings. Please revise the shear wall calculations along wall line 1. See eV -4 eo% cmc. �• 7. /l.9® G�...�s, The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to discuss these plan check comments, please call during our business hours or contact us by e-mail at the address below. Permit status can be tracked by logging on to http://www.buttecounty.net/dds and clicking Building Permits Status. ' _ s Efrain Ruvalcaba Philo Hunt, P.E. Plans Examiner Plan Check Engineer (530) 538-2875 (530) 538-2130 eruvalcaba@buttecounty.net • phunt@buttecounty.net { ' R . RE G 0, R Y 'A. T E I T Z AIR C•H•IT-E-CT, ' ;:383 Rio-Lindo Ave., Chico, CA.- 95926" (530) 894-5719 - D67�' L ' PERMIT # ,. BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE- -DATE 3 a✓� -- - --BY-�'�L�y ' f S'}.tructur•aI Calculations for: Lot - 1 MV ' Z �, � ter, �► ,• - * No. C 283 ' - JAStructuraRDesign Data - Residential.doc DESIGN DATA Code used: 2016 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 -14 lbs/SF Comp roof Wind loading: Basic 3 -second gust wind speed (mph) 110 Wind importance factor, 1 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 Sl 0.25 Site class D Design spectral response coefficients; SDS 0.579 SDl 0.317 Seismic design category D Basic seismic -force -resisting systems) Bearing wall system - plywood shearwalls Seismic response coefficient(s), Cs 0.089 Response modification factor(s), R 6.5 Analysis procedure; Equivalent lateral force procedure t 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 = 1.21 (figure 28.6-1) 6. Roof slopes: 26.57° (6/12) 7. Mean roof height: 15 ft... , PS = I K -A POO ( eq. 28.6-1) " w Wind Pressures Roof internal zone: (7.80 psf) (.6) = 4.68 psf Roof end zone: (8.87 psf) (.6) = 5.33 psf [(2)(4.68psf) + (5.33psf)] / 3 = 4.91 psf average overall wind pressure Wall internal zone: (20.98 psf) (.6) = 12.59 psf Wall end zone: (28.22 psf) (.6) = 16.93 psf [(2)(12.59psf) + (16.93psf)] / 3 = 14.04 psf average overall wind pressure y t ' Ka �r.�� � C�J12� �t�._� j(,U ►�(> �- ��U�r���2--(��L)�.Ooj�,- 'y�'�I r Ib it V 'c os Cm F CL (fesrVA�/- LINE SH EARWALLS eC 3/8" ODX ply. w/ 8d's ® (� 12 o.c. El coat plaster ❑- ( ) gyp, AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS. GBG specified Y2" 0 a.b.'s @ 6'-0". o.c. w/ min. • (2) 0.10.'5 per wa l I is adequate ❑ Y2" (P anchor bolts O.C. A35 / RBC ❑ RBC's o .c . ❑ NONE REG2'D , OVERTURNING ' No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal f=rame w/ "Simpson" ST6224 straps from 4x post to continous header. ❑ 1-1D1)2, 55TB16 @ Single pour, SSTB2O 2 Pour ❑ HDU4, 55TB2O @ Single pour, 55TB24 ® 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top IZ 5p'1 ice f ❑ 0516 strap splices O ST6224 strap sp 1 ices 1771 Drag Truss LINE SHEARWALLS GDX ply. w/ ad's @ tp ,12 o.c. ❑ 3 coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, ANCHOR BOLTS ® GBG specified Y2" 0 a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adecLuate ❑ Y2" <P anchor ' bo Its @ O.C. ❑ RBC's @ O.C. A35's @ % 041. ❑ NONE RF_a'D OVERTURNING Q No holdown's recL'cl C516 Holddown Straps to Rim Joist below ❑ Portal f=rame w/ "Simpson" ST6224 straps. from 4x post to continous header. ❑ HDU2, 55TB16 @ Single pour, 55TB20 @ 2 Pour ❑ HDU4, 55TB20 @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD Q_ -("f L`'Wt ❑ ( ) 16d'5 per top q splice ❑ G516 strap sp I ices ❑ 5T6224 strap splices ❑ Drag Truss BLOCKED LINE R _ —7 -5'c- ALLS= SHEARWALLS A eq d' GDX ply. w/ 5d's @ ,12 o.c. 2? ick ❑ 5 coat plaster p < ❑ ( ) gyp. bd. w/ ( )@ ( ),AT ALL 5UP ' R--511 BFL-O'CKED ANCHOR BOLTS co GBG specified Y2" 0 a.b.'s @ 6'-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" (P anchor bolts @ o.c. A35 / RBC ❑ RBG's @ o.c. COUNTYBUTTE I oc ❑ NONE REa'D '.MAY 18 2017 OVERTURNING DEVELOPMENT SERVICES ❑ No holdown's recL'cl ❑ G516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 576224 straps from 4x post to continous header. H1' -)U2; 55TB16 @ 5ingle pour, 557B2O @ 2 Pour ❑ HDU4, 55T52O @ 5ingle pour, SSTB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d'5 per top p. sp l ice 91. 6516 strap splices ❑ 5T6224 strap sp l ices M, 1, 1 <— Drag Truss FS 1 LINE R �. U (C-- HALLS= SHEARWALLS ' 3/g" GDX ply_ w/ ad's ,12 c.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )®( ); AT. ALL SUPPORTS, BLOCKED ANCHOR BOLTS V GBG specif ied Y2" (P a.b.'s @ 6-0" o.c. w/ min. l (2) a.b.'s per wall is adequate ❑ ' Y2". 0 anchor bolts @ ox.. A35 / RBC. `❑ RBC's @ O.C. `0 A55's @ 0 0. c. El -NONE REa'D - OVERTURNING El No holdown's req'd ❑ G516 Holddown Straps to Rim Joist below ❑ Portal f=rame w/ "Simpson" 5T6224 straps from 4x post to continous header. HDU2, 55TB16 @ Single pour, 55TB2O @ 2 Pour -❑ HDU4, 5STB2O @ Single pour, 5ST524 @ 2 Pour COLLECTOR / CHORD ❑ (. ) I6d's per top ,g sp l ice 0516 strap splices �� , �f b -4�z ? 5-P r~� ❑ 5T6224 strap splicer, ❑ Drag Truss FS 1 pag } Project: — . • Greg Peitz Home • Logtion: DINING ROOM PATIO DOOR HEADER _ Gregory A Peitz Architect . f Multi -Loaded Multi .-Span Beam 4 • rte' 383 Rio Lindo Ave [2016 California Building Code(2012 NDS)] .--' Chico, CA 95926 3.5 IN x 9.25 IN x 6.4 FT ' #2 -Douglas -Fir -Larch -'Dry Use-. - "` , _.StruCalcVersion 10.0.0.9 4/11/2017 7:59:39 PM Section Adequate By: 91.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03. IN U2474 r 4 I Dead Load . '0.03 in Total Load 0.06 IN U1185 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 r REACTIONS A B , Live Load • 1403 Ib - 430 Ib y Dead Load 1490 Ib 516 Ib - t '. Total Load 2893 Ib 946 tb Bearing Length 1.32 in 0.43 in BEAM DATA Center Span Length 6.4 It Unbraced Length -Top ~ 0 ft ' &oft Unbraced Length -Bottom 6.4 It Live Load Duration Factor 1.25 �- Notch Depth 0.00 ti UNIFORM LOADS Center MATERIAL PROPERTIESUniform Live Load 0 plf ' #2 :Douglas -Fir -Larch •. ,` ' Uniform Dead Load 20 plf - .'Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb = 900 psi Fb! _ 1350, psi Total Uniform Load 27 plf ` •" • C&1.25 CF=1_20 + ;Shear Stress: Fv = 180 psi FV _ 225 psi POINT LOADS - CENTER SPAN i.' Load Number One Co'=1.25 Modulus of Elasticity. ' E=. 1600 ksi E' 1600 ksi Live Load 1833 Ib Comp. 3 -to Grain: Fc -1= 625 psi Fc --L =,-625 psi Dead Load 1833 lb • , Location 1.5 ft Controlling Moment: 4280 &Ib .1.54 Ft from left support of span 2 (Center Span) . 'f - Created by combining all dead loads and live loads on span(s) 2~' ' Controlling Shear: " 2893 lb . At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) Comparisons with required sections: Reg'd Provided' • `` , :', f Section Modulus: 38.05 in3 49.91 in3 " Area (Shear): 19.29 int 32.38 int Moment of Inertia (deflection): 46.75 in4 230.84 in4 Moment: ` 4280 ft -Ib 5615 ft -Ib r ; Shear: 2893 Ib 4856 Ib NOTES 11 i ` •°' t .' ..moi. ° ` " �, �: Project: Location: GARAGE DOOR HEADER Roof Beam Adjusted Beam Length: [2016 California Building.Code(2012 NDS)] Adiusted 3.5 IN x 13.5 IN x 16.7 FT Controlled by. 24F -V4 - Visually Graded Western Species - Dry Use FW = - 3000 psi Section Adequate By: 357.3% DL = Controlling Factor: Momen FV = 331 psi Cd --1.25 DEFLECTIONS Center Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Live Load 0.11 IN 01826 Fc - -L = 650 psi Controlling Moment 5812 ft -Ib Dead Load 0.12 in 8.35 ft from left support LL = Total Load 023 IN U887 psf Controlling Shear: -1392 Ib Live Load Deflection Criteria: U240 Total Load Deflection Criteria: 0180 At support. REACTIONS A_ B Created by combining all dead and live loads. TW = Live Load 676 lb 676 Ib . Provided Section Modulus: 23.25 in3 Dead Load 716 Ib 716 Ib Area (Shear): 6.3 in2 47.25 in2 Total Load 1392 Ib 1392 Ib 717.61 in4 Moment: 5812 ft -Ib Bearing Length 0.61 in 0.61 in Shear: -1392 lb 10434 lb BEAM DATA Span Length 16.7 ft Unbraced Length Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 24F -V4 - Visually Graded Western Species Adjusted Beam Length: Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by. Fb cmpr = 1850 psi FW = - 3000 psi C&1.25 DL = Shear Stress:' Fv = 265 psi FV = 331 psi Cd --1.25 TW = Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc --L= 650 psi Fc - -L = 650 psi Controlling Moment 5812 ft -Ib 167 8.35 ft from left support LL = Created by combining all dead and fire loads. psf Controlling Shear: -1392 Ib DL = At support. psf Created by combining all dead and live loads. TW = Comparisons with required sections: Read Provided Section Modulus: 23.25 in3 106.31 in3 Area (Shear): 6.3 in2 47.25 in2 Moment of Inertia (deflection): 145.56 in4 717.61 in4 Moment: 5812 ft -Ib 26578 ft -Ib Shear: -1392 lb 10434 lb NOTES page VIM,/ �.- Greg Peitz Home Gregory A Peitz Architect / 383 Rio Lindo Ave ,f Chico, CA 95926 StruCalc Version 10.0.0.9 4/11/2017 7:57:48 PM Side One: Adjusted Beam Length: Ladj = 16.7 Roof Live Load: LL = 18 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 3 ft Side Two: Total Uniform Load: WT = 167 Roof Live Load: LL = 18 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 1.5 ft Wall Load: WALL = 0 pif Non -Snow Roof Loaded Area: RLA = 75.2 pif SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16.7 ft Beam Self Weight: BSW = 10 plf Beam Uniform Live Load: wL = 81 pif Beam Uniform Dead Load: wD adj = 86 plf Total Uniform Load: WT = 167 plf Project: Location: REAR PATIO HEADER Roof Beam [2016 California Building Code(2012 NDS)] 5.5 IN x 10.5 IN x 17.7 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 174.8% Controlling Factor: Deflection DEFLECTIONS Center Adjusted Beam Length: Ladj = Live Load 0.19 IN U1134 Roof Live Load:, Dead Load 0.24 in 18 psf Total Load 0.43 IN U495 DL= Live Load Deflection Criteria: 1-/240 Total Load Deflection Criteria: U180 REACTIONS A B TW = Live Load 717 Ib 717 Ib Side Two: Dead Load 927 Ib 927 Ib 186 Total Load 1644 Ib 1644 Ib 18 Bearing Length 0.46 in 0.46 in DL= BEAM DATA psf Tributary Width: Span Length 17.7 ft 1.5 Unbraced Length Top 0 ft WALL = Unbraced Length -Bottom 0 ft Non -Snow Roof Loaded Area: Roof Pitch 6 :12 <, plf Roof Duration Factor 1.25 MATERIAL PROPERTIES 24F -V4 -Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb cmpr = 1850 psi Fb' = 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 Camp. -L to Grain: Fc --L= 650 psi Fc - -L= 650 psi . Controlling Moment: 7274 ft -lb 8.85 ft from left support Created by combining all dead and live loads. Controlling Shear: -1644 lb At support. Created by combining all dead and live loads. Comparisons wdh required sections: Reo'd Provided Section Modulus: 29.1 in3 101.06 in3 Area (Shear): 7.44 int 57.75 in2 Moment of Inertia (deflection): 193.11 in4 530.58 in4 Moment: 7274 ft -Ib 25266 ft -Ib Shear: 1644 lb 12753 lb ��1/�P Page >_• -Greg Peitz Home Gregory A Peitz Architect ( 383 Rio Linda Ave or Chico, CA 95926 StruCalc Version 10.0.0.9 4/11/2017 7:56:38 PM Side One: Adjusted Beam Length: Ladj = 17.7 Roof Live Load:, LL = 18 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 3 ft Side Two: Total Uniform Load: WT = 186 Roof Live Load: LL = 18 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1.5 ft Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 79.7 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 17.7 ft Beam Self Weight: BSW = 13 plf Beam Uniform Live Load: wL = 81 pff Beam Uniform Dead Load: wD adj = 105 pff Total Uniform Load: WT = 186 plf Project: Location: PATIO DOOR HEADER Roof Beam r . [2012 International Building Code(2012 NDS)] 3.5. IN x 9.25 IN x 6.2 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 57.2% Controlling Factor: Moment Controlling Moment: 3572 ft -Ib DEFLECTIONS Center Ladj = 3.1 ft from left support Roof Live Load: Live Load 0.02 IN U3105 Created by combining all dead and live loads. psf Dead Load 0.03 in DL= 15 At support. Total Load 0.05 IN U1506 TW = Created by combining all dead and live loads. Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Comparisons with required sections: REACTIONS A B Section Modulus: 31.75 in3 Live Load 1478 Ib 355 Ib 20.06 in2 32.38 in2 Dead Load 1531 Ib 408 Ib 230.84 in4 Moment: Total Load 3009 Ib 763 Ib Shear: 3009 lb Bearing Length 1.38 in 0.35 in Ib Point Dead Load BEAM DATA 1833 Ib Point Load Location Span Length 6.2 ft ft Wall Load: Unbraced Length -Top 0 ft plf Unbraced Length -Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1350 psi Cd=1.25 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 225 psi Cd=1.25 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi • Comp. -L to Grain: Fc -1= 625 psi Fc'-: = 625 psi Controlling Moment: 3572 ft -Ib Adjusted Beam Length: Ladj = 3.1 ft from left support Roof Live Load: LL = Created by combining all dead and live loads. psf Controlling Shear: 3009 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: 31.75 in3 49.91 in3 Area (Shear): 20.06 in2 32.38 in2 Moment of Inertia (deflection): 27.6 in4 230.84 in4 Moment: 3572 ft -Ib 5615 ft -lb, Shear: 3009 lb 4856 lb • page StruCalc 9.0 StruCalc Version 9.0.2.5 4/14/2017 10:11:45 AM / of Side One: Adjusted Beam Length: Ladj = 6.2 Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 0 ft Side Two: Total Uniform Load: WT = 17 Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 0 ft Point Live Load . LL = 1833 Ib Point Dead Load DL= 1833 Ib Point Load Location @ 1.2 ft Wall Load: WALL = 10 plf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6.2 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 0 plf Beam Uniform Dead Load: wD_adj = 17 plf Total Uniform Load: WT = 17 plf dOp - • / / / / oo / dOp dOp + / o o / / / / / / / i / � / / \ PERMIT # \ BUTTE COUNTY DEVELOPMENT SERVICES / REVIEWED FOR CODE COMPLIANCE / \ DATE �> BY 100 YEAR FLOOD LINE OFFERED TO BUTTE \ COUNTY FOR \ DRAINAGE EASEMENT / PURPOS µ / MINIMUM EROSION AND SEDIMENT / CONTROLS FOR PROJECTS \ / DISTURBING LESS THAN ONE ACRE THE BMP'S (BEST MANA6EMIENT PRACTICES) LISTED BELOW MUST BE IN PLACE AT ALL TIMES TF,!* 1:✓ 10!Yr TP `.'�-AR. THE BMP'S LISTED ARE {"5NIMUM REQUIREMENTS X40 ADDITIONAL 13MPS COULD BE REQUIRED BASED ON SITE CONDITIONS. / I. STABILIZED ENTRY, PROVIDE MINIMUM 5" TO 6" \ FRACTURED ROCK 50' LONG x 15' WIDE BY 6' DEEP / OVER CONSTRUCTION 6RADE FABRIC. 2. ALL SOILS TRACKED ONTO PAVED ROADWAYS MUST BE GLEANED ON A DAILY BASIS. WHEN \ / STREETS ARE NET OR DURING A RAIN EVENT THERE \ SHALL BE NO TRACKING OF 5011-5 ONTO THE / STREET. \ r 3. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND ' CURB OR SIDEWALKS. r 4. ROCK BA65 (MINIMUM 2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PRO.ECT \ { / SITE. \ S. INTERNAL FILTERS SHALL BE PLACED INSIDE EACH / DRAIN INLET. 6. TRASH BARS SHALL BE PLACED ACROSS THE / BACK OF ALL DRAIN INLETS. T. STABILIZE ALL DISTURBED SOILS IN THE FRONT YARD AREAS WITHIN I5' OF THE BACK CURB OR \ SIDEWALK. (STRAW OR EROSION BLANKET5 MAY BE \ / USED FOR THIS APPLICATION) / B. STABILIZE ALL SLOPES WHERE EROSION COULD OCCUR AND CAUSE SILT RUN OFF. (STRAW, / VISQUEEN OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION) ` 4. ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. 0" \ 6 SHALL BE STORED IN A COVERED LOCATION AWAY +' FROM SIDEWALKS AND STORM DRAIN INLETS 2 (L rn 0 N ti O N 00 Ln GONG. , 10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON SHEET `� , DRIVE ' THE SITE MUST BE KEPT OFF OF STREETS AND 51DEWALK5 AND A LEAST 50' FROM THE NEAREST OROVILLE, CA �11 STORM DRAIN. �\ SEWER ,TILITIES 11. ALL TRASH MUST BE COLLECTED AND STORED 51.61-1 DRYWALL HEAD ELEG. / MIJD BOPROPERLE PAINT Bu�� CLEANIN S r SERVICE i+ / , CONTAINERS, ETC. COME IN CONTACT WITH ANY 50' RADIUS RAINFALL OR STORM WATER RUNOFF. 12. PROVIDE A DESIGNATED AREA FOR CONCRETE I, 4. CUL-DE-5AC WASHOUT. HAY BAILS LINED WITH VISQUEEN MAY BE OF VISTA USED FOR THIS APPLICATION. ROLLAWAY BINS MAY ESTATES ALSO BE USED. ALL CONCRETE WASHOUT SYSTEMS (E) POWER j \ -kCOURT SHALL BE PLACED OFF Of' THE PAVED STREETS. 15. AFTERINSTALLATION OF THE A50YE ITEMS ARE POLE COMPLETE, A MAINTENANCE PR06RAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EDGE OF EFFWTIVENE55 OP YOUR BMP'5. PAVEMENT BUTTE COUNTY d` MAY 1 S 2017 5 ITE PLAN - DEVELOPMENT SERVICES (I I _ 40 i_O 11 CP� NORTH(e 2 (L rn 0 N ti O N 00 Ln OWNER: LARRY -4 CAROL LANE SITE INFO: V15TA ESTATES CT. SHEET GREGORY A. P E I T Z ADDRE55: OROVILLE, CA ARCHITECT I.C12 AGREE 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894.5719 PHONE: ZONE: VLDR APN: 050-05a-010 of: ONE 2 (L rn 0 N ti O N 00 Ln GREGORY A. PEITZ ARCHITECT, 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5719 PROJECT: I have reviewed the truss submittal for the above project and all loading design criteria have been met. I o Gregory A. Peitz Architect A - J i0 I .s f i BUTTE COUNTY l BUILDING DIVISION APPROVED ;." CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lane 1591 Calculation Date/Time: 14:55, Fri, Mar 31, 2017. Calculation Description: Compliance Input File Name: Lane 1591.ribd16 CF1 R -PRF -01 Page 1 of 9 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Lane 1591 04 05 02 Calculation Description Residence 08 Energy Use (kTDV/ft2-yr) 03 Project Location Vista Estate Ct. Compliance Margin Percent Improvement 04 City Oroville, CA 05 Standards Version Compliance 2017 06 Zip Code 95965 07 Compliance Manager Version BEMCmpMgr 2016.2.1 (695) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2016.2.1 (868) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 300 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1591 15 Number of Zones 1 16 Slab Area (ft) 1591 17 Number of Stories 1 18 Addition Cond. Floor Area n/a 19 Natural Gas Available Yes 20 Addition Slab Area (ft) n/a 21 Glazing Percentage (%) 15.8% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater,under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or.more Special Features shown below fl; (% 14..: ti rCompliance PERMIT # v / l — 06 7> BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE vZJ BY DATF J Registration Date/Time: 2017-03-31 14:59:12 Report Version - CF1 R-03032017-695 HERS Provider: CaICERTS inc. Report Generated at: 2017-03-31 14:56:29 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 23.52 28.05 -4.53 -19.3% Space Cooling 37.51 46.64 -9.13 -24.3% IAQ Ventilation 1.38 1.38 0.00 0.0% Water Heating 10.65 9.49 1.16 10.9% Photovoltaic Offset ---- -13.00 13.00 ---- Compliance Energy Total 73.06 72.56 0.50 0.7% fl; (% 14..: ti rCompliance PERMIT # v / l — 06 7> BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE vZJ BY DATF J Registration Date/Time: 2017-03-31 14:59:12 Report Version - CF1 R-03032017-695 HERS Provider: CaICERTS inc. Report Generated at: 2017-03-31 14:56:29 ° CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lane 1591 Calculation Description: Compliance Calculation Date/Time: 14:55, Fri, Mar 31, 2017 Input File Name: Lane 1591.ribd16 Y CF1 R -PRF -01 Page 2 of 9 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • PV System: 2.0 kWdc • Whole house fan • Cool roof • Ceiling has high level of insulation • Window overhangs and/or fins HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation - Cooling System Verifications: • Minimum Airflow • Verified SEER • Refrigerant Charge • Fan Efficacy Watts/CFM - HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: None ~--� r :- BUILDING - FEATURES INFORMATION 1 ` { �!''` { l t t s 01 02 U3, ,, .... ew ` ,04 ,:+ ,� f5. r-+ ,,, 06 07 Project Name j a Conditioned Floor Area (ft2) Number'of Dwelling Units 117 ' '�- Number of Bedrooms r' '' ' ti"^ Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Lane 1591 1591 1 3 1 1 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 1591 9.2 Water Heater. - Registration Number: 217-P010103656B-000-000-0000000-0000 ` Registration Date/Time: 2017-03-31 14:59:12 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-03032017-695 Report Generated at: 2017-03-31 14:56:29 ' CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lane 1591 Calculation Date/Time: 14:55, Fri, Mar 31, 2017 Calculation Description: Compliance Input File Name: Lane 1591.ribd16 CFI R -PRF -01 Page 3 of 9 OPAQUE SURFACES ~ r,: .� f 01 02_ '041 .� r. U5 [ i L_ 06 07 08 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft) Tilt (deg) Fwall Conditioned R15 Wall 300 Front 261 89.9 90 Bwall Conditioned R15 Wall 120 Back 493.6 125 90 Rwall Conditioned R15 Wall 210 Right 279 9 90 Lwall Conditioned R15 Wall 30 Left 480.8 46.8 90 GarToHouse Conditioned>>Garage Gar House R19 381 17.7 Kwall Conditioned>>Attic Kwall R19 40 0 Ceiling (below attic) 1 Conditioned R49 Ceiling below attic 1591 Gwall Front Garage Garage Ext Wall 300 Front 189 128 90 Gwall Left Garage Garage Ext Wall 30 Left 9 0 90 Gwall Right Garage Garage Ext Wall 210 Right 192 0 90 Gar Ceiling Garage RO CIgBlwAttic Cons 442 ATTIC ~ r,: .� f 01 02_ '041 .� r. U5 [ i L_ 06 07 08 Name Construction '* „ Type Roof�Rise Roof, Reflectance, Roof Emittance Radiant Barrier Cool Roof Gar Attic Asphalt RB Roof t Ventilated '*' 5`"�` ` 0.22' 0.85 Yes No Attic Asphalt RB Roof Ventilated 6 0.22 0.85 Yes Yes Registration Number: 217-P0101036568-000-000-0000000-0000 Registration Date/Time: 2017-03-31 14:59:12 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF R-03032017-695 Report Generated at: 2017-03-31 14:56:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lane 1591 Calculation Description: Compliance Calculation Date/Time: 14:55, Fri, Mar 31, 2017 Input File Name: Lane 1591.ribd16 CF1 R -PRF -01 Page 4 of 9 FENESTRATION / GLAZING 01 02 03 04 Name Side of Building 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multiplier Area (ft) U -factor SHGC Exterior Shading 3050 SH 1 Window Fwall (Front -300) 3.0 5.0 1 15.0 0.31 0.21 Insect Screen (default) 3050 SH 2 Window Fwall (Front -300) 3.0 5.0 1 1 15.0 0.31 0.21 Insect Screen (default) 1668 SL TEMP Window Fwall (Front -300) 1.5 6.6 1 9.9 0.31 0.21 Insect Screen (default) 3050 SH 3 Window Fwall (Front -300) 3.0 5.0 1 15.0 0.31 0.21 Insect Screen (default) 3050 SH 4 Window Fwall (Front -300) 3.0 5.0 1 15.0 0.31 0.21 Insect Screen (default) 2050 SH 1 Window Bwall (Back -120) 2.0 5.0 1 10.0 0.31 0.21 Insect Screen (default) 5050 FX 1 Window Bwall (Back -120) 5.0 5.0 1 25.0 0.31 0.21 Insect Screen (default) 2050 SH 2 Window Bwall (Back -120) 2.0 5.0 1 10.0 0.31 0.21 Insect Screen (default) 2050 SH 3 Window Bwall (Back -120) 2.0 5.0 1 10.0 0.31 0.21 Insect Screen (default) 5050 FX 2 Window Bwall (Back -120) 5.0 5.0 1 25.0 0.31 0.21 Insect Screen (default) 2050 SH 4 Window Bwall (Back -120) 2.0 5.0 1 10.0 0.31 0.21 Insect Screen (default) 2050 SH 5 Window /f Bwall (Back -120), ' ` ' , • 2.0 •5.0 1 10.0 0.31 0.21 Insect Screen (default) 3050 SH 5 Window '� Bwall (Back -120) 3.0 . 5.0 1 15.0 0.31 0.21 Insect Screen (default) 2050 SH 6 Window "'. ~ Bwall (Back -120) - 2.0 # ` 5.0 1 ` t `` 10,0 0.31 0.21 Insect Screen (default) 3030 SH Window `,{; Rwall (Right -210) '. ' +'3.0' > ; `3.0 t 1 - 9.0 0.31 0.21 Insect Screen (default) 2030 SH Window Lwall (Left -30) 2.0 3.0 1 6.0 0.31 0.21 Insect Screen (default) 60610 SGD Window Lwall (Left -30) 6.0 6.8 1 40.8 0.32 0.28 Insect Screen (default) OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ftft2) U -factor Front Dr Fwall 20.0 0.50 GarToHouse Dr GarToHouse 17.7 0.50 GDoor Gwall Front 128.0 1.00 Registration Number: 217-P010103656B-000-000-0000000-0000 Registration Date/Time: 2017-03-31 14:59:12 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF R-03032017-695 Report Generated at: 2017-03-31 14:56:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lane 1591 Calculation Date/Time: 14:55, Fri, Mar 31, 2017 Calculation Description: Compliance Input File Name: Lane 1591.ribd16 CF1 R -PRF -01 Page 5 of.9 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 3050 SH 1 1.5 5 4 7 0 0 0 0 0 0 0 0 0 - 3050 SH 2 1.5 5 7 4 0 0 0 0 0 0 0 0 0 1668 SL TEMP 8 2.3 10 12 1 9 3 4 0 3.3 3 1 0 3050 SH 3 4.8 2.3 20 5.5 1 6 3 9 0 1 3 5.5 0 3050 SH 4 4.8 2.3 20 2 1 6 3 12 0 1 3 2 0 2050 SH 1 8.2 2.3 30 4 1 8.2 3 11.5 0 0 0 0 0- 5050 FX 1 8.2 2.3 30 6 1 8.2 3 6 0 0 0 0 0 2050 SH 2 8.2' 2.3 30 -11 1 8.2 3 4 0 0 0 0 0 2050 SH 3 1.5 , 2.3 25 20 0.7 0 0 0 0 0 0 0 0 5050 FX 2 1.5 2.3 20 25 0.7 0 0 0 0 0 0 0 0 2050 SH 4 1.5 2.3 " 30 20 0.7 0 r"- O.% 0 0 0 0 0 0 2050 SH 5 1.5 r , 2.3 30- s 9 0.7 0 `, 0 "� � 0'u'* 0 0 0 0 0 3050 SH 5 1.5 2.3 30. ': � '6�_. '-'7" 0. 7: 0 ¢ ' ` 0 r 0 4 ? ` 0 0 0 0 0 2050 SH 6 1.5 --2.3 30 f: � rt 4 `" 710,7(� `0 s R 0, 0'4 ' 0 0 .. 0 0 0 3030 SH 1.5 2.3 23 16 0.7 0 0 0 0 0 0 0 0 2030 SH 1.5 2.3 20 15 0.7 0 0 0 0 0 0 0 0 60610 SG 17.6 2.3 1 30 1 0 0 0 0 17.6 3 1 0 Registration Number: 217-P010103656B-000-000-0000000-0000 Registration bate/Time: 2017-03-31 14:59:12 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF 1 R-03032017-695 Report Generated at: 2017-03-31 14:56:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lane 1591 Calculation Date/Time: 14:55, Fri, Mar 31, 2017• Calculation Description: Compliance Input File Name: Lane 1591.ribdl6 CFI R -PRF -01 Page 6 of 9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Conditioned 1591 202.6 None 0.8 No • Inside Finish: Gypsum Board Garage 442 84.6 None 0 No • 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 r 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) • Inside Finish: Gypsum Board Ceilings (below 2x4 Bottom Chord of Truss @ 24 Cavity/ Frame: R-9.1 /2x4 Btm Chrd R49 Ceiling below attic attic) Wood Framed Ceiling in. O.C. R49 0.020 Over Ceiling Joists: R-39.9 insul. • Inside Finish: Gypsum Board • Cavity / Frame: R-15 / 2x4 • Sheathing/ Insulation: Wood R15 Wall Exterior Walls Wood Framed,Wall Y r=_ 2x_4 @,16 in. _O.C'_­ -+ •-. R 15., 0.089 Siding/sheathing/decking Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Gar House R19 Interior Walls t _,, Wood Framed Wall + : • 2x4 @,16 in O.C. .' R 15 �t;. ;. ' 0.086, Other Side Finish: Gypsum Board ,� y Inside Finish: Gypsum Board Kwall R19 Interior Walls Wood Framed Wall° 2x6 @ 24 in. O.C. R 19 `t 0.067 Cavity/Frame: R -19/2x6 SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab On Grade Conditioned 1591 202.6 None 0.8 No Gslab Garage 442 84.6 None 0 No 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 --- Registration Number: 217-P010103656B-000-000-0000000-0000 Registration DateTme: 2017-03-31 14:59:12 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF R-03032017-695 Report Generated at: 2017-03-31 14:56:29 CERT;fICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lane 1591 Calculation Description: Compliance Calculation Date/Time: 14:55, Fri, Mar 31, 2017 Input File Name: Lane 1591.ribd16 CF1 R -PRF -01 Page 7 of 9 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Water Heater DHW Standard Tankless .92 (1) 1 n/a WATER HEATERS 01 02 03 04 1 05 06 07 08 09 10 11 Zonally Controlled Compressor Type HERS Verification 15 SEER - 12.44 EER Tank Energy 12.44 Tank Insulation Not Zonal Single Speed Tank Location or Heater Number Volume Factor or Input R -value Standby Loss I Ambient Name Element Type Tank Type of Units (gal) Efficiency Rating/Pilot (Int/Ext) Recovery Eff NEEA Heat Pump Type Condition Tankless Gas Small 1 n/a 0.92 EF 195000 Btu/hr n/a n/a n/a n/a .92 Instantaneous SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System 1 Other Heating and Cooling Furn 95 System,.,. 15 SEER - 12.44 EER HVAC Fan 1 Attic R-8 HVAC - HEATING UNIT TYPES 01 02 01 04 05 04 Name , ;System Type t' 4 t '.F Number of Units Efficiency Furn 95 CntrlFurnace 1 95 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 08 Name System Type Number of Units Efficiency EER SEER Zonally Controlled Compressor Type HERS Verification 15 SEER - 12.44 EER SplitAirCond 1 12.44 15 Not Zonal Single Speed 15 SEER - 2.44 EER-hers-cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge 15 SEER - 12.44 EER -hers -cool Required 350 Not Required Required Required Registration Number: 217-P010103656B-000-000-0000000-0000 Registration Date/Time: 2017-03-31 14:59:12 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF R-03032017-695 Report Generated at: 2017-03-31 14:56:29 CERTWICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lane 1591 Calculation Description: Compliance Calculation Date/Time: 14:55, Fri, Mar 31, 2017 Input File Name: Lane. 1591.ribd16 CF1 R -PRF -01 Page 8 of 9 HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic R-8 DuctsAttic Sealed and tested 8 Attic None Attic R -8 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION _ 01 02 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 R -8 -hers -dist Required 5.0 Not Required Not Required Not Required Not Required --- HVAC-FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION _ 01F ; ; 02 f t^• ^ f, r, 03 Name rte, ' i" ; " ' Verified Fan Watt Draw + I ly Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required_, __4 ,-,, 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 46 0.25 Default 0 Required COOLING VENTILATION 01 02 03 04 05 06 Name Airflow Rate (CFM/ft2) Cooling Vent CFM Cooling Vent Watts/CFM Total Watts Number of Fans Whole House Fan 1.5 2386.5 0.1 239 1 Registration Number: 217-P010103656B-000-000-0000000-0000 Reoistration Date/Time: 2017-03-31 14:59:12 HERS Provider: " CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-03032017-695 Report Generated at: 2017-03-31 14:56:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lane 1591 Calculation Description: Compliance Calculation Date/Time: 14:55, Fri, Mar 31, 2017 Input File Name: Lane 1591.ribd16 CF1 R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Greg Peitz Company: Signature Date: Gregory A. Peitz Architecture 2017-03-31 14:59:12 Address: CEA/HERS Certification Identification (If applicable): 383 Rio Lindo 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. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features 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: ' - f r Responsible Designer Signature:) Greg Peitz Company: ~ _ -' Date Signed: Ze •w Gregory A. Peitz Architecture 20 7-03-3 4:59:12 Address: License: 383 Rio Lindo Ave C21283 City/State/Zip: Phone: Chico, CA 95926 530-894-5719 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: 217-P010103656B-000-000-0000000-0000 Registration Date/Time: 2017-03-31 14:59:12 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF R-03032017-695 0 13 qlkt _F� ;_{�r. •� o D ■;• HERS Provider: CaICERTS inc. Report Generated at: 2017-03-31 14:56:29 1045 Twin View Blvd. Redding, CA 96003 (530) 244-6335 (530) 244-1890 fax TRUSS ENGINEERING PACKAGE ICC RESEARCH REPORT NO. ESR— 1311 & ESR -1988 IN STRICT ACCORDANCE WITH U.B.C, I.B.C, I.R.C., C.B.C. ANSI NATIONAL STANDARDS, LATEST REVISION INSPECTED BY: NATIONAL INSPECTION ASSOCIATION. INC. Quality Systems Management / National Testing P.O. Box 3426 Gillette, WY 82717-3426 Office & Fax (307) 685-6331 JOB NAME Lane Residence JOB # 171118 LOCATION: Oroville CUSTOMER: Larry & Carol Lane SPY ENGINEERED BY: MITEK USA INC. 250 KLUG CIR Corona, CA 92880 (951) 245-9525 (951) 273-0040 fax 0110-038-010 1..1 1,Z i; : 14. 2G 17 NSri i IN 'I PERMIT.# - - - - - BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE QOMPLIANCE DATE 5 1 Z I BY- r N ^ O m clix2- 2- 2- 2- 2- 2- 2- 2- 2- 2- 2- 2- 2- 2- 2- 2- 2_ 2- 2- 2-2 u 11 (jn C=a �,■ m ENE ' ■MMMQv SEND 'OEM 0 11 ■ ■ If■■.■■■■■■1 llbb mm II 11 �■■■■■s't/ t ..■..o � IEEE=l��~ X�111 11 -��l.t■■■ m� � IMMMIMMIMMIN011,ANNE ��i n 11 5 MliMmMMMllME 0I 0 11 IMMIIM®■■I'..■MM,. 0 sol R ® Elm �Im -� n 11 do 11 ®= ENEM 11 ■■ ME. , .. , .� 43 �2 R1 c� BUTTE COUNTY BUILDING DIVISION APPROVED 0 fF=ffo58 P -E OjjCowwn o �_LLZZ2 m4' �W ZHy W� J W o a '� w � m r J O I .t Job Truss Truss Type Qty Ply Lane residence LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. K3051398 171118 Al Common Supported Gable 1 1 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 11 n/r Job Reference (optional) rrernRs mmuer, reuamg -. 8.010 s Apr 20 2015 MiTek Industries, Inc. Thu Apr 06 16:16:32 2017 Page 1 ID:7NjnkAmQyF t kYalVsdj2X7ybl B8-mYM87fa8Y8BzO8D9KW9bt7JY89iTkiE 1 fj_NOIzTO5D 5-10-0 I 11.8-0 - t 1 1-6-0 5-10-0 5-10-0 1.6-0 Scale= 1:23.5 a 4x4 = 6 1 $ Plate Offsets (X.Y)— 16:0-2-O.Edgel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. - in (loc) Vdefl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 11 n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 11 n/r 120 BCLL 0.0 Rep Stress Incr YES WS 0.01 Horz() CT 0.00 10 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix- Weight: 52 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.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1&Btr G REACTIONS. All bearings 11-8-0. (lb) - Max Horz 2=62(LC 13) - Max Uplift All uplift 100 Ib or less atjoint(s) 2, 10, 16, 17, 13, 12' Max Grav All reactions 250 Ib or less at joint(s) 2, 10, 15, 16, 17, 14, 13, 12 FORCES. (lb) -Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. ~ NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -1-6-0 to 1--0, Exterior(2) 1-6-0 to 5-10-0, Comer(3) 5-10-0 to 8-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category It: Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 2, 10, 16, 17, 13, 12. Q�GFESS/0& ZHJ F�2 C 70068 9-30- 18 Al1F�� April 9,2017 ® WARNING - Vaft design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. ■ Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly inwrporste 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 ANSIRPit Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 d �f l Job Truss Truss Type Qty Ply Lane residence + Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 K3051399 171118 A2 Common 2 1 _ TCDL 10.0 Lumber DOL 1.15 BC 0.24 VertCT -0.09 Job Reference o lional meeKs iumoer, recomg 1-" 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:32 2017 Page 1 ID:7NjnkAmQyF 1 kYalVsdj2X?yb 1 B8-mYM87fa8Y8BzO8D9KW9bl7J W89fGkiul fj_NOIzTO5D 5-10-0 I 11.84) 5.10.0 5-10-0 , 4x4 = 3 Scale c 1:22.5 w 4x4 = LOADING (psf) TCLL 20.0 SPACING- 2-" CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.03 5-8 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.24 VertCT -0.09 5 8 >999 180 t Rep Stress Incr YES WB 0.03 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 40 Ib , FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT. CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1 &Btr G REACTIONS. (Ib/size) 4=46110-3-8,2=562/0-M Max Horz 2=60(LC 13) Max Uplift 4=-55(LC 14), 2=-116(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1 TOP CHORD 2-3=-660/159, 3-4=-643/173 BOT CHORD 2-5=-80/534, 4-5=-80/534 WEBS 3-5=0/266 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; save=oft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0,. Interior(1) 1-6-0 to 5-10-0, Exterior(2) 5-10-0 to 8-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. F 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Ot=lb) 2=116. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied'directly to the bottom chord. t Q�OFESSIO& ZHgo C 70068 April 9,2017 ® WARNING - V dfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and 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 w A 1Te l.' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MV Il fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVrPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss TypeQty Ply Lane residence TCLL 20.0 SPACING- 2-0-0 K3051400 171118 B1D GABLE 1 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.04 22 >999 240 MT20 220/195 BCDL Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:35 2017 Page 1 ID:7NjnkAmOyF I kYalVsdj2X7ybl BB-A72GIgcl g3ZYlbxk7fjl VIx3hNhpxl MULhD1 dZTO5A 7-2-12 I 11-2-12 14-7-12 I 29-3$ 1$-0 7-2-12 4-0-0 3-5.0 14-7-12 d1 4x4 = 4x4 = 4x4 = 10 11 12 1. 5x8 =NAILED NAILED w cc NAILED NAILED 40 = NAILED NAILED 41 4x4 = 4x4 = NAILED NAILED 2 7-5-2 11-6-0 16-0-g 21-1-2 25 g 12 29 B 3-5-12 3-11$ 4-1-2 4-10 4$ 9 4$ 10 1 2t Scale = 1:59.0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.04 22 >999 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.18 Vert(CT) -0.1022-23 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(CT) 0.02 20 n/a We BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS Weight: 465 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Bir G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2X4 OF No. 1&Btr G *Except* 10-M oc bracing: 23-24. 19-27,3-27: 2X6 OF No.1 G JOINTS 1 Brace at Jt(s): 28, 29, 30, 31, 33, 41 OTHERS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 20=72810-3-8.2=41310-3-8,24=151010-3-8 Max Horz 2=142(LC 35) Max Uplift 20=-506(LC 37), 2=-478(LC 36), 24=-227(LC 36) Max Grav 20=1008(LC 26), 2=686(LC 49), 24=1510(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1081/818,34=-783n10, 4-5=-612/544,5-6=-517/455. 6-7=428/364, 7 -8= -337/282,12 -13=-252/241,13-14=-312/289,14-15=-093/360,15-16=-483/438, 16-17=-565/505,17-18=-664/606,18-19=-854x786,19-20=-1994/1030 BOT CHORD 2-26=-710/1078, 25-26=-631/766, 24-25=-405/528, 23-24=-168/991, 22-23=-394/1117, 21-22=-827/2167, 20-21=-883/1748 WEBS 3-35=-382/158, 28-35=-385/160, 28-34=-76/1134, 33-34=-78/1136, 33-42=-78/1136, 32 -42= -78/1138,31 -32=-78/1138,31-36=-78/1138,29-36=-82/1134,29-37=-1783/330, 37-38=-1799/335, 38-39=-1799/335, 30-39=-1799/335, 30.40=-1189/252, 40-41=-1189/252,19-41=-1188/251, 24-42=-398/126,19-21=0/365,26-28=0/437, 24-28=-1104/204, 23-29=0/250, 22-30=-253/132, 24-29=-2133/268, 22-29=-163/1036, 21-30=-043/95 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) 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. 5) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. Q�OVESSION4� ZH40 C 70068 April 9.2017 ® WARNING - Vadfy design Perametora and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1OM312015 BEFORE USE. Design valid for use only with Mi ek® connectors. This design is based only upon parameters shown, and is for an individual building component. not �^ a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1 l L. Job Truss Truss Type Qty Ply Lane residence K3051400 171118 B1D GABLE 1 2 Job Reference (optional) meeks lumber, rodding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:35 2017 Page 2 NOTES- ID:7NjnkAmQyFlkYalVsdj2X?yb1B8-A72GIgclg3ZYtbxk7fjlVlx3hNhpxlMULhD1_dzTOSA 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) " 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 2-0-0 wide will fit between the bottom chord and ' any other members. 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 100 Ib uplift at joint(s) except (jt=lb) 20=506, 2=478, 24=227. 14) This truss has been designed for a total drag load of 1700 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-3-8, 0-M to 29-3-8 for 29.0 pill. 15) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTews ST -TOENAIL Detail. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 Ib down and 57 Ib up at 25-2-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 i Uniform Loads (plf) Vert: 1-11=-60, 11-20=-60, 4346=-20 Concentrated Loads (lb) Vert: 22=-23(F) 51=-48(F) 52=-23(F) 53=-23(F) 54=-23(F) 55= -23(F)56= -23(F) 57= -23(F)58= -7(F) I AWARNING -Verify design pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must 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 brocing • A'Te l.k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M Vf 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type City Ply Lane residence PLATES GRIP (Roof Snow=20 Plate Grip DOL 1.15 TC 0.44 K3051401 171118 B2 Common 2 1 BC 0.26 Vert(CT) -0.10 7-13 >999 180 BCLL 0.0 ' Rep Stress Incr Job Reference (optional)' meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:36 2017 Page 1 ID:7NjnkAmQyF 1 kYalVsdj2X7ybl BB-eJoezOdlbNhOVIWxZMEX2zUBrm7rgR3daLybX3zTO59 -1-6.0 I 7-3-14 I 14-7-12 21-11-10 I 29-3-8 1-6.0 7-3-14 73-14 7-3-14 7-3.14 Scale = 1:51.6 4x8 = gN tl tl 4x4 = 2x4 // 5x8 = 4x4 = 2x4 \\ 4x4 = i 5-9-2 11-64 i 17-9_12 - I 23-6-10 19 5-9-2 - 6-3-8 5-8-14 ii 14 I$ LOADING (psf) TCLL 20) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.05 8-9 >999 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.26 Vert(CT) -0.10 7-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IBC2015frP12014 Matrix -AS Weight: 133 Ib FT = 20% 9 LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No.1&Btr G REACTIONS. All bearings 0-3-8 (Ib) - Max Horz 2=142(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 6, 9 except 2=-105(LC 14), 8=-102(LC 14) Max Grav All reactions 250 Ib or less at joint(s) except 6=369(LC 20), 2=466(LC 19), 9=876(LC 19), 8=895(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-019/64, 34=0/362, 4-5=0/370, 5-6=414/85 BOT CHORD 2-10=-0/311, 7-8=-11/257, 6-7=0/326 WEBS 3-10=0/271, 3-9=-617/183, 4-9=-380/64, 4-8=-388/66, 5-8=-637/188, 5-7=0/275 NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=29ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 14-7-12, Exterior(2) 14-7-12 to 17-7-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 limes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) 6, 9 except Qt=lb) 2=105,8=102. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. QRpFESS/0/V ZHg0 F2� C 70068 %;0 April 9,2017 AWARNING - Verfly design Peramerers and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mi connectors. This design is based only upon parameters shown, and is for an Individual building component, not " a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall ■■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Lane residence K3051402 171118 132D COMMON STRUCTURAL GA 1 1 - Job Reference (optional) meeks lumber, reciting 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:37 2017 Page 1 ID:tnHmEZoOCPQgQIJmlBkt5mzchuk-6WA1 AMeHMgpF7v57641maAOJntAMLPrAmo7i83VzT058 7-3-14I 14-7-12 F 21-11-10 I 29-3-8 i 1.6-0 7-3-14 7-3-14 7-3.14 7-3-14 i Scale = 1:52.5 4x8 = 4x4 = 2x4 I/ 5x8 = r4 = _ 5-9-2 5-9-2 6-1-12 0- -0 9-2 5 -9 - Plate Offsets (X.Y)— [9:04-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.05 8-9 >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.09 7-13 >724 180 TCLL 10.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.01 9 We n/a BCLL 0.0 ' BCDL Code IBC201g 51TP12014 Matrix -AS Weight: 133 lb FT 20% 10.0 LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G REACTIONS. All bearings 11-7-8 except Qt=length) 2=0-3-8, 9=0-3-8. (lb) - Max Horz 2=142(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 8 except 6=-244(LC 45), 2=-420(LC 44), 9=-033(LC 44), 7=4611 (LC 45) Max Grav All reactions 250 Ib or less at joint(s) 6 except 6=378(LC 58), 2=657(LC 57), 9=1106(LC 57), 8=509(LC 20), 8=486(LC 1), 7=688(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-923/689, 3-1=-219/477, 4-5=-072/521, 5-6=-430/450 BOT CHORD 2-10=-578/812, 9-10=-303/504, 8-9=-345/365, 7-8=-270/345, 6-7=-357/406 WEBS 4-8=-353/294, 5-8=-546/482, 5-7=-597/547, 4-9=-622/430, 3-9=-016/190, 3-10=0/271 NOTES- I - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=29ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 14-7-12, Exterior(2) 14-7-12 to 17-7-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C11=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) 8 except (jt=lb) 6=244,2=420,9=433,7=461,6=244. 9) This truss has been designed for a total drag load of 1700 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-3-8, 0-0-0 to 29-3-8 for 29.0 plf. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. ,�,OESS/0& ZH40 F2Z C 70068 April 9,2017 AWARNING - Verify design pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MrrekO 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 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t Job Truss Truss Type Qty Ply Lane residence Plate Grip DOL 1.15 ID:7NjnkAmOyF1 kYalVsdj2X7yb 1 B8-X"pOg9fbCq_NginCITCpef/OLgcGRDVzwogqzTO55 T11:640- 3-10-11 7-9-5 11$-0 14-7-12 17-8-0 20-9-11 23-115 K3051403 171116 C1 California Girder 1 Rep Stress Incr NO WB 0.32 Horz(CT) 0.05 14 n/a n/a Scale = 1:91.3 BCDL 10.0 Code IBC2015rrP12014 5x8 = Job Reference o tional meexs lumber, redoing CSI. 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:40 2017 Page 1 PLATES GRIP (Roof Snow=2 0) Plate Grip DOL 1.15 ID:7NjnkAmOyF1 kYalVsdj2X7yb 1 B8-X"pOg9fbCq_NginCITCpef/OLgcGRDVzwogqzTO55 T11:640- 3-10-11 7-9-5 11$-0 14-7-12 17-8-0 20-9-11 23-115 29-1-12 34-0-0 39-5-3 44-0.5 44 50-0-0 1-0 BC 0.32 3-10-11 3-10-11 3-10-11 2-11-12 • 3=0-4 3-1-11 3-1.11 5.2-7 5-2-10 5-0-14 4-7-1 0 -15 5-6-12 -0-0 Rep Stress Incr NO WB 0.32 Horz(CT) 0.05 14 n/a n/a Scale = 1:91.3 BCDL 10.0 Code IBC2015rrP12014 5x8 = 6.00 12 4x6 G 6 37-2 7 4x6 1 536 7 3x6 � 38 3x6 4 8 5x8 = 3x6 1-35 9 1 7! 2 3 g 1 5 23 24 28 27 26 3x10 = 22 21 20 4x6 —_ 2x4 II 3x10 = 4x4 11 4x4 II 3,00 = 2x4 II 6x8 = 5x8 = I J 2x4 II 5x8 = 2x4 II 5x8 = 10 11 12 13 41 ly 14 a 1942 43 18 44 45 46 17 47 48 16 49 50 3x10 =NAILED 5x8 = 300 = 2x4 I I 4x6 = NAILED NAILED NAILED NAILED LUS24 NAILED NAILED NAILED 13-0� ---5 25-72 4--0T3M _i a70.1 1 -12 31112 1 9 5 51 -0�563-10-11 319 31$-0,14-72 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 0) Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.04 25 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.11 16-34 >999 180 BCDL 1 0.0 1 BC0.0 ' Rep Stress Incr NO WB 0.32 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -MS Weight: 546 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.l&Btf G BOT CHORD 2X4 DF No.l&Btr G WEBS 2X4 OF No.1 &Btr G REACTIONS. (Ib/size) 2=1067/0-3-8,19=2855/0-3-8,14=1068/0-3-8 Max Horz 2=164(LC 9) Max Uplift 2=-197(LC 53), 19=-195(LC 10), 14=135(LC 10) Max Grav 2=1223(LC 15), 19=3148(LC 29), 14=1242(LC 36) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied Or 10-0-0 oc bracing, Except: 6-M oc bracing: 20-21,19-20,18-19,17-18. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2165/263,34=-1880/264,4-5=-1849/273. 5-6=-1249/252,6-7=-1 1821251, 7-8=-1434/270, 8-9=-1124/252,9-10=-97/2019, 10-11=-97/2019.11-12=-1947/63, 12-13=-1947/63,13-14=-2053/94 BOT CHORD 2-28=-162/1896, 27-28=-162/1896, 5-25=45/690, 24-25=-62/1579, 23-24=-57/1230, 7-23=-59/257,20-21=-187/520, 19-20=-184/523, 18-19=-276/704, 17-18=-276/704, 16-17=-24/1818,14-16=-22/1842 WEBS 3-27=-309/58,4-27=-285/47,25-27=-114/1647, 5-24=-981/125,6-24=-162/831, 7-24=493/115,21-23=-871974,8-23=0/526, 8-211=450/54.9-211=1151725, 9 -19= -2652/263,10 -19=-601/112,11-19=-3016/81,11-18=0/385,11-17=-72/1410, 12-17=539/102,13-17=-467/285,13-16=0/503 NOTES - 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. S 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 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. QRpFESSIO / ZHgO �22m C 70068 -6*1Pi 9-30-A18 April 9,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �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 M iTek- Is ahvays 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 ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona. CA 92880 t , meeks lumber, rodding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:41 2017 Page 2 ID:7NjnkAmOyFI kYalVsdj2X7yb 1 BB-7HPXOkhoOvKhbW PuLvgilOBOknh3LihMjdgMCHzTO54 NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=lb) 2=197, 19=195, 14=135. 12) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent at 45-114 from the left end to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails. For more details refer to MiTek's ST -TOENAIL Detail 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 Ib down and 107 Ib up at 44-3.8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-60, 6-9=-60, 9-13=-60,13-15=-60, 26-29=-20, 23-25=-20, 22-32=-20 Concentrated Loads (lb) Vert: 9=-56 13=-29 42= -53(F)43= -53(F)44= -53(F) 45= -53(F)46= -53(F)47= -53(F) 48=-54(F) 49=-52(F) 50=-299(F) • r , Job Truss Truss Type Oty Ply Lane residence K3051403 171118 C1 � California Girder 1 Job Reference o tions A ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII.7473 rev. IOM312015 BEFORE USE. ■■ Design valid for use only with Mrrek® Connector:. 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 11 M'�e l.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the R fabrtcalion, storage, delivery, erection and braGng of trusses and truss systems, see ANSIrrPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t ; A ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII.7473 rev. IOM312015 BEFORE USE. ■■ Design valid for use only with Mrrek® Connector:. 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 11 M'�e l.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the R fabrtcalion, storage, delivery, erection and braGng of trusses and truss systems, see ANSIrrPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply ne residence 1-6.0 5-10-0 5-10-0 2-11-12 3-04 4-35 K3051404 TL.,b 171118 C2 California 1 Scale = 1:91.3 TCLL 10.0 Lumber DOL 1.15 5x8 = Vert(CT) -0.29 13-27 >860 180 Reference (optional) meeks lumber, 1-6 redding 5-10-0 11-8-0 14-7-12 17.8-0 21-115 [19:0-2-12.0-2-121,f20'Ede 0-3-81 121:0-3-8.0-1-81 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:10 2017 Page 1 ID:7NjnkAmOyFlkYafVsdj2X7yb1B8-fsfV6e1—bp as 6TYVrWQBuuFUZAdmldOeCOj5zTO4d 29-1-12 35-10-13 42-05 42 4 50-0-0 1.6 1-6.0 5-10-0 5-10-0 2-11-12 3-04 4-35 7-2-7 6-9-1 6-1-8 0 -15 7-6-12 -6-0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) . -0.12 13-27 >999 240 Scale = 1:91.3 TCLL 10.0 Lumber DOL 1.15 5x8 = Vert(CT) -0.29 13-27 >860 180 i 1 BC0.0 ' 6.00 12 4x4 II 5 4x4 II . Code IBC2015/TPI2014 31 4 6 _ 5x12 MT20HS = LUMBER- BRACING - 30 32 3g 2x4 II 3x6 Max Horz 2-165(LC 12) 6x12 Max Uplift 2=-179(LC 61), 15=-369(LC 14), 11=-156(LC 14) 29 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7 8 9 10 3 BOT CHORD 2-21=-168/1844,4-19=-516/172,18-19=0/1028. 6-18=-404/153,15-16=-6/745, 14-15=-389/526,13-14=-389/526,11-13=-103/928 WEBS 19 -21= -163/1785,3 -19=-311/111,5-19=-196/1163,5-18=-108/531,16-18=0/793, 7 -18= -20/522,7 -15=-2403/352,8-15=-771/188,9-15=-2031/337,9-13=-190/734 35 36 37 38 4142 43 4 g 28 II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 14-7-12, Exterior(2) 14-7-12 to 45 46 and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category It: Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 1 2 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs 9 18 non -concurrent with other live loads. 11 ;0 5) Provide adequate drainage to prevent water ponding. � )f ESSIO/V 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been Q CF ZHg0 2C 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-" tall by 2-0-0 wide fit 21 20 47 48 17 16 15 14 13 4x6 = 3x10 = 4x4 It 6x8 — 3x6 = 5x8 = 5x8 = 3x6 = 4x6 = 2=179,15=369,11=156. 6x8 = 40 II -30- 18 11 This truss design requires that a minimum of 7/16" structural wood sheathing be applied direct) to the to chord and I/V 9 q 9 PP Y P gypsum 17-8-0 21-11-5 29-1-12 35-10-13 42.54 50-0-0 7-6.12 5-10-0 5-10-0 6-0-0 4-35 7-2-7 6-9-1 6.6-7 Plate Offsets (X.YI— [7:0-5-8.0-3-41.[10:0-6-10.0-1-01.114:0-4-0 0-3-01 [18:0-2-12.0-2-121 [19:0-2-12.0-2-121,f20'Ede 0-3-81 121:0-3-8.0-1-81 LOADING (psf) TCLL 20.0 SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) . -0.12 13-27 >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.49 Vert(CT) -0.29 13-27 >860 180 MT20HS 165/146 BC0.0 ' Rep Stress Incr YES WB 0.56 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 258 Ib' FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. t&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G WEBS 1 Row at midpt 7-15.9-15 REACTIONS. (Ib/size) 2=1080/0-3-8,15=2524/0-3-8,11=691/0-3-8 Max Horz 2-165(LC 12) Max Uplift 2=-179(LC 61), 15=-369(LC 14), 11=-156(LC 14) Max Grav 2=1225(LC 19), 15=2831(LC 33), 11=1020(LC 40) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2117/300,34=-1845/286,4-5=-1820/370, 5-6=-1329/319,6-7=-1334/252, 7-8=-152/1419,8-9=-152/1419,9-10=-931/245, 10-11=-1184/211 BOT CHORD 2-21=-168/1844,4-19=-516/172,18-19=0/1028. 6-18=-404/153,15-16=-6/745, 14-15=-389/526,13-14=-389/526,11-13=-103/928 WEBS 19 -21= -163/1785,3 -19=-311/111,5-19=-196/1163,5-18=-108/531,16-18=0/793, 7 -18= -20/522,7 -15=-2403/352,8-15=-771/188,9-15=-2031/337,9-13=-190/734 NOTES - 1) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf-, BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 14-7-12, Exterior(2) 14-7-12 to 19-7-12, Interior(1) 21-11-5 to 51-(x0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category It: Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. � )f ESSIO/V 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been Q CF ZHg0 2C designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " ��O �M 8) 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 2-0-0 wide fit _ will between the bottom chord and any other members, with BCDL = 10.Opsf. U2� IT 9) A plate rating reduction of 20% has been applied for the green lumber members. C 70068 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=179,15=369,11=156. -30- 18 11 This truss design requires that a minimum of 7/16" structural wood sheathing be applied direct) to the to chord and I/V 9 q 9 PP Y P gypsum * 't sheetrock be applied directly to the bottom chord. S P 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 Ib down and 86 Ib up at 23-114, 101 Ib down and 94 Ib up at 29-114, 101 Ib down and 94 Ib up at 31-114, 101 Ib down and 94 Ib up at 33-11-4, 101 Ib down and 94 Ib up at 35-11-4, 109 Ib down and 94 Ib up at 37-11.4, and 108 Ib down and 90 Ib up at 39-11.4, and 75 Ib down and 125 Ib up at 42-M on top chord. The design/selection of such connection device(s) is the responsibility of others. April 9,2017 nuaro AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 10/0312015 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 Nil' building a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing w Al�el.- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the � V Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Lane residence K3051404 171118 C2 California 1 1 ' Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:10 2017 Page 2 ID:7NjnkAmOyFlkYafVsdj2X7yb1B8-fsfV6e1 bp_as_6TYVrWQ8uuFUZAdmldOeCOj5zTO4d LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) , Vert: 15=-60, 5-7=-60, 7-10=-60,10-12=-60, 20-22=-20,18-19=-20, 17-25=-20 Concentrated Loads (lb) Vert: 7=50 9=-1 41=-25 43=-39 t I ,& WARNING - Vedfy dos/gn Parametora end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mf1.7473 rev. 10/0312015 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 �e a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11 MY� A ITeI.' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 IC fabdcation, storage, delivery, erection end bracing of lasses end truss ss systems, sANSVTPII Quality Criteria, DSO -89 and BCSI Building Component , 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 L i ,& WARNING - Vedfy dos/gn Parametora end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mf1.7473 rev. 10/0312015 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 �e a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11 MY� A ITeI.' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 IC fabdcation, storage, delivery, erection end bracing of lasses end truss ss systems, sANSVTPII Quality Criteria, DSO -89 and BCSI Building Component , 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 L Job Truss Truss Type Oty Pty Lane residence 3-0.4 2J5 4-7J 4-7-3 5-9-1 - - 5-1$ 0 -15 4-10-11 45-1 5-0 • (Roof Snow=2 Plate Grip DOL 1.15 K3051405 171118 C3 California 1 1 4x4 II 33 5 4x4 It BC0.0 ti Rep Stress Incr YES 4 6 5x8 = Job Reference (optional) meeks lumber, rodding 1.8 5-10-0 11.8-0 14-7-12 17-8-0 19-115 24.6-9 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:13 2017 Page 1 ID:7NjnkAmOyF 1 kYalVsdj2X7yb1 B8-3RLekg4sukM8RR2DdOD2mWTlhbZgOv34cQ2JQzTO4a 29-1-12 34-10-13 40.05 40 45-3-15 50-0-0 1-6 • 5-0 510-0 5-10-0 2-11-12 3-0.4 2J5 4-7J 4-7-3 5-9-1 - - 5-1$ 0 -15 4-10-11 45-1 5-0 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 • r ` Scale = 1:91.3 - 5x8 = Lumber DOL 1.15 6.00 12 4x4 II 33 5 4x4 It BC0.0 ti Rep Stress Incr YES 4 6 5x8 = 5x8 = 2x4 II 5x8 = .. BCDL 10.0 32 7 34 4x6 = 9 10 11 3x6 LUMBER- BRACING. TOP CHORD 2X4 DF.No.1&Btr G TOP CHORD Structural wood sheathing directly applied. 31 1 3 35 38 39 41 42 43 44 45 2x4 q q 30 • Max Horz 2=164(LC 13) 12 46 to f 1 Max Grav 2=1190(LC 19), 17=2961 (LC 33), 13=991 (LC 40) 47 1 2 1 20 131 23 22 48 49 19 18 17 16 15 1� - 4x6 = 4x4 11 6x8 = 5x8 = 3x6 = 6x8' = 3x6 = 4x6 = 4x6 = 6x8 = 4x4 II 5-10-0 11-8-0 17-8-0 19-115 241-12 3e-10-13 40-� I 5-10-0 5.10-0 6-0-0 2-35 - -7 5-9-1 55-7 50-0-0 -6-12 Plate Offsets (X Y)— ROA -0.0-3-011, [11:0-4-0.0-141,f20.0-2-8 0-3-01 F21:0-2-12.0-2-121,22•Edge 0-3-81 LOADING (psf) TCLL 20.0 SPACING- 2-M CSI. DEFL. in (loo) I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.12 15-29 >999 240 MT20 220/195 10) BCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(CT) -0.38 15-29 >652 180 BC0.0 ti Rep Stress Incr YES WB 1.00 Horz(CT) 0.06 17 n/a n/a BCDL 10.0 Code IBC2015fTP12014 Matrix -AS Weight: 273 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2X4 DF.No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G - 'REACTIONS. (Ib/size) 2=103210-3-8,17=2664/0-3-8,13=623/0-3-8 ' • Max Horz 2=164(LC 13) Max Uplift 2=-174(LC 14), 17=-395(LC 14), 13=-141(LC 14) . Max Grav 2=1190(LC 19), 17=2961 (LC 33), 13=991 (LC 40) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2041/286, 3-4=-1752/271, 4-5=-1726/354, 5-6=-1059/285, 6-7=-1051/236, 7-8=-633/182, 8-9=-176/1479,9-10=-109/457, 10-11=-109/457, 11-12=-786/157, 12-13=-1321/238 BOT CHORD 2-23=-157/1776,4-21=-515/171, 20-21=0/948,6-20=-286/146, 17-18=-321/133, 16-17=-1442/350,15-16=-114/595,13-15=-150/1148 WEBS 21-23=-152/1720,3-21=-327/124,5-21=-193/1155,5-20=-78/268, 18-20=Of786, 7-20=-65/514,7-18=-1131/181, 8-18=-161/1359,8-17=-1698/326,9-17=-1572/334, 9-16=-310/1635,10-16=-600/163,11-16=-884/134, 11-15=-2/427, 12-15=-622/200 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-", Interior(1) 3-6-0 to 14-7-12, Exterior(2) 14-7-12 to 45-6-0, Interior(1) 45-" to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs ,of ESSIO/v non -concurrent with other live loads. 5) Provide adequate drainage to prevent water Q ZH�q <4" ponding. ��O �M p 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 7) ' This truss has been for _ designed a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. C 70068 A 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 9-30- 18 2=174,17=395,13=141. * 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum . S sheetrock be applied directly to the bottom chord. 11) Hanger(s) or other connection device(s) shall be sufficient to load(s) 100 Ib down 89 Ib provided support concentrated and up at 21-11-4, 103 Ib down and 96 Ib up at 23-11-4, 103 Ib down and 96 Ib up at 29-114, 103 Ib down and 96 Ib up at 31-11-4, 103 lb down and 96 Ib up at 33-11-4, 113 Ib down and 96 Ib up at 35-114, and 110 Ib down and 92 Ib up at 37-114, and 79 Ib down and April 9,2017 AWARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �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 MiTek' Is ahvays 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, seeANSVTPit Quality Criteria, DSB-89 and BCSI Building Component Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug CircleSafety Corona, CA 92880 meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:13 2017 Page 2 ID:7NjnkAmOyF1kYalVsdj2X7yb1B8-3RLekg4sukM8RR2DdOD2mV TlhbZgOv34cQ2JQzTO4a LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf)5=-t Vert: 160, 5-7=-60, 7-11=-60, 11-14=-60, 22-24=-20, 20-21=-20, 19-27=20 Concentrated Loads (lb) Vert: 7=50 11=-0 42=5 44=37 45=47 ; ' � t I i r Job Truss Truss Type 7t� PlyLane residence K3051405 C3 California 1 Job Reference (optional) A WARNING - Verify design p. met. and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, note a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:13 2017 Page 2 ID:7NjnkAmOyF1kYalVsdj2X7yb1B8-3RLekg4sukM8RR2DdOD2mV TlhbZgOv34cQ2JQzTO4a LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf)5=-t Vert: 160, 5-7=-60, 7-11=-60, 11-14=-60, 22-24=-20, 20-21=-20, 19-27=20 Concentrated Loads (lb) Vert: 7=50 11=-0 42=5 44=37 45=47 ; ' � t I i r Job Truss Truss Type 7t� PlyLane residence K3051405 C3 California 1 Job Reference (optional) A WARNING - Verify design p. met. and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, note a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oly Ply Lane residence SPACING- 2-M CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=20.0 ) K3051406 171118 C4 California 1 1 BC 0.29 Vert(CT) -0.26 20-21 >999 180 Max Uplift 2=-173(LC 14), 17=-416(LC 14), 12=-126(LC 14) , BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:16 2017 Page 1 ID:7NjnkAmOyF 1 kYalVsdj2X7yb1 B8 -T01 mMi6lBfkjlvadumywfP8zyufp t VSWmZfiwlzTO4X 1-6 5-10-0 11.8-0 14-7-12 17-11-5 23.6-9 29-1-12 33-10-13 38-0.5 38 4 44J-15 50.0-0 1.6 6-0 5-10-0 510-0 2-11-12 3-3-9 5-73 5-7-3 4-9-1 4-18 0 -15 5 -10 -it 5$-1 1-0-0 Scale = 1:91.3 5x8 = „ 5 5x8 23 22 "' 19 18 17 16 15 14 4x6 = 4x6= 4x4 II 8x8 — 3x6 = 4x8 = 5x8 = 4x8 = 2x4 II 4x6 = 6x8 = 4x4 II ` 5-10-0 11-8-0 17-8-0 23.6-9 2g-1-12� 3�-70.1 44-1S 50.0-0 5-10-0 5-10-0 6-0-0 -10- 5-7-3 4 1 4 6 7 5 10 11 8 1 LOADING (psf) BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD TCLL 20.0 SPACING- 2-M CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=20.0 ) Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0,0920-21 >999 240 MT20 220/195 TCLL 1 10 0 Lumber DOL 1.15 BC 0.29 Vert(CT) -0.26 20-21 >999 180 Max Uplift 2=-173(LC 14), 17=-416(LC 14), 12=-126(LC 14) , BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(CT) 0.06 17 n/a n/a FORCES. (lb) BCDL 0.0 1 Code ISC2015/TPI2014 Mat 2-3=-1993/277, 34=-1694/266, 4-5=-1669/350, 5-6=-980/274, 6-7=-8761225, 9rix-AS Wei ht: 286 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1 &Btr G WEBS 1 Row at midpt 7-17.9-17 REACTIONS. (Ib/size) 2=996/0-3-8, 17=2786/0-3-8, 12=567/0-3-8 Max Horz 2=-165(LC 12) Max Uplift 2=-173(LC 14), 17=-416(LC 14), 12=-126(LC 14) Max Grav 2=1168(LC 19), 17=3085(LC 33), 12=951 (LC 34) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1993/277, 34=-1694/266, 4-5=-1669/350, 5-6=-980/274, 6-7=-8761225, 7-8=-130/1458,8-9=-130/1458,9-10=-297/170, 10-11=-469/214, 11-12=-1269/159 BOT CHORD 2-23=-154/1733,4-21=75171171, 20-21=0/897.6-20=741/209,17-18=-264/189, 16-17=-576/219,15-16=-576/219,14-15=-75/1056,12-14=-75/1056 WEBS 21 -23= -149/1679,3 -21=-337/137,5-21=-193/1152,5-20=-127/269,7-20=-165/1360, 7 -18=0/256,7 -17=-1879/310,8-17=-522/130,9-17=-1578/264,9-15=-161/993, 10-15=-328/104,11-15=-879/174 NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 14-7-12, Exterior(2) 14-7-12 to 43-5-4, Interior(1) 43-54 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=173.17=416,12=126. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 41 Ib up at 17-11-5, 100 Ib down and 89 Ib up at 19-114, 103 Ib down and 96 Ib up at 21-11-4, 103 Ib down and 96 Ib up at 23-114, 103 Ib down and 96 Ib up•at 29-114, 103 Ib down and 96 Ib up at 31-114, 112 Ib down and 96 Ib up at 33-114, and 110 Ib down and 92 Ib up at 35-114, and 85 Ib down and 130 Ib up at 38-M on top chord. The design/selection of such connection device(s) is the Q pFESS10Nq� �'M Z11g0 ��c. 2� C 70068 � ADM 9.2017 77-n--:,c G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/'1015 BEFOREUSE. for use only with WNW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPh Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 r Meeks lumber, reeding LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 15=-60, 5-6=60, 6-10=-60,10-13=-60, 22-24=-20, 20-21=-20,19-27=-20 Concentrated Loads (lb) Vert: 6=50 9=-49 40=-11 42=-53 43=-6 Job Truss PlIsfs.-MI, 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:16 2017 Page 2 ID:7NjnkAmOyF1 kYalVsdj2X7ybl BB -T01 mMi61B8glvadumywfP8zyufpl VSW mZftwlzTO4X TypeQty - PlyTJ residenceK30171118 r C4 1 eference (optional) 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:16 2017 Page 2 ID:7NjnkAmOyF1 kYalVsdj2X7ybl BB -T01 mMi61B8glvadumywfP8zyufpl VSW mZftwlzTO4X ,& WARNING - Verify doslgn parameters and READ NOTES ON THIS AND INCLUDED MIiEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MITeM 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 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 buss systems, see ANSVTPl1 Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 I - f r ,& WARNING - Verify doslgn parameters and READ NOTES ON THIS AND INCLUDED MIiEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MITeM 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 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 buss systems, see ANSVTPl1 Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Ory Ply Lane residence SPACING- 2-M CSI. DEFL.. in (loc) I/deft Ud PLATES_ GRIP (Roof Snow=2 K3051407 171118 CS California 1 1 BC 0.33 Vert(CT) -0.1920-21 >999 180 MT20HS 165/146 10) TCLL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.81 Job Reference (optional) meexs lumber, redoing 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:18 2017 Page 1 ID:7NjnkAmOyFlkYa[Vsdj2X?yb1B8-00BXnN7?iH—RXCk?OB OlgDG7iJZVJ6pEt8p?dzT04V t 7-8-0 1-6-0 5-10-0 11.8-0 14.7-121 it• 23-0-14 29-1-12 38-0-5 3 43J-15 50-0-0 1-0-0 1.6-0 5-10-0 5.10-0 2-11-121.3.9'SA-14 5$146-10-17 6$1• 1.6-0 1-8.11 Scale = 1:91.3 n 5x8 = ' 4x4 II 5x12-MT20HS = 5x8 = 5x8 = 6x12 = 5 � „ ..,, - ... ... 23 22 18 17 16 15 14 4x6 = 4x6 = 4x4 II 6x8 = 3x6 = 4x8 .5x8 = _ 2x4 If 4x6 6x8 = 4x4 II 3x10 4 n 47 12 1 5-10. 1 Q-0 43-5 -8-11 53-14 5-8-14 73.8 6-10-11 Plate Offsets 1X,Y1— 16:0-5-4.0-2-81 [9:0-6-0.0-3-41, 1`10.0-6-10.0-1-41, [15:04-0.0-3-01, (19:0-2-0.0-2-81, 121.0-5-12.0-4-01 [22•Edge 0-3-81 LOADING (psf) TCLL 20.0 SPACING- 2-M CSI. DEFL.. in (loc) I/deft Ud PLATES_ GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC - 0.64 Vert(LL) -0.0820-21 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.1920-21 >999 180 MT20HS 165/146 10) TCLL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.06 16 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 295 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No.1&Btr G WEBS 1 Row at midpt 8-16,10-16 REACTIONS. (Ib/size) 2=968/0-3-8,16=2811/0-3-8.12=547/0-3-8 Max Horz 2=164(LC 13) Max Uplift 2=-175(LC 14), 16=-429(LC 14), 12=-123(LC 61) Max Grav 2=1148(LC 19), 16=3076(LC 33), 12=886(LC 34) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2 -3= -1950/283,3-4=-1689/279,4-5=-904/231,5-6=-905/267,6-7=-708/223, 7-8=-716/226,8-9=-93/1258,9-10=-93/1258, 10-11=259/372, 11-12=-1216/151 ' BOT CHORD 2-23=-159/1695, 4-21=-18/564, 20-21=-65/1404, 19-20=-0/831, 7-19=-092/129, 16-17=-297/232,15-16=-304/192,14-15=-61/997,12-14=-61/997 WEBS 21-23=-166/1641,3-21=-307/149,4-20=-1008/179, 5-20=-147/579,6-19=-566/174, 17 -19= -317/202,8 -19=-171/1209,8-17=0/255,8-16=-1770/302,9-16=-724/179, 10-16=-1665/275,10-15=-21/649,11-15=-1030/204,11-14=0/280 NOTES- - t 1) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 14-7-12, Exterior(2) 14-7-12 to 41-3-8, Interior(1) 41-3.8 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding.COQ 6) All plates are MT20 unless otherwise indicated. g)fESS1O& f FC 4, M ZH.4 2 plates O 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide U2m will fit between the bottom chord and any other members, with BCDL = 10.Opsf. C 700 68 ;0 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jl=lb) 9-30- 18 2=175,16=429,12=123. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/z gypsum S1 sheetrock be applied directly to the bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 89 Ib up at A`\FOS 17-11-4, 103 Ib down and 96 Ib up at 19-11-0, 103 Ib down and 96 Ib up at 21-114, 103 lb down and 96 Ib up at 23-114, 103 Ib down and 96 Ib up at 29-11-4,116 Ib down and 96 Ib up at 31-11-4, and 112 Ib down and 92 Ib up at 33-11-4, and 87 Ib down and April 9,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. IOM312015 BEFORE USE.. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall MR 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 guldance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Lane residence ` K3051407 171118 - C5 California Job Reference o tional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:19 2017 Page 2 ID:7NjnkAmOyF 1 kYalVsdj2X7yb188-ubiv j8dTa619MJBauVdH l mRt6foEmMySXtMX4zTO4U LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 15=-60, 5-6=-60, 6-10=-60, 10-13=•60, 22-24=-20, 19-21=-20, 18-27=20 Concentrated Loads (lb) Vert: 10=-8 39=-20 42=-60 43=58 1 t A WARNING - Verlly dos/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ^ a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall T 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 buss systems, see ANSI/TPN Quality Criteria, DSB.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona. CA 92880 Job Truss ;- Qty Ply - Lane residenceK3051408 -G•0 5-10-0 5.10-0 3-10-12, 5 5-0-14 - 54.14 4-10S 5 7.10.11 ]TnassType, _ - - - 1.65 •. . / - J - Scale = 1:89.7 . - • - •� 171118 r C6 CALIFORNIA 1• 1 = - - 6.00 12 4x6 % Job Reference (optional) meexs IumD_er, •. reading ,1 r 4 8.U1U 5 Apr 2U 2U1D Mi I eK Industnes, Inc. 7 hu Apr OD 16:17:21 2077 Pagel 1 ti ID:7NjnkAmOyF I kYafVsdj2X7yb1 B8-gzgfPPAt7CMOOgSahJX5MSmwvLliilFwrMTbyzTO4S , ' • 11rfl 5-10-0 11A-0 15.6-12 17.80 ' 23-0-14 - 29-1-12 • 34-05 34 - 423-15 .5 50-0-0 1 b -G•0 5-10-0 5.10-0 3-10-12, 5 5-0-14 - 54.14 4-10S 5 7.10.11 _ - - - 1.65 •. . / - J - Scale = 1:89.7 . - • - •� ' • i - 5x8 5x12 MT20HS =' r '• { - '- 4x6 =' '• 5x8 = `. i'- 5x8 6 37 36 7 40 39 4142 8 434 45 9 46 • r - - 6.00 12 4x6 % 3x6 ,. 1 "4 3x6 35 4710 )9 -1 3334 g 32 50 2 21 22 1 1'- 43 `. _ *' 16 - 51' 18 52 .� 52 �' .4.-8 - R • 25• 24' -4x8 = .20,:. 119 _ 17 1514 13 ' • "4X6= •• J 3270 = 4x4 I I - 44x4 I I • 3x6T= 3x6 - 3x6 = ; 2x4 11 N f - 4x64 = . r 1 6x8 = 6x8 = 6x8 = I. `5�_j .' • 11-8-0 155-t2 ,17-8-0, 23-0-14 ?9-1-12 74-5-0 42-3-15- ' , "- 5-10-0 5-10-0 3-10-125.8.14 'Plate Offsets (X.Y)— 15:0-4-0.0-1-41. 18:0 -3 -8.0-2-81.[9:0-6-10.0-1-41,[21:0-5-8,04-01,[23:0-6-0.0-4-01,124 Edge.O-3 81. 125:0-3-8 0-1-81 • LOADING (psf) 1 T TCLL 20.0 SPACING-. 2-0-0 CSI. y DEFL. in (loc) I/deft• T^; L/d PLATES GRIP ' 1ti (Roof Snow -20.0) Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.0822-23 >999 240. ` MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.22 1331 , >999 ' 180 MT20HS 16.5/146 BCLL 0.0 ' Rep Stress incr YES WB 0.68 Horz(CT) 0.06 17 n/a , n/a ' BCDL 10.0 Code ISC2015frP12014 Matrix -AS s Weight: 300 Ib FT = 20% LUMBER- BRACING- ^. TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied. `WEBS .7. 2X4 OF No.1&Btr G WEBS , 1 Raw at midpt 7-17.8-17, 10-15 , ' REACTIONS. (Ib/size) . 2=1014/0-3-8, 17=29131(0-3-8+bearing block) (req?0-3-10), 11=557/0-3-8 . ! Max Horz 2=173(LC 12), I , '^ r ! Max Uplift 2=-205(LC 14), 17=-448(LC 14), 11=-155(LC 54) , a I a Max Grav 2=1263(LC 31), 17=3370(LC 31), 11=752(LC 35) •' --,FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ~ TOP CHORD 2-3=-2167/361, 3-4=-1819/376, 4-5=-1076/322, 5-6=874/315, 6-7=-735/289, ; ' 7-8=45/1377,8-9=0/439.9-10=-36/601,10-11=974/231 Y. BOT CHORD 2 -25= -242/1876,4 -23=-36/642,22-23=-166/1523,21-22=-124/761,6-21=-939/206, •- 17-19=-351/263,15.17=-1377/339,13-15=-124/823;11-13=-124/823 - -WEBS ', 23 -25= -245/1808,3 -23=-457/166,4-22=-1078/227,5-22=-51/286,6-22=-187/669, 19 -21= -361/242,7 -21=-203/1300,7-19=0/268,7-17=-1833/339,8-17=-1781/334, 8-15=-259/1772,9-15=-821/177,10-15=-1192/244,10-13=0/343 4•• I NOTES- 2X4 OF No.1&Btr G bearing block 12" long at jt. 17 attached to front facewith 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Totals fasteners. Bearing is assumed to be DF No.1&Btr. , 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. , Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0,' Interior(1) 3 -6 -Oto 15-6-12, Exterior(2) 15-6-12 to 41-6-2, Interior(1) 41-6-2 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and i `forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 •''., r 4) Unbalanced snow loads have been considered for this design. y' �pFESSIONq 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs. ZHgO ��2C non -concurrent with other live loads. ��OQ �M 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C 70068 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 2-0-0 wide . will fit between the bottom chord and any other members, with BCDL = 10.0p6f. ; F ' P. 9-30-2018 10) A plate rating reduction of 20% has been applied for the green lumber members. * 'I 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=205,17=448,11=155. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %2" gypsum sheetrock be applied directly to the bottom chord. > April 9.2017 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10/09/2015 BEFORE USE.' . • ■! Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall II _ ' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 / ITe I. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , MY� 1 Il , fabrication. storage. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - Corona, CA 92880 .s Job ypeQty PtyLaneresidence F FCILIsIT011 K3051408 171118 IA 1 1 i Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:21 2017 Page 2 ID:7NjnkAmOyF l kYalVsdj2X?yb1 B8-qzgfPPAt?CMOOgSahJX5MSmwvLliitFwrMTbyzT04S NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 153 Ib down and 175 Ib up at 15-11-10, 107 Ib down and 89 Ib up at 17-11-4, 1151b down and 96 Ib up at 19-114, 113 Ib down and 961b up at 21-11-4,103 Ib down and 96 Ib up at 23-11-4.124 Ib down and 96 lb up at 29-114, and 117 Ib down and 92 Ib up at 31-11-4, and 153 Ib down and 129 Ib up at 34-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-00, 5-9=-60, 9-12=-60, 24-26=-20, 21-23=-20, 20-29=-20 Concentrated Loads (lb) Vert: 6=-10 36=-74 37=-8 38=1 40=-0 44=-68 45=-63 46=-74 . ®WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. �° Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into me overall building design. Bracing Indicated Is to prevent buckling of Individual buss 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 ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty DEFL. Lane residence PLATES GRIP (Roof Snow=2 ) Plate Grip DOL 1.15 [ly K3051409 171118 C7 CALIFORNIA 1 1 BC 0.85 Vert(CT) -1.0021-22 >348 180 100 BCDL 10 .0 BCLL 0.0 Rep Stress Incr Job Reference (optional) meeks lumber, redding 9 d 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:24 2017 Page 1 ID:7NjnkAmQyFlkYaFVsdj2X7yb1BB-EYWo2RCmi7kbF7B9MR5o 4TH37Exv7Chcpb7CHzTO4P 19-0$ 17-11-11 -0- - - 5 6$ 9- - 3 3 1$-0 4-0$ 4.4-04 4-1-9 b-0-8 3$-7 2-3-9 3.7-4 2-1030 5 59.15 533 S9-0 1-tiale = 1:91.3 OS -3 1.6-13 6x8 \\ 6.00 12 3x10 II 20 II 8x8 = 6x8 4x8 % 3.50 F12 20 19 5x8 =5x8 = 18 17 16 Yv - "' .. 8x8 = 6x12 = 12x12 = 3x6 II 1202 = 3x6 = 17-2-0 19$$ 23-2-15 2t6$ 29-1-12 32-74 41-3-15 50-0-0 42-0-8 3$-7l2-3-9 3-74 3S$ 8-8-11 8$-1 Plate Offsets (X.Y)— f6:0-2-2.0-3-01 fl8:0-3-0 0-6-01. (19:0-4-0 0-3-41 f20:0.44 0-241 [22:0-6-0 0-3-101 4x6 = LOADING (psf) TCLL 20. SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP (Roof Snow=2 ) Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.4621-22 >761 240 MT20 220/195 Lumber DOL 1.15 BC 0.85 Vert(CT) -1.0021-22 >348 180 100 BCDL 10 .0 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.41 13 n/a n/a BCDL 10.0 Code IBC2015ffP12014 Matrix -AS Weight: 337 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied. 6-10: 2X6 DF No.1 G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2X4 OF No.1&Btr G *Except* WEBS 1 Row at midpt 4-21, 5-20, 6-19, 9-17, 10-16, 11-16, 8-18 16-20:2X8 DF SS G WEBS 2X4 OF No.1&Btr G REACTIONS. (Ib/size) 2=1087/0-3-8,17=2565/0-3-8,13=680/0-3-8 Max Horz 2=191(LC 12) Max Uplift 2=194(1_C 14), 17=-315(LC 114),113=141(!_C 14) Max Grav 2=1313(LC 31), 17=3062(LC 31), 13=878(LC 35) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4803(704, 34=-0327/592, 4-5=-1748/365, 5-6=-933/316, 6-7=-436/231, 7-8=-436/231,8-9=-436/231,9-10=-32/394, 10-11=-130/516, 11-12=-1051/184, 12-13=-1305/203 BOT CHORD 2-22=-580/4416, 21-22=-423/3963, 20-21=-137/1550, 19-20=0/693, 18-19=-123/454, 17-18=$50/264,16-17=-850/264,15-16=-22/638,13-15=-109/1134 WEBS 3 -22= -439/239,4 -22=-198/2394,4-21=-2898/345,5-21=-92/1155,5-20=1422/238, 6 -19= -2435/352,9 -18=385/2463,9-17=-3547/510,9-16=-186/1516,10-16=-635/104, 11 -16= -989/230,11 -15=-20/616,12-15=-489/146,6-20=-313/1988,7-19=-168/674, 8-18=-884/216 NOTES - 1) Wind: ASCE 7-10; Vuh=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 6=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3.6-0 to 17-6-8, Exterior(2) 17-6-8 to 39-8-2, Interior(1) 39-8-2 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=1b) 2=194,17=315,13=141. QRpFESS/0,V ZH40 Fac � Zm C 70068 A April 9,2017 ,& WARNING - VoIty design parameters and READ NOTES ON THIS AND INCLUDED N/7EK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DSO -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply e residence K3051409 FJReference 171118 C7 CALIFORNIA 1 1 (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:24 2017 Page 2 ID:7NjnkAmOyFlkYafVsdj2X7yb1B8-EYWo2RCml7kbF7B9MR5o 4TH37EXv1Chcpb7CHzTO4P NOTES - 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/x" gypsum sheetrock be applied directly to the bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 66 Ib down and 103 Ib up at 17-11-10, 107 Ib down and 89 Ib up at 19-11-0, 102 Ib down and 64 Ib up at 21-1113, 100 Ib down and 64 Ib up at 23-11-4, and 121 Ib down and 92 Ib up at 29-11-4, and 140 Ib down and 95 Ib up at 32-0-6 on top chord. The desigrtlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-6=-60, 6-10=-60,10-14=-60, 22-23=-20, 20-22=-20, 20-26=-20 t Concentrated Loads (lb) Vert: 34=34 37=-9 40=-67 41=43 t r AWARNING • Verey design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/012015 BEFORE USE. Design valid for use only with Mrrek® 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 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 ANSUrPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 r I' Job Truss Truss Type Oty Ply Lane residence (Roof Snow=2 0)) Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.4720-21 >745 240 K3051410 171118 C8 CALIFORNIA 1 1 -1.01 20-21 >346 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:27 2017 Page 1 ID:7NjnkAmOyF 1 kYalVsdj2X7ybl B8-f7BwgSEeb2797bwk2aeVcj5nvKFc6Om71npnpczT04M 305- 1-6-0 4-0- 6--12 14-0-7 19-6- 19-W 1 24-2.15 29.1-12 3 -0 37-1-3 435-10 50-0-0 1- 1-6-0 4-0- 4.4-6 SJ -11 SS7 43.4 3.9 3.7.4 0.10- 6-7-11 65- 0b3 Scale = 1:91.1 6.00 12 8x8 = 2x4 II 5x8 = 8x8 = 19 18 8x8 118x8 11 17 16'" '" 15 14 4x6 = 4x8 3.50 12 12x12 = 8x16 = 802 = 8x12 II 6x8 = 2x4 II 8--12 SWl 3-1- 2-4-8 4--7 3-7-4 7-11-7 6-5-6 6-5-6 Offsets (X,Y)— [4:0-2-0,0-1-8], [6:0-2-8,0-1-0), [7:0-3-8,0-2-8], [9:0-3.4,0-1-8), [10:0.5-12,0-3-0], (15:0-2-8, Edge], [17:0-3-8,0-5-8), [18:0-".04-0], [19:0-6-0,0-1-14), [21:0-5-12.0-3-81 LOADING (psf) TCLL 20 SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 0)) Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.4720-21 >745 240 MT20 220/195 l BCDL 10.0 1 Lumber DOL 1.15 BC 0.91 Vert(CT) -1.01 20-21 >346 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.40 12 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 347 lb FT 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G `Except' TOP CHORD Structural wood sheathing directly applied. 6-9:2X6 OF No.1 G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2X4 DF No.1&Btr G `Except` WEBS 1 Row at midpt 4-20, 5-19, 8-16, 9-16, 18-22 16-19:2X8 DF SS G 2 Rows at 1/3 pts 7-16 WEBS 2X4 DF No.t&Btr G JOINTS 1 Brace at Jt(s): 22 REACTIONS. (Ib/size) 2=1066/0-3-8,12=571/0-3-8,16=3136/G-3-8 Max Harz 2=214(LC 13) Max Uplift 2=-210(LC 14), 12=-136(LC 54), 16=-567(LC 14) Max Grav 2=1266(LC 31), 12=744(LC 35), 16=3703(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4553/733, 3-4=4209/623, 4-5=-1547/366, 5-6=-964/371, 6-7=-110/301, 7-8=0/988, 8-9=0/1025,9-10=-508/303, 10-11=-439/312,11-12=-1005/159 BOT CHORD 2-21=608/4183, 20-21=-457/3899, 19-20=-132/1349, 18-19=-271/269, 17-18=-248/267, 16-17=-258/268,15-16=-726/265,14-15=-56/855,12-14=-56/855 WEBS 3 -21= -436/223,4 -21=-212/2340,4-20=-2923/369,5-20=-72/980,5-19=-1464/267, 6 -19= -410/2443,8 -16=-80/268,9-16=-1886/381,10-15=-715/247,11-15=-723/145, 11-14=0/254, 9-15=-285/1468, 18-22=-2152/382, 6-22=-2191/389, 17-23=-192/1668, 7-23=-228/1887, 7-16=2866/587, 22-23=-77/451, 6-23=-033/106 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-641 to 3-6-0, Interior(1) 3-6-0 to 19-8-11, Exterior(2) 19-8-11 to 37-6-15, Interior(1) 37-0-15 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 2, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except Qt=1b) 2=210,12=136.16=567. Q�pFESSIO& ZHgo �2�m C 70068 /;0 * �9-30-28,18 April 9,2017 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �^ a truss system. Before use, the building designer must 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 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 ANSVTPi1 Quality Criteria, OSB -9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1 meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:27 2017 Page 2 ID:7NjnkAm0yFlkYalVsdj2X7yb1B8-f7BwgSEeb2797bwk2aeVcj5nvKFc6Om7lnpnpczT04M % NOTES - 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and " gypsum sheetrock be applied directly to the bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 102 Ib down and 124 Ib up at 19-8-11, 202 Ib down and 176 Ib up at 21-11-4, and 211 Ib down and 176 Ib up at 23-11-4, and 348 Ib down and 235 Ib up at 30-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. t LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Veil: 1-6=-60, 6-9=-60, 9-13=-60, 21-24=-20, 19-21=20, 19-27=-20 Concentrated Loads (lb) Vert: 6=-23 34=-146 37=-155 40=-269 t I W Job - Truss Truss Type Oty, Ply Lane residence K3051410 171118 C8 CALIFORNIA 1 1 � - Job Reference (optional) ® WARNING • Verify design parametars and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111•7473 rov. 10/0312015 BEFORE USE. Design valid for use only with Mrrek® 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 buss web and/or chord members only. Additional temporary and permanent bracing 11 A I'Te l.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fYf 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t ® WARNING • Verify design parametars and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111•7473 rov. 10/0312015 BEFORE USE. Design valid for use only with Mrrek® 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 buss web and/or chord members only. Additional temporary and permanent bracing 11 A I'Te l.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fYf 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t ® WARNING • Verify design parametars and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111•7473 rov. 10/0312015 BEFORE USE. Design valid for use only with Mrrek® 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 buss web and/or chord members only. Additional temporary and permanent bracing 11 A I'Te l.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fYf 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type City Pty Lane residence (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.23 21 >999 240 K3051411 171118 C9 CALIFORNIA 1 1 TCDL 10.0 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.21 17 n/a n/a Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:30 2017 Page 1 ID:7NjnkAmOyFlkYafVsdj2X7yb1B8-3it31UHXuzVk 2eJjiCCELjlvYPgJjia 12SOxzTO4J 21-0-3 20.7-0 29.6.12 r1$•0, a� e-6-tz tz-na i n -z-0 �, 12 -0 z ttQQ1t z a a- 1 43-za 18-0 4-0-0 4-06 4-2-10 42.10 248 0. 0• 3-11.13 0'8-b 35.5 0 1 8.10.2 8-0-0 69-9 1L-0 0.1.12 Scale = 1:90.8 OS -3 3x6 6.00 12 6x8 5x8 = 6x12 // 4x6 % 3.5o 52 20 19 4x6 114x6 II 18 17 YO 16 15 8x8 = 4x12 = 4x8 = 8x8 II 8x8 = 2x4 11 4-0-6 8.6.12 17.2-0 19$-02 25fi-8 29.1-12 2 12 38-0-14 43.2.7 50-0-0 6-0-0 446 85-0 248 0 0 2 5 14 3.7-0 0 -0 8-10.2 Bb 6.9.9 4x6 = LOADING (psf) TCLL 20 SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.23 21 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.43 Vert(CT) -0,6920-21 >505 180 TCDL 10.0 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.21 17 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -AS Weight: 359 Ib FT = 20% 9 LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied. 8-10:2X6 DF No.1 G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2X4 DF No.1&Btr G *Except* WEBS 1 Row at midpt 6-19, 17-23, 11-17, 10-17, 23-24 17-20:2X8 DF SS G, 16-17,13-16:2X6 DF No.1 G JOINTS 1 Brace at Jt(s): 23, 24 WEBS 2X4 OF No. 1&Btr G REACTIONS. (Ib/size) 2=78610-3-8,13=141/0-3-8,17=3989/0-3-8 Max Horz 2=-224(LC 52) Max Uplift 2=-167(LC 14), 13=-230(LC 33), 17=-661(LC 14) Max Grav 2=887(LC 31), 13=404(LC 35), 17=4793(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2842/422, 3-0=-2336/324, 4-5=-2381/391, 6-7=-8/486, 7-8=0/887, 8-9=0/777, 9-10=-270/3353,10-11=-154/2325,11-12=-122/1435,12-13=-310/1009 BOT CHORD 2-22=-321/2594, 21-22=-323/2616, 20-21=-122/710, 18-19=-410/244, 17-18=-021/244, 16-17=-1249/315,15-16=-858/236,13-15=-858/236 WEBS 3-21=-524/194,4-21=-377/116, 5-21=-192/2024,5-20=-1043/193,6-20=-141/1160, 6 -19= -1422/282,17 -23=-3716/675,11-17=-1165/230,11-16=0/546,12-16=-752/150, 12 -15=0/299,10 -17=-792/215,19-24=-167/911,7-24=-167/913,18-23=-16/578, 9-23=-1732/440, 23-25=-2928/461, 8-25=-720/104, 7-25=-890/183, 9-25=-460/2971, 10-23=-1738/235 NOTES - 1) Wind: ASCE 7-10; Vu@=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 20-5-4, Exterior(2) 20-5-0 to 36-4-11 , Interior(1) 364-11 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 2-" 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) Bearing at Joint(s) 2, 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except (jt=1b) 2=167,13=230,17=661. Q�pFESS10Nq� ZHgO �c2m C 70068 /A ADM 9.2017 .nntirumef nn n— 9 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �e a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANS8rP11 Quality Criteria, OSB -09 and SCSI Building Component 250 Klug CircleSafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss - Truss Type Qty Lane residence �Ply K3051411 171118 C9 CALIFORNIA 1 1 Job Reference (optional) meeks lumber, rodding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:30 2017 Page 2 ID:7NjnkAmQyFlkYalVsdj2X7yb1B8Jit31UHXuzVk 2eJjiCCELjlvYPgJjia 12SQxzTO4J NOTES - 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/x" gypsum sheetrock be applied directly to the bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 Ib down and 91 Ib up at 21-0-2, 91 Ib down and 57 Ib up at 22-0-12, 91 Ib down and 57 Ib up at 24-0-12, 91 Ib down and 57 Ib up at 25-114, and 91 Ib down and 57 Ib up at 27-11-4, and 348 Ib down and 235 Ib up at 28-11-14 ori top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1.8=-60, 8-10=-60,10-14=-60. 21-26=-20, 20-21=-20,13-20=-20 Concentrated Loads (lb) Vert: 35=-162 37=-76 39=-76 40=-76 43=-76 44=-269 f 1 I t . AWARNING - Verffy design Parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply.Lane residence ID:7NjnkAmQyF I kYaFVsdj2X7ybl B8-xfXIRPi2yWaPrgYHTKsAgRGHBbKKpRXBx9SG9zTO52 19-11-11 K3051412 171118 C10 CALIFORNIA 1 1 ; 4-2-10 42-10 2-0.80 434 3.9 3.7.4 0-10. 11 655 6.55 5-0 TC 0.69 Vert(LL) -0.28 22 >999 . 240 Job Reference o tion I meeks lumber, redding 00 7-11-7 6-5.6 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:43 2017 Page 1 f18:0 -M.0-2-01, 0-2-01 f 19.0-0-0 0-2-01 [20.0-8-8 0-141 [22:0-3-12 0-341 LOADING (psf) ID:7NjnkAmQyF I kYaFVsdj2X7ybl B8-xfXIRPi2yWaPrgYHTKsAgRGHBbKKpRXBx9SG9zTO52 19-11-11 305-6 ' 180 45 6812 14-:41:11: 12 -NS 17-2-0 1655 24-2-15 2&1.12 3 -0 37.13 43810 50-0-0 15 180 445 4.4.6 4-2-10 42-10 2-0.80 434 3.9 3.7.4 0-10. 11 655 6.55 5-0 TC 0.69 Vert(LL) -0.28 22 >999 . 240 053 Scale = 1:91.1 6.00 12 8x12 i 2x4 II 4x4 = 25 8x8 = 06 % 3.50 12 20 19 4x6 114x6 11 18 17" "' 16 15 8x12 = 4x6 = 4x8 = 8x12 II 6x8 = 2x4 II 4x6 = NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 19-8-11, Exterior(2) 19-8-11 to 37-2-13, Interior(1) 37-2-13 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 2, 17 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=1b) 2=164,13=133,17=464. �pFESSIOA, Q ZH40` F�Z ZZ C 70068 z ADHI 9.2017 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MfTEX REFERENCE PAGE MII.7473 rev. 101OV2015 BEFORE USE. ■ Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �e 8 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 ANSUrPN Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 12 4-2-10 4-2-10 2-4-8 45-7 -3- 3-74 00 7-11-7 6-5.6 Plate Offsets (X.Y)— f5:0-3-12.0.3-01 17:04-12.0-341 [10.0-4-10.0-241 [11:0-5-8.0-3-01.[16:0-3-8.0-3-01, f18:0 -M.0-2-01, 0-2-01 f 19.0-0-0 0-2-01 [20.0-8-8 0-141 [22:0-3-12 0-341 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.28 22 >999 . 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.61 22-23 >578 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.28 17 n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -AS Weight: 358 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G *Except* TOP CHORD Structural woad sheathing directly applied. 7-10:2X6 OF No.t G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2X4 OF No.1&Btr G *Except* WEBS 1 Row at midpt 6-20.17-25,10-17,8-18,7-25 17-20:2X8 OF No.2 G JOINTS 1 Brace at Jt(s): 24 WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 2=877/0-3-8,13=344/0-3-8,17=3479/0-3-8 Max Horz 2=-216(LC 12) Max Uplift 2=164(LC 14), 13=-133(LC 54), 17=464(LC 14) Max Grav 2=1023(LC 31), 13=564(LC 35), 17=4232(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3457/436, 34=-2975/363, 4-5=-1105/236, 5-6=-464/217, 6-7=448/298, 7-8=-219/3301,8-9=-211/3255,9-10=-13/1606, 10-11=-101/910,11-12=-58/909, 12-13=-605/518 BOT CHORD 2-23=-334/3158, 22-23=-338/3178, 21-22=-208/2745, 20-21=-25/979, 19-20=-305/242, 18 -19= -290/241,17 -18=-287/242,16-17=-1362/329,15-16=416/496,13-15=416/496 WEBS 3 -22= -508/171,4 -22=-105/1729,4-21=-2151/219,5-21=-09/882,5-20=-1212/180, 6 -20= -392/163,7 -20=-320/1665,17-25=-3279/466,9-17=-129/833,10-17=-2215/406, 10-16=-278/1479, 11-16=-722/243, 12-16=-709/142, 12-15=0/260, 19-24=-597/108, 7-24=-607/110, 18-25=-6/585,8-25=-503/147,9-25=-1844/247,7-25=-3479/465 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 19-8-11, Exterior(2) 19-8-11 to 37-2-13, Interior(1) 37-2-13 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 2, 17 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=1b) 2=164,13=133,17=464. �pFESSIOA, Q ZH40` F�Z ZZ C 70068 z ADHI 9.2017 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MfTEX REFERENCE PAGE MII.7473 rev. 101OV2015 BEFORE USE. ■ Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �e 8 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 ANSUrPN Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 r meeks lumber, rodding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:43 2017 Page 2 ID:7NjnkAmOyF1 kYafVsdj2X7yb1 B8-xfXIRPi2yWaPrgYHTKsAgRGHBbKKpRXfBx9SG9zTO52 NOTES- ' 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120 Ib down and 82 Ib up at 19-8-11, 90 Ib down and 67 Ib up at 22-0-12, 90 Ib down and 67 to up at 24-0-12, 90 Ib down and 67 Ib up at 25-11 A, and 90 to down and 67 Ib up at 27-11-4, and 348 Ib down and 236 Ib up at 30-3-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE($) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-60, 7-10=-60,10-14=-60, 22-26=-20, 20-22=-20, 20-29=-20 Concentrated Loads (lb) Vert: 7=-60 10=-269 36=-08 39=-48 40=-48 43=48 I Job Truss Truss Type My Ply Lane residence ` K3051412 171118 C10 CALIFORNIA 1 1 ' Job Reference o tional I ,& WARNING - VoAry design parameter and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10/031'2015 BEFORE USE. �° Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTPi1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Jab Truss Truss Type Qty Pty Lane residence 6 7 35 36 37 39 8 3840 48 43 42 1044. K3051413 171118 � � C11 California 1 - 1 Job Reference (optional) meexs mmuer, reooing B.UI U S Apr 2U ZU16 MI I eK InduStn8S, Inc. I r1U Apr Ub l8:16:46 ZU17 Pagel 1 D:7NjnkAmQyF1 kYalVsdj2X7yb1 B8-MEDQ3RKvFRy_ilHs8TPtS4ujCoHFOp85tvO6tUzT057 195.8 15-0 4-0.6 85-12 13-0.7 174-1217- 1 11 23-2.15 25.6.6 29-1.12 32-053 7 36-5-3 44-2-10 50-0-0 15-0 1-6-0 44$ 44-6 43.11 44-5 5 7 9 3-74 2-1050 - 5 59-15 5.95 5.9.6 1.6.0 1.6-13 Seale = 1:91.3 LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G *Except* TOP CHORD 6-10:2X8 DF No.1 G BOT CHORD BOT CHORD 2X4 DF No.1&Btr G'Except' WEBS 17-20: 2X8 DF SS G WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=1067/0-3-8, 13=52310-3-8.17=317210-3-8 Max Horz 2=192(LC 12) Max Uplift 2=-193(LC 14), 13=-141(LC 54), 17=-393(LC 14) Max Grav 2=1281(LC 31), 13=721 (LC 35), 17=3851 (LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4620/596, 3-4=-4151/549, 4-5=-1681/330, 5-6=-893/288, 6-7=-199/373, 7$= -199/373,8-9=0/1366,9-10=0/1386,10-11=-179/587,11-12=-897/216, 12-13=-987/183 BOT CHORD 2-23=-479/4228, 22-23=-486/4258, 21-22=-381/3795, 20-21=-106/1501, 19-20=-85/620, 18 -19= -358/292,17 -18=-358/292,16-17=-731/233,15-16=-351/335,13-15=-91/840 WEBS 3 -22= -514/191,4 -22=-197/2333,4-21=-2804/328,5-21=-77/1119,5-20=-1395/227, 6 -20= -280/1876,6 -19=-2834/372,8-17=-3317/463,9-17=-114/478,10-17=-1836/265, 10 -16= -16511096,11 -16=-882/238,11-15=-84/709,12-15=-444/140,7-19=164/1072, 8-18=-130/1455 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-21, 5-20, 6-19,8-17,10-17 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 17-4-12, Exterior(2) 17-4-12 to 39-5-4, Interior(1) 39-54 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 limes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 2, 17 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except (jt=1b) 2=193,13=141,17=393. * Q�OFESSIO/v ZHgO6 m C 700 A April 9,2017 A WARNING - Verily design perometers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6111-7473 rov. 1010312015 BEFORE USE. R Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not [� a truss system. Before use, the building designer must 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 ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 6.00 12 8x8 4x12 II 5x8 = 3x10 II 8x8 - 6 7 35 36 37 39 8 3840 48 43 42 1044. 46 i 5 6212 6x8 4 11 33 45 4 32 46 2x4 3x6 i 31 12 47 30 3 48 22 °D ' �r1 2 23 602 = 21 131 r c0 2x4 II 4x6 zz� 49 50 16 51 52 15 1 20 19 5x6 =5x8 = 18 17 4x8 fl2 8x8 = 6x12 = 8x12 = 6x12 II 5x8 = 3x6 = 4x6 = 4� 3.50 I13-0-7 17-2-0 14-6.8 , 23-2-15 1256-8 29-1-12 36-1-350.0.0 44.6 445 4-3-11 4-1-9 24-8 3A-7 2-3� 9 3.7-4 I 6-11-7 6-11-7 6-11-7 Plate Offsets (X.Y)— [6:0-4-0.0-1-151,18:0-3-8.0-2-81. [10:0-3-15.0-2-11. 116:04-0.03-01. (18:0-3-8.0-5-01, [19:0-4-12.0-3-01, [20:0-4-0.0-1-31, [22:0-5-8.0-3-81 LOADING (psf) TCLL 20 SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 0)) Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.4521-22 >776 240 MT20 220/195 Lumber DOL 1.15 BC 0.77 Vert(CT) -0,9321-22 >375 180 1 BCDL 10.0 BCDL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.38 17 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 341 Ib FT=20%. LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G *Except* TOP CHORD 6-10:2X8 DF No.1 G BOT CHORD BOT CHORD 2X4 DF No.1&Btr G'Except' WEBS 17-20: 2X8 DF SS G WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=1067/0-3-8, 13=52310-3-8.17=317210-3-8 Max Horz 2=192(LC 12) Max Uplift 2=-193(LC 14), 13=-141(LC 54), 17=-393(LC 14) Max Grav 2=1281(LC 31), 13=721 (LC 35), 17=3851 (LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4620/596, 3-4=-4151/549, 4-5=-1681/330, 5-6=-893/288, 6-7=-199/373, 7$= -199/373,8-9=0/1366,9-10=0/1386,10-11=-179/587,11-12=-897/216, 12-13=-987/183 BOT CHORD 2-23=-479/4228, 22-23=-486/4258, 21-22=-381/3795, 20-21=-106/1501, 19-20=-85/620, 18 -19= -358/292,17 -18=-358/292,16-17=-731/233,15-16=-351/335,13-15=-91/840 WEBS 3 -22= -514/191,4 -22=-197/2333,4-21=-2804/328,5-21=-77/1119,5-20=-1395/227, 6 -20= -280/1876,6 -19=-2834/372,8-17=-3317/463,9-17=-114/478,10-17=-1836/265, 10 -16= -16511096,11 -16=-882/238,11-15=-84/709,12-15=-444/140,7-19=164/1072, 8-18=-130/1455 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-21, 5-20, 6-19,8-17,10-17 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 17-4-12, Exterior(2) 17-4-12 to 39-5-4, Interior(1) 39-54 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 limes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 2, 17 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except (jt=1b) 2=193,13=141,17=393. * Q�OFESSIO/v ZHgO6 m C 700 A April 9,2017 A WARNING - Verily design perometers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6111-7473 rov. 1010312015 BEFORE USE. R Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not [� a truss system. Before use, the building designer must 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 ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Ply Lane residence ri'y K3051413 171118C11California 1 , Jab Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:46 2017 Page 2 ID:7NjnkAmQyF l kYalVsdj2X7ybl B8-MED03RKvFRy_ilHs8TPtS4ujCoHFOp85lvO6tUzTO57 NOTES - 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %2" gypsum sheetrock be applied directly to the bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 Ib down and 128 Ib up at 17-11-10, 121 Ib down and 92 Ib up at 20-0-12, 130 Ib down and 96 Ib up at 22-0-12, 130 Ib down and 96 Ib up at 24-0-12, 130 Ib down and 96 Ib up at 25-11-4, 130 Ib down and 96 Ib up at 27-11-4, and 121 Ib down and 92 Ib up at 29-11-4, and 141 Ib down and 95 lb up at 32-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1:15 Uniform Loads (plf) Vert: 1-6=-60,6-10=-60,10-14=-60,22-24=-20,20-22=-20,20-27=-20 t Concentrated Loads (lb) Vert: 34=-109 35=-67 36=-74 38=-74 40=-74 42=-74 43=-67 44=-43 r r t 1 r A wARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nil -7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with Mrrok® 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 propedy Incorporate this design Into the overall Sot 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 ANSUrPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t Job Truss Truss Type City PlyLane residence ID:7NjnkAmOyF 1 kYarVsdj2X7yb 1 B8-mpuZhTnpXMKYZ100pbzb3iW H3ONvD9xXZtcnTpzTO4y 17.2-0 K3051414 171118 C12 CALIFORNIA 1 1 t 6.10-0 5 5-11-14 5.11.14 4.10-9 5 7.10.11 751 50 Plate Offsets (X Yj_1`5:0-6-10.0-1-41. 19:0-6-10.0-141, [16:0-1-8.0-1-121, [17:0-4-0.0-2-51, [18:0-1-15.0-1-121, 1`19:0-3-12 0-3-41 125 Job Reference (optional) meexs tumoer, reading 8.010 S Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:49 2017 Page 1 ID:7NjnkAmOyF 1 kYarVsdj2X7yb 1 B8-mpuZhTnpXMKYZ100pbzb3iW H3ONvD9xXZtcnTpzTO4y 17.2-0 4-4.6 6-10-0 -7-0 150 4-0-0 8.8-12 15572 15-11,11 23-1-14 28-1.12 34-0b 34 424-15 5050 1E 50 4:44 4hb 6.10-0 5 5-11-14 5.11.14 4.10-9 5 7.10.11 751 50 Plate Offsets (X Yj_1`5:0-6-10.0-1-41. 19:0-6-10.0-141, [16:0-1-8.0-1-121, [17:0-4-0.0-2-51, [18:0-1-15.0-1-121, 1`19:0-3-12 0-3-41 125 Scale = 1:89.7 502 MT20HS = 5x12 MT20HS = 5x8 = 2x4 II 8x8 = , ,. ..,. ......... 40 4x6 3.50 12 4x8 - 17 "' 16 15 14 13 5x8 = 5x8 = - 5x8 = 8x8 = 2x4 II 4x6 = LUMBER - TOP CHORD 2X4 DF No.l&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 OF No.1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. .WEBS . 1 Row at midpt 4-18, 6-16, 8-15, 9114, 10-14 REACTIONS. (Ib/size) 2=84610-3-8,11=237/0-3-8,15=3673/0-3-8 Max Horz 2=173(LC 13) Max Uplift 2=173(LC 14), 11=-186(LC 33), 15=-483(LC 14) Max Grav 2=1029(LC 31),11=523(LC 35),15=4412(LC 31) J FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3438/445, 3.4=-2801/424, 4-5=-543/197, 5-6=-388/230, 6-7=-19/1017, 7-8=-19/1017,8-9=-28/1259, 9-10=-85/1523, 10-11=-471/931 BOT CHORD 2 -20= -339/3134,19 -20=-340/3156,18-19=-279/2590,17-18=-246/320,16-17=-243/299, 15-16=-2503/435,14-15=-2503/435,13-14=-774/374,11-13=-774/374 WEBS 3 -19= -600/170,4 -19=-111/1685,4-18=-2523/374,5-18=1313/188,6-18=-157/1022, 6-16=-1657/219, 7-16=-612/178, 8-16=-350/2475, 8-15=-4288/628, 8-14=-277/2270, 9-14=-1229/193,10-14=-1210/241,10-13=0/345 NOTES - 1) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 15-6-12, Exterior(2) 15-6-12 to 41-6-2, Interior(1) 41-6-2 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding., 6) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 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. 10) Bearing at joint(s) 2, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=173,11=186,15=483. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum sheetrock be applied directly to the bottom chord. Q�pFESSIOIV44 ZHgo �22m C 70068 "60,9-30,418 April 9,2017 ,& WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED Mf7EK REFERENCE PAGE 11,111-7473 rov. 10/0312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an Individual building component, not �" e truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A I1�e 1.' is allays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding NMe Il fabrication, storage, delivery, erection and bradng of lasses and truss systems, seeANSVTPN Quality Criteria, OSS -89 and BCSI Building Component 250 Klug CircleSafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 4-0.6 4-4.6 6-10-0 -7-0 5-11-14 5-11-14 5-3.8 7-10-11 7-8-1 Plate Offsets (X Yj_1`5:0-6-10.0-1-41. 19:0-6-10.0-141, [16:0-1-8.0-1-121, [17:0-4-0.0-2-51, [18:0-1-15.0-1-121, 1`19:0-3-12 0-3-41 LOADING (psf) TCLL 20.0. SPACING- 2-M CSI. DEFL, in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL ' 1.15 TC 0.79 - Vert(LL) -0.27 19 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.52 Vert(CT) -0.59 18-19 >594 180 MT20HS 165/146 BCDL 10.0 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.28 15 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 280 Ib . FT = 20% LUMBER - TOP CHORD 2X4 DF No.l&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 OF No.1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. .WEBS . 1 Row at midpt 4-18, 6-16, 8-15, 9114, 10-14 REACTIONS. (Ib/size) 2=84610-3-8,11=237/0-3-8,15=3673/0-3-8 Max Horz 2=173(LC 13) Max Uplift 2=173(LC 14), 11=-186(LC 33), 15=-483(LC 14) Max Grav 2=1029(LC 31),11=523(LC 35),15=4412(LC 31) J FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3438/445, 3.4=-2801/424, 4-5=-543/197, 5-6=-388/230, 6-7=-19/1017, 7-8=-19/1017,8-9=-28/1259, 9-10=-85/1523, 10-11=-471/931 BOT CHORD 2 -20= -339/3134,19 -20=-340/3156,18-19=-279/2590,17-18=-246/320,16-17=-243/299, 15-16=-2503/435,14-15=-2503/435,13-14=-774/374,11-13=-774/374 WEBS 3 -19= -600/170,4 -19=-111/1685,4-18=-2523/374,5-18=1313/188,6-18=-157/1022, 6-16=-1657/219, 7-16=-612/178, 8-16=-350/2475, 8-15=-4288/628, 8-14=-277/2270, 9-14=-1229/193,10-14=-1210/241,10-13=0/345 NOTES - 1) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 15-6-12, Exterior(2) 15-6-12 to 41-6-2, Interior(1) 41-6-2 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding., 6) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 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. 10) Bearing at joint(s) 2, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=173,11=186,15=483. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum sheetrock be applied directly to the bottom chord. Q�pFESSIOIV44 ZHgo �22m C 70068 "60,9-30,418 April 9,2017 ,& WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED Mf7EK REFERENCE PAGE 11,111-7473 rov. 10/0312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an Individual building component, not �" e truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A I1�e 1.' is allays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding NMe Il fabrication, storage, delivery, erection and bradng of lasses and truss systems, seeANSVTPN Quality Criteria, OSS -89 and BCSI Building Component 250 Klug CircleSafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Lane residence { K3051414 171118 C12 CALIFORNIA 1 1 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:49 2017 Page 2 ID:7NjnkAmQyF 1 kYaNsdj2X4ybl BB-mpuZhTnpXMKYZIOQpbzb3iW H3ONvD9xXZtcnTpzTO4y NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 153 Ib down and 129 Ib up at 15-11-10, 117 Ib down and 92 Ib up at 18-0-12, 124 Ib down and 96 Ib up at 20-0-12, 112 Ib down and 96 Ib up at 22-0-12, 103 Ib down and 96 Ib up at 24-0-12, 103 Ib down and 96 Ib up at 25-11-4, 112 Ib down and 96 Ib up at 27-11.4, 124 Ib down and 96 Ib up at 29-11-4, and 117 Ib down and 92 Ib up at, 31-11-0, and 153 Ib down and 129 Ib up at 34-M on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead t Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) . Vert: 1-5=-60, 5-9=-60, 9-12=-60, 19-21=-20, 17-19=-20, 17-24=-20' Concentrated Loads (lb) Vert: 30=-74 31=-63 32=-68 33=-41 36=41 37=-41 40=-41 41=-08 42=-03 43=-74 ' r t r A WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11411-7473rev. 1010=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �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 Mire k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPi1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 J t { r A WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11411-7473rev. 1010=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �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 Mire k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPi1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 r 1 1 I Job Truss _ Truss Type i QlyPy Plate Offsets (X.Y)— [5:0-4-0.0-1-41,18:0-6-0.0-341, [9:0-6-10.0-141, [14:0-2-12.0-3-01, residence LOADING (psf) SPACING- 2-" CSL DEFL. in (loc) I/def Ud K3051415 FJeference 171118 C13 CALIFORNIA 1 1 I Lumber DOL . 1,15 BC 0,56 Vert(CT) -0,55 21-22 >648 180 MT20H91651146 1 BCLL 0.0 TCLL 10.. 0 o lional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:52 2017 Page 1 ID:7NjnkAmOyFlkYa[Vsdj2X7yb1B8-AOahKUphgHi7QDk7UjWlhLBgaDOwQZN FgrR48zTO4v 17-2-0 1L0 - 1:4E 8$12 13b-12 13-%1,11 233-14 29b12 36-0-5 3 433-15 50-0-0 1.6-0 1.6-0 4-0-10-0 0 - 5 3.25 - 6-1.14 14 6b-9 5 6-10-11 6b1 {-0 t F Scale = 1:91.3 f 6.00 12 5x8 = 4x8 = 2x4 II 602 = 38 ._ A,n._ 42. -AA ._ 502 MT20HS = cxv �, oxo 19 18 oc 11 16 '- DO 14 13 ' 5x8 = 5x8 = 4x4 II 6x8 = 20 II 4x6 = 4x8 3.50 F12 4r -0—i 8-8-12 13.6-12 17-2-0 233-14 29-512 36-5-0 43-3-15 50-0-0 1 4-0-6 4-0-6 4-10-0 3-7-0 6-1-14 6-1-14 6-11-8 6-10-11 6A-1 Plate Offsets (X.Y)— [5:0-4-0.0-1-41,18:0-6-0.0-341, [9:0-6-10.0-141, [14:0-2-12.0-3-01, [18:0-1-8.0-2-01, [19:04-0.0-2-51, f21:0-3-12.0-3-81 LOADING (psf) SPACING- 2-" CSL DEFL. in (loc) I/def Ud PLATES GRIP TCLL 20.0 (Roof Snow=2 0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.2521-22 X999 240 MT20 220/195 Lumber DOL . 1,15 BC 0,56 Vert(CT) -0,55 21-22 >648 180 MT20H91651146 1 BCLL 0.0 TCLL 10.. 0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.26 16 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix -AS Weight: 266 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G WEBS 1 Row at midpt 4-20,6-18,8-16 . REACTIONS. (Ib/size) 2=882/0-3-8, 16=3300/(0-3-8 + bearing block) (req. 0-4-2), 11=291/0-3-8 Max Horz 2=153(LC 13) " Max Uplift 2=-183(LC 14), 16=-501 (LC 14), 11=-184(LC 54) Max Grav 2=1128(LC 31), 16=3891 (LC 31), 11=592(LC 35) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3757/545, 34=-2936/488, 45=-872/254, 5-6=-726/264, 6-7=-32/941, 7-8=-32/941, 8-9=-36/969, 9-10=-81/1139, 10-11=-6511703 BOT CHORD 2-22=-432/3414, 21-22=-437/3432, 20-21=-327/2695, 19-20=-225/519, 18-19=-209/489, 16-18=-2476/458,14-16=-2472/458,13-14=-580/514,11-13=-580/514 WEBS 3-21=-7561204,4-21=-163/1759,4-20=-2335/379,6-20=-81/866, 6-18=-1607/238, 7-18=-596/167, 8-18=-373/2272, 8-16=-3738/658, 8-14=501/2270, 9-14=-986/185, 10-14=-1054/228,10-13=0/289 NOTES - 1) 2X4 DF No.1 &Btr G bearing block 12" long alit. 16 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be DF No.1&Btr. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 13-6-12, Exterior(2) 13-6-12 to 43-3-15, Interior(1) 43-3-15 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pf=20.0 psf (fat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times fat roof load of 20.0 psf on overhangs ROFESS/ONq Q ZH4 F2C non -concurrent with other live loads. ��� �,M 6) Provide adequate drainage to prevent water ponding. _ 2 7) All plates are MT20 plates unless otherwise indicated. tr C 70068 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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. E 9.30-2018 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify SIT capacity of bearing surface. Il \Q 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) A�\F 2=183, 16=501, 11=184. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and %x" gypsum April 9,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. �" Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a ouss 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 M lTek is ahvays 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, seeANSVTPI1 QualityCriteria, DSO -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:52 2017 Page 2 ID:7NjnkAmOyFlkYalVsdj2X?yb1BB-AOahKUphgHi70Dk?UjWlhL8gaDOWOZN FgrR48zT04v NOTES - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 Ib down and 129 Ib up at 13-11-10, 112 Ib down and 92 Ib up at 16-0-12, 116 Ib down and 96 Ib up at 18-0-12, 112 Ib down and 96 Ib up at 20-0-12, 103 Ib down and 96 Ib up at 22-0-12,103 Ib down and 96 Ib up at 24-0-12, 103 Ib down and 96 Ib up at 25-11-4,103 Ib down and 96 Ib up at 27-11-0, 112 Ib down and 96 Ib up at 29-11-4,116 Ib down and 96 Ib up at 31-11-0, and 112 Ib down and 92 :Ib up at 33-11-4, and 87 Ib down and 129 Ib up at 36-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1 -5=-60, 5-9=-60,9-12=-60,21-23=-20, 19-21=-20, 19-26=-20 Concentrated Loads (lb) . Vert: 32=-8 33=58 34=-60 36=-20 38=-0 39=-0 40=-0 42=-0 43=-20 45=50 46=-58 47=-8 t Job � Truss Truss Type Qty Ply Lane residence K3051415 171118 C13 CALIFORNIA 1 1 Job Reference (optional) AWARNING - Verity, design pammetera and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �s a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty 4-8 12 4-0-0 2 9 12 577 8 6 2 12 &1 0 Lane residence Plate Offsets (X.Y)— [9:0-0-0.0-0-81 [14:0-3-13.Edgel [16:0-2-4.0-5-01 [17:0-3$.0-1-81, r18:0-3-8.0-3-01 ID:7NjnkAmOyF1 kYaNsdj2X7ybl BB-bzFgyWsa7C5iHgTaAs47JzmNjRQ2dzzQxo35hTzTO4s LOADING (psf) SPACING- 2-" TCLL 20.0 CSI. �Ply� K3051418 171118 C14 CALIFORNIA 1 1 4$-12 4-0-0 2-9.120 2-0.9 2. 9.12 6.2-12 6-1-0 4$-0 310.9 0 3$ dJ$ 4-3$ 2 6-0 BC 0.53 Vert(CT) -0.4827-28 >736 180 Job Reference (optional)' meeks lumber, redding 34-1-12 39-1-8 44-5-0 47-8-8 50� 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:55 2017 Page 1 4-8 12 4-0-0 2 9 12 577 8 6 2 12 &1 0 I I 4$-0 4 11 12 4J$ 4 3$ 2J$ Plate Offsets (X.Y)— [9:0-0-0.0-0-81 [14:0-3-13.Edgel [16:0-2-4.0-5-01 [17:0-3$.0-1-81, r18:0-3-8.0-3-01 ID:7NjnkAmOyF1 kYaNsdj2X7ybl BB-bzFgyWsa7C5iHgTaAs47JzmNjRQ2dzzQxo35hTzTO4s LOADING (psf) SPACING- 2-" TCLL 20.0 CSI. 11-11.11 39.1-8 PLATES GRIP 4$-12 8.8-12 ll-" 14-0-0 17-2-0 23-0-12 29572 34-1.12 38.0.5 38 43.5-0 47.8.8 50-0-0 1-0 1�i{7 4$-12 4-0-0 2-9.120 2-0.9 2. 9.12 6.2-12 6-1-0 4$-0 310.9 0 3$ dJ$ 4-3$ 2 6-0 BC 0.53 Vert(CT) -0.4827-28 >736 180 0$-0 Scale = 1:90.9 6x8 !:r- 6. o o 6.00 12 4x8 5 7 4 3x6 i �16 35 27 y 1 2 Y8 5x8 = 26 a 2x4 II 4x8 Z 4x8 % 3.50 F-2- 4x4 = 2.4 II 6x8 = 8x8 = 5x8 = 6x8 11 25 6x8 = 24 5x8 = — 22 5x8 = 20 3x10 = 19 602 = 2X4 II 300 = 802 ' 4x6 4.00112 NOTES - 1) 2X4 DF No.t&Btr G bearing block 12" long atjt. 22 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be DF No.1&Btr. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 11-4-12, Exterior(2) 11-4-12 to 45-11-10, Interior(1) 45-11-10 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 limes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psi 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 2-0-0 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) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9,?OESS/o/V c� C 70068 ADM 9.2017 ,&WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MrrekO 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug CircleSafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 I 4$-12 8$-12 11$$ 17-2-0 23-0-12 29-5.12 34-1-12 39-1-8 44-5-0 47-8-8 50� 4-8 12 4-0-0 2 9 12 577 8 6 2 12 &1 0 I I 4$-0 4 11 12 4J$ 4 3$ 2J$ Plate Offsets (X.Y)— [9:0-0-0.0-0-81 [14:0-3-13.Edgel [16:0-2-4.0-5-01 [17:0-3$.0-1-81, r18:0-3-8.0-3-01 [20.0-3.8 0-1-81 124:0-4-0 0-3-01 [25.0-5-8 0-2-121 [27:0-3-12.0-3-01 LOADING (psf) SPACING- 2-" TCLL 20.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP Plate Grip DOL 1.15 (Roof Snow=20.0) TC 0.46 Vert(LL) -0.2227-28 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.4827-28 >736 180 TCDL BCLL 10.0 Rep Stress Incr YES 0.0 WB 0.61 Horz(CT) 0.23 22 n/a n/a BCDL 10.0 Code IBC2015fTP12014 Matrix -AS Weight: 303 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G `Except' TOP CHORD Structural wood sheathing directly applied. 5-9,9-11: 2X6 DF No.1 G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2X4 OF No. 1&Btr G WEBS 1 Row at midpt 10-22,8-22 WEBS 2X4 DF No.1&Btr G `Except`_ 11-19,13-16: 2X6 DF No.1 G REACTIONS. (Ib/size) 2=860/0-3-8, 14=269/0-3-8, 22=3286/(0-3-8 + bearing block) (req. 0-0-0) Max Horz 2=130(LC 13) Max Uplift 2=-186(LC 14), 14=-184(LC 54), 22=535(LC 14) Max Grav 2=1173(LC 31), 14=570(LC 41), 22=3758(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3715/601, 3-4=-2808/485, 4-5=-1311/310, 5-6=1115/294, 6-7=-537/304, '7-8=-550/304, 8-9=-293/2987,9-10=-293/2987,10-11=-33/790, 11-12=-70/972, 12-13=-376f723,13-114=1431/674 BOT CHORD 24-25=-1210/253, 22-24=-1210/253, 20-22=-1645/337, 2-28=-481/3376, 27-28=-086/3385, 26-27=-302/2553, 25-26=-185/890,17-18=-621/292,16-17=-543/1128, 14-16=-599/1315 WEBS 11 -18= -716/130,9 -22=-547/149,7-25=-505/133,13-16=-101/405,12-17=0/257, 13 -17= -846/212,12 -18=769/206,10-20=0/315,10-22=-2107/316,18-20=-1501/299, 10 -18= -199/1388,5 -26=-76/395,4-27=-192/1679,4-26=-1916/327,3-27=-832/242, 6 -25= -929/124,6-26=-48/761,8-24=0/258,8-25=-262/1715,8-22=-2470/424 NOTES - 1) 2X4 DF No.t&Btr G bearing block 12" long atjt. 22 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be DF No.1&Btr. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 11-4-12, Exterior(2) 11-4-12 to 45-11-10, Interior(1) 45-11-10 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 limes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psi 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 2-0-0 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) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9,?OESS/o/V c� C 70068 ADM 9.2017 ,&WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MrrekO 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug CircleSafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty PyLane residence l I K3051416 171118 C14 CALIFORNIA 1 1 Job Reference (optional) meeks lumber, rodding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:55 2017 Page 2 ID:7NjnkAmOyFlkYalVsdj2X7yb1B8-bzFgyWsa7C5iHgTaAs47JzmNjRQ2dzZQxo35hTzTO4s NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jl=1b) 2=186, 14=184, 22=535. 1 12) This truss design requires that a minimum'of 7/16" structural wood sheathing be applied directly to the top chord and'/V gypsum sheetrock be applied directly to the bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 85 Ib down and 130 Ib up at 11-11-10, 110 Ib down and 92 Ib up at 14-0-12,115 Ib down and 961b up at 16-0-12, 111 Ib down and 96 Ib up at 18-0-12, 103 Ib down and 96 Ib up at 20-0-12,103 Ib down and 96 Ib up at 22-0-12,1031b down and 961b up at 24-0-12,103 Ib down and 96 Ib up at 25-11-4,103 Ib down and 96 Ib up at 27-11-4, 103 Ib down and 96 Ib up at 29-11-0, 1091b down and 96 Ib up at 31-11-4,115 Ib down and 96 Ib up at 33-11-4, and 110 Ib down and 92 Ib up at 35-11-4, and 85 Ib down and 129 Ib up at 38-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD.CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: 1-5=-60,5-11=-60, 11-15=-60, 19-25=-20,27-29=-20,25-27=-20, 16-18=-20, 16-32=-20 Concentrated Loads (lb) Vert: 6=53 37=-0 38=-49 40=-11 49=-11 50=49 51=-54 52=-6 1 ,A WARNING - Verily design Peremefersend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/0312015 BEFORE USE. ° Design valid for use only with Mrrek® 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 Mire k' is allays 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 ANSVTPII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona. CA 92880 l ,A WARNING - Verily design Peremefersend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/0312015 BEFORE USE. ° Design valid for use only with Mrrek® 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 Mire k' is allays 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 ANSVTPII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona. CA 92880 Job Truss Truss Type Qty Ply Lane residence BOT CHORD 2X4 DF No.1&Btr G BOT CHORD WEBS 2X4 DF No.1&Btr G "Except" K3051417 171118 C15 CALIFORNIA 1 1 DEFL. in (loc) I/deb Ud PLATES GRIP Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:59 2017 Page 1 ID:7NJnkAmOyFlkYalVsdj2X?yb1B8-TkVLouv4BRb8mHnLPh8xTpxlx2mxZpiOsQlJgEzTO4o 40.7.13 $ 9-1 17 -0 23J- 4 95 34J-10 39.5 44-2.3 4 0-0-0 -0-0 1-0•-0 4$1 5-0-7 0 J 7-2.5 8.1.14 &1-14 4-0-14 d-&14 -2-0 3.6-5 3$5 2.1A 15-0 0-05 Scale = 1:90.7 5x12 MT20HS = 3x10 = 2x4 II 6x12 = 4x6 = 4x4 II 5x8 = 6.00 12 4 u as a� 5 3639 40 6 43 44 ac 46747 48 49 cn 8 5152 ca ca 9 10 2,4 // 3x6 26 25 24 23 22 ' 21 20 3x6 —_ 16 5x8 = 4x8 % 3.50 12 5x8 = 6x12 = 4x4 II 4x12 4x4 II 8x12 " 6x8 = 4.00 112 3x6 = 40.7.13 6d5 8-6-12 12.118 17-2-0 23.1-14 29512 34J•10 39-1.8 4d-2.3 47.8.8 50-0.0 4-0.8 4-0-8 4-2-10 6.2.10 61-f4 8.1.14 4.9.14 4$14 3 3.85 3.6-5 2J-0 Plate Offsets (X.Y)— 14:0-6-10.0-1-41, [10:0-4-0.0-1-31,113:0-7-13.0-0-01,115:0-24.0-5-01. f19:0-2-0.0-2-81, f201clge.0-3-81, (21:0-6-0.0-1-81. 126:0-4-0.0-2-51. [28:0-4-0.0-3-101 LOADING (psf) 2X4 OF No. 1&Btf G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G BOT CHORD WEBS 2X4 DF No.1&Btr G "Except" WEBS TCLL 20.0 SPACING- 2-0-0 CSI. (Ib/size) 2=949/0-3-8, 13=446/0-3.8, 23=2990/(0-3-8 + bearing block) (req. 0-3-13) DEFL. in (loc) I/deb Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.2328-29 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.5328-29 >667 180 MT20HS 165/146 BCDL 10.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.25 23 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015frP12014 Matrix -AS Weight: 269 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btf G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G BOT CHORD WEBS 2X4 DF No.1&Btr G "Except" WEBS 12-15:2X6 DF No.1 G REACTIONS. (Ib/size) 2=949/0-3-8, 13=446/0-3.8, 23=2990/(0-3-8 + bearing block) (req. 0-3-13) Max Horz 2=-114(LC 12) Max Uplift 2=-204(LC 14), 13=-163(LC 57), 23=519(LC 14) Max Grav 2=1264(LC 32), 13=786(LC 36), 23=3547(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3932!713, 3-0=-3041/544, 4-5=-1444/338, 5-6=01/69, 6-7=0!770, 7-8=-75/1294, 8-9=-16/509, 9-10=-20/524, 10-11=-1081442, 11-12=-672/294, 12-13=-1257/354 BOT CHORD 2-29=-578/3575, 28-29=-607/3604, 27-28=-276/2032, 26-27=-172/985, 25-26=-162/939, 23 -25= -2646/496,21 -23=-2657/498,9-19=-369/99,18-19=-388/183,17-18=176/570, 15-17=-270/1002,13-15=-271/1075 WEBS 3 -28= -949/425,4 -28=-212/1813,4-27=-1091/165,5-27=-63/839,5-25=-1669/284, 6 -25= -412/157,7 -25=-436/2562,7-23=-3415/632,7-21=-315/1906,8-21=-1109/239, 19 -21= -1178/241,8 -19=-177/1182,10-19=-636/87,11-18=-659/158,12-17=-440/96, 10-18=51/351 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 5-25.7-23 NOTES - 1) 2X4 OF No.1 &Btr G bearing block 12" long at Jt. 23 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be DF No.1&Btr. 2) Wind: ASCE 7-10; Vuk=110mph (3 -second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 35-0, Interior(l) 3-6-0 to 9-9-14, Exterior(2) 9-9-14 to 47-5-12 , Interior(1) 47-5-12 to 51.5-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 t 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Bearing at Joint(s) 2, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 9' t'afESS10/V C 70068 April 9,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type - Qty Ply Lane residence K3051417 171118 C15 CALIFORNIA 1 1 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:16:59 2017 Page 2 ID:7NjnkAmOyFlkYalVsdj2X7yb1B8-TkVLouv4BRb8mHnLPh8xTpxlx2mxZpiOs01JgEzTO4o NOTES- _ 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=204, 13=163, 23=519. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 Ib down and 129 Ib up at 9-9-14, 110 Ib down and 92 Ib up at 12-0-12, 115 Ib down and 96 Ib up at 14-0-12, 114 Ib down and 96 Ib up at 16-0-12, 103 Ib down and 96 Ib up at 18-0-12, 103 Ib down and 96 Ib up at 20-0-12, 103 Ib down and 96 Ib up at 22-0-12, 103 Ib down and 96 Ib up at 24-0-12, 103 Ib down and 96 Ib up at 25-11-4, 103 Ib down and 96 Ib up at 27-11-4, 103 Ib down and 96 Ib up at 29-11-4, 103 Ib down and 96 Ib up at 31-11-0, 113 Ib down and 96 Ib up at 33-11-4, 115 Ib down and 96 lb up at 35-11-4, and 110 Ib down and 92 Ib up at 37-11-4, and 79 Ib down and 129 Ib up at 40-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-10=-60, 10-13=f0, 13-14=-60, 28-30=-20, 26-28=-20, 20-26=-20, 15-19=-20, 13-16=-20, 13-15=-20 Concentrated Loads (lb) Vert: 4=-0 10=-0 35=-47 36=37 38=-5 52=-5 53=-37 54=47 . , r I • j M AWARNING - Verify doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103f2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is allays 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 ANSVTPN Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job TrussFCILISIOIN Type Qty Ply Lane residence t0 ^ • Ud 28 Plate Grip DOL 1.15 + K3051418 171118 - C16 IA 1 1 t 1.15 BC 0.52 Vert(CT) -0.4918-19 >775 Job Reference (optionallC meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:03 2017 Page 1 ID:7NjnkAmQyF I kYaFVsdj2X7ybl B8-MWkseFybEg5ZEv47eXDtef5jzf92UYXbn29Wz9zTO4k 42-5-4 1.6-0 78-12 7-11 11 12-0-15 17-9.12 24-11-0 32-04 39-1-8 42-05 452-3 47$ 8 50-0-0 1-0 7-0-12 - 5 4-74 52.13 7-14 7-14 2.10.13 2.8.15 2.6.5 04-15 Stale = 1:90.9 t 1 5x12 MT20HS = i 6.00 12 4x8 = 2x4 II 6x12 = 3x6 = 4x6 = 5x8 = 3 9 30 31 4 32 33 34 535 - 36 37 38 6 3940 41 . 42 43 7- 44 45 4647 8 48 9 49 3x6 2-M CSI. DEFL, in (loc) t0 ^ • Ud 28 Plate Grip DOL 1.15 50 11 g Vert(LL) 2 _ 1 >999 240 12 13 G b 7 16 24 - 23 22 21 20 19 18 3x10 —_ 18 5x8 = 4x6 — - 3x6 = 2x4 II 8x16 —_ 5x8 = . 4x12 = 4x4 II 8x12 = 6x12 = 4.00112 r 7-6-12 12.6-15 1 17-9-12 24-11-0 32-04 39-1-8 42-54 47-8-8 I50� 7-6-12 5-03 5.2-13 7-14 7-14 7-14 3J-12 5 2J 8 LOADING (psf) TCLL 20.0 SPACING- 2-M CSI. DEFL, in (loc) I/defl • Ud (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.20 17 >999 240 (Ib/size) 2=409/0-3-8,12=1229/0-3-8. 21=2697/(0-3-8 + bearing block) (req. 0-3-9) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.4918-19 >775 780 TCDL 10.0 ' Rep Stress Incr - YES WB 0.74 Horz(CT) 0.13 12 n/a n/a BILL SOA Code IBC2015/TPI2014 Matrix -AS BOT CHORD 2-24=-118/353, 23-24=-732/220, 21-23=-732/220, 20-21=-101/454, 19-20=-101/454, PLATES GRIP MT20 i 2201195 MT20HS 165/146 Weight: 250 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G *Except* WEBS 1 Row at midpt 4-21, 6-21 - 11-14: 2X6 DF No.1 G REACTIONS. (Ib/size) 2=409/0-3-8,12=1229/0-3-8. 21=2697/(0-3-8 + bearing block) (req. 0-3-9) Max Horz 2=-93(LC 12) Max Uplift 2=174(LC 54), 12=-243(LC 14), 21=-513(LC 14) Max Grav 2=688(LC 33), 12=1529(LC 31), 21=3311(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-459/276, 34=-315/305, 45=-309/2305, 5-6=-310/2311, 6-7=-2162/458, 7-8=-2911/568, 8-9=-2101/437, 9-10=-2367/467, 10-11=5385/642, 11-12=-3570/606 BOT CHORD 2-24=-118/353, 23-24=-732/220, 21-23=-732/220, 20-21=-101/454, 19-20=-101/454, 18-19=-14/352,16-17=-397/2911,14-16=-408/2402,12-14=-086/3134 WEBS 3 -24= -439/149,4 -24=-194/1097,4-21=-1928/313,5-21=590/177,6-21=-3126/564, 6-20=0/282,6-19=-297/1929,7-19=-976/243, 17-19=-299/1823,7-17=-126/811, 8-16=-1089/214, 9-16=-152/960.10-16=-588/167,10-14=-1041781 NOTES - 1) 2X4 DF No. I&Btr G bearing block 12" long at it. 21 attached to front face with 2 rows of 1 O (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing Is assumed to be OF No.1&Btr. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -1-6-0 to 3-6-0, Interior(1) 3-6-0 to 7-6-12, Exterior(2) 7-6-12 to 49-5-14 Interior(1) 49-5-14 to 51-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Bearing at Joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=174,12=243,21=513. , R90ESSIpNq" ZHgO i C-700 8 April 9,2017 ® WARNING - Vedfy doslgn parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE 11111-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek6l connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIrrPl1 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job. Truss Truss Type City Ply Lane residence K3051418 171118 C16 CALIFORNIA 1 1 Job Reference (optional) meeKs lumber, . rodding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:03 2017 Page 2 ID:7NjnkAmOyF I kYalVsdj2X7ybl B8 -M WkseFybEg5ZEv47eXDlef5jzf92UYXbn27 Wz7zTO4k NOTES- ( 13) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and Y: gypsum sheetrock be applied directly to the bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib down and 125 Ib up at 7-11-10, 108 Ib down and 90 Ib.up at 10-0-12, 112 Ib down and 94 Ib up at 12-0-12, 110 Ib down and 94 Ib up at 14-0-12, 101 Ib down and 94 Ib up at 16-0-12, 101 Ib down and 94 Ib up at 18-0-12, 101 Ib down and 94 Ib up at 20-0-12, 101 Ib down and 94 Ib up at 22-0-12, 101 Ib down and 94 Ib up at 24-0-12, 101 Ib down and 94 Ib up at 25-11-4, 101 Ib down and 94 Ib up at 27-11-0, 101 Ib down and 94 Ib up at 29-11-4, 101 Ib down and 94 Ib up at 31-11-4, 101 Ib down and 94 Ib up at 33-114, 110 Ib down and 94 Ib up at 35-114, 112 Ib down and 94 Ib up at 37-114, and 108 Ib down and 90 Ib up at 39-11-4, and 75 Ib down and 125 Ib up at 42-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. t LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=f0, 3-9=60, 9-12=-60, 12-13=-00, 18-25=20, 14-17=-20, 12-15=20, 12-14=20 Concentrated Loads (lb) Vert: 30=-09 32=-25 33=-1 46=-1 47=-25 48=-09 e AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rov. 10/03/2015 BEFORE USE. ■! Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �e a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual 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 ANSVTPII Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type City ' Pty Lane residence Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.18 20 >999 240 MT20 220/195 (Roof Snow=20.0) K3051419 171118 C17 California Girder 1. Rep Stress Incr NO WB 0.34 Horz(CT) 0.09 14 n/a n/a BCLL 0.0 BCDL 10.0 . Code IBC2015/TPI2014 Matrix -MS Job Reference o tional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:07 2017 Page 1 ID:7NjnkAmOyF1kYalVsdj2X7yb1B8-EH MTd751ub7jWOutNHpoVGUFGWyOShBigzk6mzTO4g 4454 1.6.0 Sai-12 S11 11 9S1 13.7-14 17.9-12 23.1-11 28.5.10 33.9.9 3.9 1.8 41-10-11 44-0-5 47 -8 50-0-0 1-0 1.6-0 5$12 5 3S5 4-1-14 41-14 SJ -05 5315 5x15 5.3.15 2.9J 2.1-10 3.3-0 2.3.8 1E-0 0-0-t5 Scale = 1:90.7 6.00 12 I 5x8 = 3x10 =. 2x4 II 402 = 5x8 = 300 = 5x8 44 II 300 = 5x8 = 39 28 40 41 27 42 43 26 44 45 25 46 47 24 48 - 49 23 50 51 52 22 53 54 21 " "" " 5x8 = 2x4 II 3x10 = 17 4x6 = LUS24 3x6 = 2x4 II LUS246x8 = 2.5x5 II 8x8 = LUS24 214 II 'LUS244x12 = 4x4 II LUS24 Bx12 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24LUS24 LUS24LUS24 8x8 = LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 4.00 L]2 LUS24 LUS24 ° f 5.6-12 9-6-1 I 13-7-14 17-9-12 23-1-11 28-510 I 33-9-9 [ 39-1-8 ,41 44-54 i 47-8-8 I50-0-0 I 5.6-12 3-11-5" 4-1-14 4-1-14 SJ -15 53.15 5-0-15 5-3-15 2-9.3 2-6-9 3-3-0 23.8 Plate Offsets (X,Y)— [3:0-4-0,0-1-4], [6:0-0-0,0-1-12], [7:0-4-0,0-3-0], [9:0.4-0,0-3-0], [12:0-4-0,0-1A], [14:0-7-13,0-M], [16:0-3-12,05-4], [20:0-2-12,Edge], [21:Edge,0-3.8], [24:0-3-8,Edoel LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.18 20 >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.4821-22 >796 180 TCDL 10.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.09 14 n/a n/a BCLL 0.0 BCDL 10.0 . Code IBC2015/TPI2014 Matrix -MS Weight: 490 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD WEBS 2X4 DF No.1&Btr G "Except' 13-16: 2X6 DF No.t G REACTIONS. (lb/size) 2=582/0-3-8, 14=1722/0-3-8, 25=3666/0-3-8 Max Horz 2=73(LC 8) Max Uplift 2=-144(LC 10), 14=-150(LC 10), 25=-55(LC 10) Max Grav 2=846(L(j`27), 14=1810(LC 26), 25=4340(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-809/142, 3.4=-651/132, 4-5=0/1911, 5-6=0/1911, 6-7=-18/561, 7-8=-18/561, 8 -9= -3972/94,9 -10=-5303/117,10-11=-5451/112,11-12=-3589/113,12-13=-3980/108, 13-14=-5622/89 BOT CHORD 2-28=-135/650,27-28=-339/85, 26-27=-339/85,25-26=-4431/109,24-25=-4431/109, 23-24=0/2280, 22-23=0/2280, 21-22=0/771, 10-20=-423/82,19-20=0/4763,18-19=014763, 16-18=-19/4580, 14-16=-3/5059 WEBS 4-28=-73/961, 4-27=0/257, 4-26=-1992/43, 5-26=-391/83, 6-26=-50/3015, 6-25=-4070/144, 6-24=-43/4348, 7-24=-309/109, 8-24=-3192/38, 8-23=0/397, 8-22=-17/1901,9-22=1053/114,20-22=-3/3283,9-20=-19/1378, 11-20=11/844, 11-18=-1516/0,12-18=0/1578,13-18=-1076/25,13-16=0/1127 Structural wood sheathing directly applied or 5-9-6 oc purlins. Rigid ceiling directly applied or 6-M oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"0") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chard 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 2-0-0 wide QRpFESS/Q/V ZHAo C 70068 -t*R,9-30,Q18 April 9,2017 ,& WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall HER" R 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 at ays 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 ANSVTPI1 Quality Criterla, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty' Ply Lane residence K3051419 171118 C17 California Girder 1 Job Reference (optional) meeks lumber, �redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:07 2017 Page 2 ID:7NjnkAmOyF I kYa[Vsdj2X7yb 1 B8-EH_MTd75lub7j WOutNHpoVGUFG WyOShBigzk6mzTO4g NOTES - 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Bearing at joint(s) 14 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 25 except (jt=lb) 2=144, 14=150. 13) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-M oc max. starting at 4-0-12 from the left end to 45-11-0 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 Ib down and 105 Ib up at 5-11-10, and 108 Ib down and 105 Ib up at 44-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. i LOAD CASE(S) Standard •1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-12=-60, 12-14=50, 14-15=-60, 21-29=-20, 16-20=-20, 14-17=-20, 14-16=20 Concentrated Loads (lb) L ' Vert: 25=53(B) 22=-53(B) 19=-69(B) 32=-29 38=-29 39=-299(B) 40=52(B) 41=-54(B) 42=-53(B) 43=53(B) 44=-53(B) 45=-53(B) 46=-53(B) 47=-53(B) 48=-53(B) 49=53(B) 50=-53(B) 51=53(B) 52=53(B) 53=-53(B) 54=53(B) 55=-70(B) 56=-68(B) 57=-294(B) r A WARNING - Verify design Paromoters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rov. 1010312015 BEFORE USE. Wit Design valid for use only with MiTektruss® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a ss 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 Mirek- 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 ANSI1TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty Ply Lane residence I/defl Ud (Roof Snow=20.0) ' plate Grip DOL 1.15 TC 0.09 K3051420 171118 J1 Jack -Open 4 1. Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 7 >999 Job Reference (optional) meexs lumber, redoing 8.010 S Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:30 2017 Page 1 ID:7NjnkAmOyFlkYalVsdj2X9yb1B8-3it31UHXuzVk 2eJjiCCELjSeYVCJxma 12SOuzT04J -' -1-6.0 1-11-11 ` 2 -0 1$0 1-11-11 Scale o 1:10.7 1 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud (Roof Snow=20.0) ' plate Grip DOL 1.15 TC 0.09 Vert(LL) 0.00 7 >999 240 TCLL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS I PLATES GRIP MT20 220/195 Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=203/0-3-8, 4=11/Mechanical, 3=34/Mechanical Max Horz 2=62(LC 14) Max Uplift 2=-80(LC 14), 3=-8(LC 11) Max Grav 2=203(LC 19), 4=30(LC 5), 3=34(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vufl=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 1-11-9 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 4Oc �M ZHgp F2\ C 70068 * 9-3 8 P F 0� April 9,2017 ,& WARNING - VeAry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7/73 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type City Pty, Lane residence 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP K3051421 171118 J2 Jack -Open 1 1 t 10) BCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) Job Reference (optional) Meeks lumber, reading 0 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:37 2017 Page 1 ID:7NjnkAmOyF 1 kYalVsdj2X7yb 1 B8-M2oimlMwE6NIJ7hfdggrOgVftMIFS5UcbLEJA1 zTO4C •1-0-0 j 1-11-11 I 4-" 1 1-6.0 1-11-11 2-0-5 Scale = 1:10.6 1�6 REACTIONS. (Ib/size) 3=45/Mechanical, 2=210/0-3-8, 4=28/Mechanical Max Horz 2=61 (LC 14) Max Uplift 2=-74(LC 14) Max Grav 3=50(LC 5),2=21O(LC 19),4=58(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 1-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pt -720.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. Q�0FESS10A1 ZHqo F22 C 70068 EXP. 9-30-2018 April 9,2017 A WARNING - VeMy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mfrek® 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 ' 11 A ITe I.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M V 1 Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ' - 1-10-15 0-dJ2 2-0-5 ' LOADING (psf) TCLL 20,0 SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 4-7 >999 240 MT20 220/195 10) BCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 4-7 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BC0.0 BCDL 00 Code IBC2015/TPI2014 Matrix -MS - Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=45/Mechanical, 2=210/0-3-8, 4=28/Mechanical Max Horz 2=61 (LC 14) Max Uplift 2=-74(LC 14) Max Grav 3=50(LC 5),2=21O(LC 19),4=58(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 1-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pt -720.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. Q�0FESS10A1 ZHqo F22 C 70068 EXP. 9-30-2018 April 9,2017 A WARNING - VeMy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mfrek® 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 ' 11 A ITe I.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M V 1 Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type + • City', . Ply Lane residence i • +' .. - ... . .: " a • ' • K3051422 171118 { J3 +t, Jack -Open + 2 6.00 12 Job Reference (optional - meexs wmoer, redoing 1, 8.010 s Apr 20 2016 MiTek Industries, Inc.- Thu Apr 06 16:17:43 2017 Page 1 • fi ID:7NjnkAmOyFikYalVsdj2X7yb1BB-BC9zlwRhgy8u128p_xxFG51g7nvEsp_U GheNhzTO46 .. -1-6.0 •.:�.• . 3-11-11 - 4 3.11-11 .3 0 i • +' .. - ... . .: ' Scale = 1:15.7 6.00 12 lo 4 (' t -j r � s. + M .l� n�. � a. + .� 7F v � N• �.. a i. - ..l .. + 1"+..' 2x4 - - • - 3-11-11 - 0-6-5 Pate Offsets (X.Y1- [2:04-0.0-0-41 > LOADING (psf) -• • TCLL 20.0 ti SPACING- 2-M CSI. DEFL. ' in (loo) ,,I/defl Ud PLATES GRIP ! (Roof Snow --20.0)) Plate Grip DOL 1.15 TC 0.12 Vert(LL) + -0.01 4-7 >999 i '240 MT20 220/195 Lumber DOL 1.15 BC :0.09 - _ Vert(CT) -0.03 4-7 >999 180 TCDL 10.0' BCDL. 0.0 Rep Stress Incr YES WB _ 0.00 Horz(CT) 0.00 2.' n/a n/a 'BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS' Weight: 14 Ib FT = 20% . LUMBER- BRACING- = TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. t BOT CHORD 2X4 DF No.1&Btr G r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1. i, � 1. " ' - '" '• ' . REACTIONS. (Ib/size) . 3=95/Mechanical, 2=264/0-3-8, 4=45/Mechanical : - �• . Max Horz 2=91(LC 14) ` Max Uplift 3=35(LC 14), 2=-70(LC 14) Max Grav 3=103(LC 19), 2=266(LC 19), 4=70(LC 5) > . •. +.FORCES. (Ib) -Max. Comp./Max.•Ten. -All forces 250 (Ib) or less except when shown. •' t NOTES-. N 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. '. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0,' Interior(1) 1-6-0 to 3-10-15 zone; cantilever left and a • y right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 > 3) Unbalanced snow loads have been considered for this design. _ . • • �•.: ' .` _ 4) This truss has been designed for greater of min roof live load of 18.0 psf or. 1.00 times flat roof load of 20.0 psf on overhangs • r �. _ non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 16) • This truss has been designed for a live load of 20.Opsf on the bottoin chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. _ 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. ` 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3, 2., y t 1.. , • ►. n Q�pFESSIOA, 0. C 70068 rn 9-30- 18 p0 t+ 1 .. _ April 9,2017 ,& WARNING , Verify design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE M114473 rev. 10/038015 BEFORE USE + �• Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not - a buss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek•. Is allays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the s, - - tabrtcotlon, storage, delivery, erection and bracing of trusses and truss systems, see r' . ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component r, 250 Klug Circle• Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.- - r Corona. CA 92880 - Job Truss Truss Type Qty Ply Lane residence � K3051423 171118 J4 Jack -Open 2 1 -0 Job Reference (optional) meeks lumber, `rodding 1-0-0 - 5.11-11 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:44 2017 Page 1 1 kYafVsdj2X7yb1 B8-fPjMEGSJbGGIfCj7XeSUollooBDPbGDeCwRBv7zTO45 �titi t Scale = 1:20.5 REACTIONS. (Ib/size) 3=154/Mechanical, 2=338/0-3-8, 4=71/Mechanical Max Horz 2=120(LC 14) Max Uplift 3=-59(LC 14), 2=-68(LC 14) Max Grav 3=176(LC 19), 2=343(LC 19), 4=107(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum sheetrock be applied directly to the bottom chord. Q�pFESS1O/V ZHAo C 70068 April 9,2017 ,& WARNING - Veffry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 mv. 10/03/2015 BEFORE USE. ' Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not e 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 ITe k" Is ahvays 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 ANSVTPi1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 1� 2 .1 ' 2.5x5 = 4. -0 5-11-11 0 S LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 4-7 >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.14 4-7 >507 180 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 BC0.0 Code IBC2015/TP12014 Matrix -AS Weight: 20 lb FT 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 3=154/Mechanical, 2=338/0-3-8, 4=71/Mechanical Max Horz 2=120(LC 14) Max Uplift 3=-59(LC 14), 2=-68(LC 14) Max Grav 3=176(LC 19), 2=343(LC 19), 4=107(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum sheetrock be applied directly to the bottom chord. Q�pFESS1O/V ZHAo C 70068 April 9,2017 ,& WARNING - Veffry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 mv. 10/03/2015 BEFORE USE. ' Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not e 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 ITe k" Is ahvays 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 ANSVTPi1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job , _ Truss r Truss Type , Oty Ply esidence • 'Scale 1:10.6 _ K3051424 Flob 171118 J5 Jack -Open _ ference optional) > • meexs lumoer, .!adding -. .i - 8.010 S Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:44 2017 Page 1 _ x, •-ID:7NjnkAmOyFlkYalVsdj2X?yb1BB-fPjMEGSJbGGIfCj?XeSUollrBBGubGDeCwRBv7zT045 -1-6-0 •1-11-11 - 4-0-0 2-M 'Scale 1:10.6 .. i _ .6.00 12 �. •,, _ .. .r l it •4 * Y It 0 1 a a �r - .2.5x5 -0-5 - LOADING (psf) TCLL .20.0 SPACING- 2-M i . CSI. r ` DEFL. in (loo) I/deft ' L/d a ' PLATES GRIP I (Roof Snow=2 Plate Grip DOL 1.15 TC - 0.09 ` Vert(LL) t,-0.00 .4-7 >999 -,240 MT20 220/195 , 1 TCDL 10)0.0 Lumber DOL 1.15 , BC 0.06 - Vert(CT) -0. VCT01 4-7 . >999 180 rf v BCLL. ` 0.0 Rep Stress Incr YES WB 0.00 . Horz(CT) - 0.00 3 n/a n/a r. BCDL ' 0 0 r Code IBC2015/TPI2014 . Matrix -AS Weight: 11 Ib FT = 20% LUMBER- BRACING- t. TOP CHORD 2X4 DF No.1&Btr G ..,a TOP CHORD Structural wood sheathing directly applied. " BOT CHORD 2X4 DF No.1&Btr G r BOT CHORD Rigid ceiling directly applied. • 1 REACTIONS. (Ib/size) 3=46/Mechanical, 2=210/0-078, 4=28/Mechanical r Max Horz 2=61 (LC 14) r Max Uplift 2=-74(LC 14) - y + +•. Max Grav 3=50(LC 5), 2=210(LC 19), 4=58(LC 5) ' + • . 7 1 , a' _ , FORCES. '(1b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' NOTES. r 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. r II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 1710-15 zone; cantilever left and . ' right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60a ' • .' plate grip DOL=1.60. 2) TCLL: ASCE 7.10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C1=1.1, 3) Unbalanced snow loads have been considered for this design. • 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs �. non -concurrent with other live loads. r , 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 2-0-0 wide t ' 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. r s ' 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2.: '. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum ? - r sheetrock be applied direcljy to the bottom chord. , r.� ESS/0/yq� IHAO 2l C 70068 .1-30-2018 April 9,2017 A WARNING - Vorffy dealer, parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE Mll-7473 rev, 10/03/2015 BEFORE USE Design valid for use only with MFrek® 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 ANSVTPi1 Quality Criteria, DSP -89 and BCSI Building Component • 250 Klug Circle • Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. •} - .,_ Corona, CA 92880 Job Truss Truss Type City Ply Lane residence -0-5 LOADING (psf) TCLL 20,0 SPACING- 2-" K3051425 171118 J6 Jack -Open 1 1 PLATES GRIP (Roof Snow=2 0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 Job Reference (optional) meeKs IUmoer, reading 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:45 2017 Page 1 ID:7NjnkAmOyF 1 kYaNsdj2X?yb 1 BB-7bHkScSxLaOcHM 185MzjLWrOuac7KjTnRaAkSZzT044 1 -180 I• 1-11-11 I 4-0-0 1-6.0 1-11-11 2-0-5 1 Scale = 1:10.6 196 TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 3=46/Mechanical, 2=210/0-3-8, 4=28/Mechanical Max Horz 2=61 (LC 14) Max Uplift 2=-74(LC 14) Max Grav 3=50(LC 5),2=210(LC 19),4=58(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45 ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 1-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %f" gypsum sheetrock be applied directly to the bottom chord. Q�ofESSIO^yq� ZHgo ��2m C 70068 EXP. 9-30-2018 April 9,2017 A WARNING - VeAfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MITMD connectors. This design is based onty upon parameters shown, and Is for an Individual building component, not e truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIRPII Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 . 1-10-9 _ U-1- -0-5 LOADING (psf) TCLL 20,0 SPACING- 2-" CSI. DEFL. in (loc) Well L/d PLATES GRIP (Roof Snow=2 0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 4-7 >999 240 MT20 220/195 1 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 nla n/a BCDIL 100 Code IBC2015frPI2014 Matrix -AS — Weight: 11 Ib FT 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 3=46/Mechanical, 2=210/0-3-8, 4=28/Mechanical Max Horz 2=61 (LC 14) Max Uplift 2=-74(LC 14) Max Grav 3=50(LC 5),2=210(LC 19),4=58(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45 ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 1-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %f" gypsum sheetrock be applied directly to the bottom chord. Q�ofESSIO^yq� ZHgo ��2m C 70068 EXP. 9-30-2018 April 9,2017 A WARNING - VeAfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MITMD connectors. This design is based onty upon parameters shown, and Is for an Individual building component, not e truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIRPII Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 . Job Truss Truss Type Qty .Pty._TLane 2-3-8 - 1.83 0 residence Plate Offsets (X.Y)- f2:0-0-0.0-0-41 LOADING (psf) TCLL 20.0 SPACING- 2-" CSI. K3051426 171118 J7 Jack -Open 1 Vert(LL) -0.01 6 >999 240 MT20 220/195 f i Lumber DOL 1.15 BC 0.11 eference (optional) meeKs lumber, reading 1 8.010 s Apr 20 2016 MiTek ID:7NjnkAmOyF1 kYa[Vsdj2X7yb 1 B8-7bHk! 1-6-0 2.3-8 1-83 Inc. Thu Apr 06 16:17:45 2017 Page 1 MIB5MzjLWrOyabLKjTnRaAkSZzTO44 Scale = 1:15.7 C 70068 n P. 9-30-2018 April 9,2017 Q WARNING - verlry design Parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 rev. IOM"015 BEFORE USE. - ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, seeANSVTPI1 quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alezendrla, VA 22314. Corona, CA 92880 -0 2-3-8 - 1.83 0 Plate Offsets (X.Y)- f2:0-0-0.0-0-41 LOADING (psf) TCLL 20.0 SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 6 >999 240 MT20 220/195 f TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(CT) -0.02 - 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code ISC2015rrPI2014 Matrix -AS Weight: 15 lb FT = 20% , LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 4=79/Mechanical, 2=264/0-3-8, 5=60/Mechanical Max Horz 2=91 (LC 14) Max Uplift 4=-24(LC 14), 2=-70(LC 14) Max Grav 4=87(LC 19), 2=266(LC 19), 5=68(LC 5) FORCES._ (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust).Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 3-10-15 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & NIWFRS for reactions shown; Lumber DOL=1.60 a plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %:" gypsum sheetrock be applied directly to the bottom chord. QR()FESSIQ/V' �O M ZHq F� C 70068 n P. 9-30-2018 April 9,2017 Q WARNING - verlry design Parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 rev. IOM"015 BEFORE USE. - ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, seeANSVTPI1 quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alezendrla, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Lane residence TOP CHORD 2X4 OF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 4=140/Mechanical, 2=338/0-3-8, 5=85/Mechanical K3051427 171118 J8 Jack -Open 1 1 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-327/48 BOT CHORD 2-7=-157/255 Job Reference (optional) M88KS iumoer, reading 8.010 S Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:46 2017 Page 1 I D:7NjnkAmOyF I kYalVsdj2X7yb 1 B8-bnr6fyTZ6lWTu W1Of3UytjN9A_ub3AjwgEwl 7zTO43 -0 1-0-0 23� 3_3 .4-5 } 1 8-0-0 23.8 5-10-15 5.11 11 23.8 3.7-7 2 Scale = 1:20.5 LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL BCLL 10.0 0.0 BCDL 10.0 $1 • CSI. TC 0.25 BC 0.30 WB 0.00 'Matrix -AS 1 8-0-0 23.8 5-10-15 5.11 11 23.8 3.7-7 2 Scale = 1:20.5 LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL BCLL 10.0 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.25 BC 0.30 WB 0.00 'Matrix -AS DEFL. in (loc) 1/deft Ud Vert(LL) 0.05 5-6 >999 240 Vert(CT) -0.14 5-6 >519 180 Horz(CT) 0.04 5 n/a n/a PLATES GRIP MT20 220/195 1 Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 4=140/Mechanical, 2=338/0-3-8, 5=85/Mechanical Max Horz 2=120(LC 14) Max Uplift 4=-49(LC 14), 2=-68(LC 14) Max Grav 4=160(LC 19),2=343(LC 19), D= 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-327/48 BOT CHORD 2-7=-157/255 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-641 to 1-6-0, Interior(1) 1-6-0 to 5-\0-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. �pFESSIO& 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be directly to the top %' Q /� ZHgp applied chord and gypsum ��� �,M sheetrock be applied directly to the bottom chord. = 2 J C 70068 W EXP. 9-30-2018 CIVIL F OF CALF April 9,2017 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. �" Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a buss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTPi1 Quality Criteria, OSS -89 and SCSI Building Component - 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type . Oty Ply Lane residence CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 K3051428 171118 J9 Jack -Open 1 1 ' 10 TCLL 10.. 0 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) 0.04 6 n/a n/a Job Reference (optional) meexs lumber, reading 0 6.010 S Apr 20 2016 MITek Industnes, Inc. Thu Apr O6 16:11:47 2017 Page 1 ID:7NjnkAmOyF 1 kYaNsdj2X?yb 1 B8-3zOUll UBtBeKWgSaDm?BOxwKuOEYodz4vufrW SzTO42 2-3.8 { 6-" 7-11-11 { 1-61 2-3-8 3-8-8 1-11-11 Scale = 1:25.6 2-3$ 3-8-8 0- - 2 1-9-2 Plate Offsets (X.Y)- (2:044.0-0-01 [3:0-3-12.0-3-61 LOADING (psf) TCLL 20.0 SPACING- 2-" CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.05 6-7 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.14 6-7 >492' 180 10 TCLL 10.. 0 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) 0.04 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No. t&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-3-8 except Qt=length) 5=Mechanical, 6=Mechanical. (lb) - Max Harz 2=149(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 4 Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=345(LC 19) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-332/0 BOT CHORD 2-8=-106/261 NOTES' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-10-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (Bat roof snow); Category It; Exp C; Partially Exp.; C11=1.1 3) Unbalanced snow loads have been considered for this design. f 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. e 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4. �yOVESSIO/V Q eF ZHA0 2�, 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. �k� �M 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and % gypsum = 2 sheetrock be applied directly to the bottom chord. J C 70068 . • E -30-2018 ' F CA1-1F���\P April 9,2017 ,& WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mi ek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrica8on, storage, delivery, erection end bracing of trusses and truss systems, see ANSIrrPit Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 S Job Truss Truss Type _ Qty Ply Lane residence _ (Roof Snow=20.0) plate Grip DOL 1.15 - - • r MT20 ) K3051429 171118 AD • . Jack -Open ' 1 1 a F rt , I - , Horz(CT) 0.04 '7 n/a " n/a Job Reference(optional)! � meeks lumber, redding ' .. r° •, 't, • t 1-6-0' 2-3.8 13 �2."> .... 2x4. 1 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:31 2017 Page 1 ID:7NjnkAmOyFI kYaNsdj2X7yb1 B8-XuRRWgl9eGdbbCDVHPjRmZGbOxmu207jDPn7yNzTO41 6-0-0 18-1.8 - 9-11-11 t 3 58. 2-8 1-10-3 - • Scale = 1:31.0 ' - - L '6 ..5. 6.00 12 75 14 t G 2x4 11 , :,1 0- - 2 •3-9-15 , ' LOADING (psf) " TCLL 20.0 SPACING- - 2-0-0 CSI. DEFL. ' in (loc) I/deft Ud PLATES GRIP _ (Roof Snow=20.0) plate Grip DOL 1.15 TC 0.25 Vert(LL), -0.04 7-8 >999 240 MT20 f 220/195 Lumber DOL ..'1.15 BC s 0.31 Vert(CT) ^ -0.14 7,8 >496" 180 BCDLL 1 10.0 0 0 '. Rep Stress Incr YES -WB . 0.00 , Horz(CT) 0.04 '7 n/a " n/a BCDL 10.0 � Code IBC2015rrPI2014 Matrix -AS Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G • TOP CHORD Structural wood sheathing directly applied. , BOT CHORD 2X4 DF No. I&Btr G , BOTCHORD., 'Rigid ceiling directly applied. REACTIONS. All bearings 0-3-8 except (It=length) 6=Mechanical, 7=Mechanical, 5=0-1-8. (lb) - Max Horz 2=179(LC 14)' • "' ' y Max Uplift All uplift 100 lb or less at joints) 6,2; 5,4 ' •, - j Max Grav All reactions 250 Ib or less at joint(s) 6, 7, 5, 4 except 2=344(LC 1) 't FORCES: (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. y ; -TOP CHORD 2-3=-329/0 k• , BOT CHORD 2-9=-81/258 t ' NOTES- i - ' Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. }1) ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 9-10-15 zone; cantilever left and •'�i - . right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Y 2) TCLL: ASCE 7-10; Pf-20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 = A 3) Unbalanced snow loads have been considered for this design. 7' 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs', ' non -concurrent with other live loads. F 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i. A6)' 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 2-0-0 wide - will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber metubers.- 8) Refer to girder(s) for truss to truss connections. :+^ . 9) Refer to girder(s) for truss to truss connections. ± • �. _ ��FEsslo/v 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. Q (� 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 5, 4. ��O �M ZHg0 2C. ' 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 4.' _ ' { 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %,' gypsum U2m sheetrock be applied directly to the bottom chord. C 70068 - T P. 9-30-2018 ' .1 . / F April 9,2017 •, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 10/03120/5 BEFORE USE. Design valid for use only with Mrrek® 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 applicabllity of design parameters and properly incorporate this design Into the overall T building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M (: le'k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN Quality Criteria, DSB-89 and SCSI Building Component - 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. -} - Corona, CA 92880 r Job Truss Truss Type Oty Py Lane Lane residence I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 K3051430 171118 J I I Jack -Open 2 1 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 Reference (optional) meexs lumber, reading 8.010 S Apr 20 2018 MiTek Industries, Inc. Thu Apr 06 16:17:31 2017 Page 1 ID:7NjnkAmOyF 1 kYa[Vsdj2X?yb1 B8-XuRRWgl9eGdbbCDV HPjRmZGa3xnH2O?jDPn?yNzTO41 -t-6-0 6-M 11-11-11 1.6-0 6-0-0- 5-11-11 Scale = 1:35.7 FJ 11 2.5x5 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 7-10 >999 240 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 7-10 . >490 180 10) TCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2, n/a n/a BCLL 0.0 ' Code IBC2015lrP12014 Matrix -AS Weight: 29 Ib FT = 20% BCDL 10 0 LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-3-8 except Qt=length) 6=Mechanical, 7=Mechanical, 4=0-1-8, 5=0-1-8. (lb) - Max Horz 2=208(LC 14) Max Uplift All uplift 100 Ib or less at joints) 6, 2, 4, 5, 3 Max Grav All reactions 250 Ib or less at joint(s) 6, 7, 4, 5, 3 except 2=344(LC 1) FORCES.. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 11-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 4, 5, 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 3. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. Q�OFESSlo/v ZH40 F2c2 C 70068 m>, 9.30- 018 sT �P April 9,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MrrekO 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 guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrPl1 Duality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply. Lane residence LOADING (psf) SPACING- 2-0-0 K3051431 171118 J12 Jack -Open 1 1 1.15 TC 0.31 Vert(LL) -0.04 8-11 >999 240 MT20 220/195 Job Reference o lional meeks lumber, reading 3 P ID:7NjnkAmQyF 1 kYalVsdj2X7yb1 B8-75_pjAInPaISDMohg7EgJmoIpL7W nrFsS3XYUpzT04H 6.0.0 13-11-11 1 6-0 6-0-0 7-11-11 Scale c 1:41.4 7 2.5x5 = REACTIONS. All bearings 0-1-8 except Qt=length) 7=Mechanical, 2=0-3-0, B=Mechanical, 3=0-3-8. (lb) - Max Harz 2=237(LC 14) Max Uplift All uplift 100 Ib or less at joints) 7, 2, 4, 5, 6, 3 r Max Grav All reactions 250 Ib or less at joint(s) 7, 8, 4, 5, 6, 3 except 2=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-250/137 ' NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 13-10-15 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 4, 5, 6, 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 3. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. Qty()FESSIO/V ZHq p e�,c2�n C 70068 9-30- 18 lS P' April 9,2017 © WARNING . Verfy doslgn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7073 rev. 10/03/2015 BEFORE USE Design valid for use only with N.ifek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Clrcie Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 8-11 >999 240 MT20 220/195 _ (Roof Snow=20.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 8-11 ' >490 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 7 n/a n/a ' BCLL 0.0 Code IBC2015/TP12014 Matrix -AS - . Weight: 32 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Bir G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except Qt=length) 7=Mechanical, 2=0-3-0, B=Mechanical, 3=0-3-8. (lb) - Max Harz 2=237(LC 14) Max Uplift All uplift 100 Ib or less at joints) 7, 2, 4, 5, 6, 3 r Max Grav All reactions 250 Ib or less at joint(s) 7, 8, 4, 5, 6, 3 except 2=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-250/137 ' NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 13-10-15 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 4, 5, 6, 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 3. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. Qty()FESSIO/V ZHq p e�,c2�n C 70068 9-30- 18 lS P' April 9,2017 © WARNING . Verfy doslgn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7073 rev. 10/03/2015 BEFORE USE Design valid for use only with N.ifek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Clrcie Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type Oty, PlyL ane residence Well L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL . 1.15 K3051432 171118 - J13 Jack -Open 2 1 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC . 0.23 Vert(CT) -0.15 Job Reference (optional) Meeks lumber, reading A 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:33 2017 Page 1 ID:7NjnkAmOyF 1 kYalVsdj2X7yb 1 B8-UHYBxWJPAuIJrW NuOglvs_LwZITNVIVOhjG61 GzTO4G l -1-0-0 I 6.0-0 t 15-11-11 1.6-0 6-0-0 9-11-11 8 2.5x5 = I Scale = 1:47.1 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. .. DEFL. in (loc) Well L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL . 1.15 TC 0.31 Vert(LL) -0.04 9-12 >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC . 0.23 Vert(CT) -0.15 9-12 >490 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 BC0.0 Code IBC2015/TPI2014 Matrix -AS Weight: 35 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.t&Btr G ' BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except Qt=length) 8=Mechanical, 2=0-3.8, 9=Mechanical, 3=0-3.8. (lb) - Max Horz 2=267(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 8, 4, 5, 6, 7, 3 Max Grav All reactions 250 Ib or less atjoint(s) 8, 9, 4, 5, 6, 7, 3 except 2=344(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-286/160 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and.0-C Exterior(2) -1-6-0 to 1.6-0, Interior(1) 1-6-0 to 15-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 4, 5, 6, 7, 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7, 3. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and %" gypsum sheetrock be applied directly to the bottom chord. ' r Q�OF ESS/Q/v tu=�t�oM ZH40 C 70068 *\ 11\ / J /* April 9,2017 AWARNING - Verfly doslgn parameters and READ NOTES ON THIS AND INCLUDED MfTEK 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 an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and truss systems, see ANSVrioll Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circe Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 n Job Truss Truss Type Qty PlyLane residence TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&BV G BOT CHORD Rigid ceiling directly applied. j REACTIONS. All bearings 0-1-8 except Qt=length) 10=Mechanical, 2=0-3-8, 11 =Mechanical, 3=0-3-8. K3051433 171118 J14 Jack -Open 2 1 ' FORCES. (lb) -'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-322/182, 3-4=-251/127 NOTES- Job Reference (optional) ` meeKS Iumoer, . redoing 6.U1U s Apr ZU ZU16 Mi lek InOustnes, IOC. Thu Apr O6 16:17:33 2017 Pagel I D:7NjnkAmOyF 1 kYalVsdj2X7yb1 B8-UHYBxWJPAutJrW NuOglvs_LwZITM/IVOhjG61 GzTO4G 6-0-0 17-11-11 i 1-6.0 6-0-0 11-11-11 6.00 112 2.5x5 = Scale = 1:52.9 LOADING (psf) TOLL 20.0 10) (Roof Snow=2 BCDL 10.0 BCDBCD L 10 0 0.0 o -u -u SPACING- 2-M Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.31 BC 0.23 WB 0.00 Matrix -AS DEFL. in (loc) I/defl L/d Vert(LL) -0.04 11-14 >999 240 Vert(CT) -0.15 11-14 >490 180 Horz(CT) -0.00 10 n/a n/a PLATES GRIP MT20 220/195 Weight: 38 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&BV G BOT CHORD Rigid ceiling directly applied. j REACTIONS. All bearings 0-1-8 except Qt=length) 10=Mechanical, 2=0-3-8, 11 =Mechanical, 3=0-3-8. (lb) - Max Horz 2=296(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 10, 4, 5, 7, 8, 9, 3 Max Grav All reactions 250 Ib or less at joints) 10, 11, 4, 5, 7, 8, 9, 3 except 2=344(LC 1) FORCES. (lb) -'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-322/182, 3-4=-251/127 NOTES- 1 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.. i • II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 17-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. t 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. j 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 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girders) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 7, 8, 9. 11) Provide mechanical connection (by others) of truss.to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 4,-5, 7, 8, 9, pFESSIOgfq4 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 7, 8, 9, 3. =��o �,M ZHg0 F2c 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'A" gypsum sheetrock be directly to the applied bottom chord. C2m - � C 70068 � �XP�9-30x8,18 • - * April 9,2017 ,& WARNING - Varlly design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERENCE PAGE M11.7473 rev. IOM3/2015 BEFORE USE. ■! Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not - "r a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing w A'Te l.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M V f 1 R . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPN Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Ni Job Truss Truss Type Qty In Lane residence I/deft L/d PLATES GRIP (Roof Snow=2 �Ply K3051434 171118. J15 Jack -Open - 1 1 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 ' Vert(CT) -0.01. Job Reference o tional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:34 2017 Page 1 ID:7NjnkAmQyFI kYalVsdj2X9yb 1 B8-yT6a8sK 1 xB9ASgy4yYG8OBt8d9.sdF119vNO2izTO4F I -1.6-0 1-11.11 3-10-0 1-6-0 1-11-11 I 1-10-5 0 Scale = 1:10.6 1%6 LOADING (psf) TCLL 20.0 SPACING- 2-" CSI. DEFL. In (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 4-7 >999 240 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01. 4-7 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 0.0 BCDL 10.0 Code IBC2015lrP12014 Matrix -MS Weight: 11 Ib ' FT = 20% LUMBER- ` BRACING - TOP CHORD 2X4 OF No.1&Bir G TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=44/1%jechanical, 2=21010-3-8, 4=27/Mechanical Max Horz 2=61 (LC 14) Max Uplift 3=1 (LC 11), 2=-74(LC 14) Max Grav 3=46(LC 5), 2=210(LC 19), 4=56(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-", Interior(1) 1-6-0 to 1-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. QR6FESS10hq( ZHq� F� m C 70068 A *VI ) // /* April 9,2017 ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. ■ Design valid for use only with MrrekO 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 . fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 JobTruss �..F�• ID:7NjnkAmOyF I kYalVsdj2X7yb 1 B8-yT6a8sK 1 xB7ASgy4yYG8OBt8R9rFFIIgvNOfzizTO4F Truss Type . Qty Ply Lane residence ' � • F �;. t _- + • K3051435 171118- J16 Jack -Open - �' 7 i• 1 r ,• 6.00 12" .•1 i '`,'10 ' Job Reference o tional meeks lumber, redding „ 8.010 s Apr 20 2018 MiTek Industries, Inc. Thu Apr 06 16:17:34 2017 Page 1 ! ID:7NjnkAmOyF I kYalVsdj2X7yb 1 B8-yT6a8sK 1 xB7ASgy4yYG8OBt8R9rFFIIgvNOfzizTO4F 3-10-0 Scale = 1:15.3 . ••-+ t~ .. .• t. r ,• 6.00 12" .•1 i '`,'10 ' 2x4 = - s .d . • w - 3-10-0 _ 310-0 Plate Offsets (X.YI- [2:0-4-0.0-041 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. ,� DEFL. in ' (loc) I/deft - Ud ,' , ' PLATES . GRIP " (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) `-0.01 4-7 ._>999 240 e MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT)' -0.02 4-7' >999 180 , BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) t 0.00 2 n/a n/a ; BCDL 10.0 Code IBC2015frP12014 Matrix -MS Weight: 13 Ib , FT = 20% 'LUMBER- 4 BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. - , BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD 'Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=90/Mechanical, 2=259/0-3-8, 4=43/Mechanical _ z . Max Horz 2=89(LC 14) r• .� n - Max Uplift 3=-33(LC 14), 2=-70(LC 14) > _ '� ;+ , y Max Grav 3=98(LC 19); 2=260(LC 19), 4=67(LC 5) ` FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. ' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf, BCDL=4.8psf, h=25ft; B=45ft; L=24ft; eave=oft; Cat. ' 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1.6-0, Interior(1) 1-6-0 to 3-94 zone; cantilever left and right 1 • exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 _. 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 r . , 3) Unbalanced snow loads have been considered for this design. .• S ° 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs t non -concurrent with other live loads.• . ' - ~' 5)'This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • j 1 ' 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 2-0-0 wide will fit between the bottom chord and any other members.Y t } " 7) A plate rating reduction of 20% has been applied for the green lumber members.,• r _ " r • 5 4. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 Ib uplift at joint(s) 3, 2. ~ 1 7311. r ,+�:. '. Q�y0FESS/0,V, �: .•' 2z *"' M �� ,� . +�- r_ C)= C 70068 ti , , z .. « -E -30-2018 - _ _ • April 9,2017 ,& WARNING - Verify design peremotom and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/0312015 BEFORE USE. ' Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �,` a buss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall ' building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek•t 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 ANSIMPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle . Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Corona, CA 92880 ` Job Truss TypeQty CSI. Pty Lane residenceK3051436 I/defl Ud ri.-SISOP., Plate Grip DOL 1.15 TC 0.31 171118 J17 2 1 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.1512-15 >490 Job Reference (optional) meeKs iumoer, reading - 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:35 2017 Page 1 ID:7NjnkAmOyFIkYaR/sdj2X7yb1BB-OggyLBLfiV714gXGWFoNxPOG2Z9C B7J811C58zTO4E 19-11-11 13-11-11 . 6.00 F12 r Scale = 1:58.3 - LOADING (psf) TCLL 20.0 SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 12-15 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.1512-15 >490 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 11 n/a n/a BCDL 10.0 BC0.0 Code IBC2015rrPI2014 Matrix -AS LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 41 Ib FT = 20% TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except Gt=length) 11 =Mechanical, 2=0-3-8, 12=Mechanical, 3=0-3-8. (lb) - Max Horz 2=325(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 11, 4, 5. 6, 8, 9; 10, 3 Max Grav All reactions 250 Ib or less at joints) 11, 12, 4, 5, 6, 8, 9, 10, 3 except 2=344(LC 1) -FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb)'or less except when shown. TOP CHORD 2-0=-358/204, 3-4=-287/149, 45=-252/127 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-8-0 to 1-6-0, Interior(1) 1-6-0 to 19-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. r 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 8, 9, 10. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 4, 5, 6, 8, 9; 10.3. - 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 8, 9, 10, 3. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. i QRpFESSIO&qe ZHgO X22 J Cp 7g 03p06@�8 ';0 April 9,2017 A WARNING.- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MIP7473 M, 10103/2015 BEFORE USE. - ■ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �• a truss system. Before use, the building designer must 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 11 A'Te l.', Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MVl 1 R fabrication, storage• delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute, 218 N. Lee Skeet, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 1 Job Truss Truss Type Qty Pty Lane residence PLATES GRIP (Roof Snow=20.0) plate Grip DOL 1.15 TC 0.31 Vert(LL) 14-17 >999 240 K3051437 171118 � J18 Jack -Open 4 1 - Rep Stress Incr YES WB 0.00 Horz(CT) -0.01, 12 n/a n/a BCLL 0.0 BCDL 10.0 Job Reference o tional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:36 2017 Page 1 ID:7NjnkAmOyF 1 kYalVsdj2X7yb1 B8-usEKZXLITpFuiz6T3zJcTczRoyVRjeFSNhVmdbzTO4D 21-7-0 1-6.0 6-0-0 15-7-0 6.00 12 12 13 Scale = 1:62.7 - 2.5x5 = .. 6.O.0 6-0-0 LOADING (psf) TCLL 20,0 SPACING. 2-" CSI. - DEFL. in (loc) I/deft Ud "-0.04 PLATES GRIP (Roof Snow=20.0) plate Grip DOL 1.15 TC 0.31 Vert(LL) 14-17 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 14-17 >490 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01, 12 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015frPI2014 Matrix -AS Weight: 43 lb FT 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-3-8, 14=Mechanical, 3=0-3-8. (lb) - Max Horz 2=354(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5, 6, 7, 9, 10, 11, 12,3 t Max Grav All reactions 250 lb or less at joint(s) 14, 4, 5, 6, 7, 9, 10, 11, 12, 3 except 2=344(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. t TOP CHORD 2-3=-386/220, 3-4=-315/166, 45=-281/145 { NOTES- I. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 4l ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 21-7-0 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 limes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7, 9, 10, 11, 12. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 6, 7, 9, 10, 11, 12, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7, 9, 10, 11, 12, 3. I/V R()FESSION,9 �Q ZH CF 2C 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum �dCi �.M '1 sheetrock be applied directly to the bottom chord. J C 70068 EXP. 9-30-2018 1 CIVIL F OF CAL_\F April 9,2017 _,& WARNING - VeAly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010=015 BEFORE USE. Design valid for use only with MITelt® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek-� Is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. w Corona, CA 92880 Job Truss Truss Type City „ W Y �a Lane residence 9 �Ply K3051438 171118 - 719 Jack -Open 1 1 6-0-0 6-00 5. 1 LOADING (psf) Job Reference (optional) meeKs mmoer, reoomg 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:37 2017 Page 1 ID:7NjnkAmOyF I kYalVsdj2X7yb1 B8-M2oimlMwE6N IJ7hfdggrOgVcTMqdS5UcbLEJA1 zT04C 6-0-0 7-11-11 1.8-0 6-0-0 1-11-11 Scale = 1:25.6 I$ - 6.00 12 10 „ W Y �a 9 .. 2 2.5x5 — - 6-0-0 6-00 5. 1 LOADING (psf) TCLL 200 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 0))Lumber Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 5-8 >999 240 MT20 220/195 TCLL 10.0 1 DOL 1.15 BC 0.23 Vert(CT) -0.15 5-8 >490 180 BC0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10 0 Code IBC2015/TP12014 Matrix -AS Weight: 23 Ib FT = 20% g LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-3-8 except Qt=length) 4=Mechanical, 5=Mechanical. (lb) - Max Horz 2=149(LC 14) Max Uplift All uplift 100 Ib or less atjoint(s) 4, 2, 3 Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=346(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-0-0 to 7-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 4, 2, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at Joint(s) 3. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. Q�ofESSIO& C 70068 April 9,2017 AWARNING • VerHy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO 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 Safety Information storage, delivery, erection and bracing of te, 21 and truss systems, see ANSOTPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 tineeks lumber, redding r 3 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 05 16:17:38 201 r rage 1 ID:7NjnkAmOyF1 kYa[Vsdj2X7yb 1 B8-gFM4_DNY7QVbxHFrBOL4Z12nimAvBYktq_tTzTO4B -1-6-06-0.0 9-11-11 1�-6-0 I 6-0-0 1 3-11-11 2.5x5 = I$ 4 Scale = 1:30.6 Truss Truss Type Qty Pty Lane residence LOADING (psf) SPACING- 2-" K3051439 118 J20 Jack -Open • 1 1 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Job Reference o tional tineeks lumber, redding r 3 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 05 16:17:38 201 r rage 1 ID:7NjnkAmOyF1 kYa[Vsdj2X7yb 1 B8-gFM4_DNY7QVbxHFrBOL4Z12nimAvBYktq_tTzTO4B -1-6-06-0.0 9-11-11 1�-6-0 I 6-0-0 1 3-11-11 2.5x5 = I$ 4 Scale = 1:30.6 LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied: BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-3-8 except Qt=length) 5=Mechanical, 6=Mechanical, 4=0-1-8. (lb) - Max Horz 2=179(LC 14) Max Uplift All uplift 100 Ib or less at joints) 5, 2, 4, 3 Max Grav All reactions 250 Ib or less at joints) 5, 6, 4, 3 except 2=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, interior(1) 1-0-0 to 9-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4, 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 13) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. Q�pFESSIONq4 C-) ZHg0 C 70068 *\ F -`1 1. ; 2018 l* April 9,2017 ® WARNING - Verify doslgn peremeters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/0312015 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 busses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle . Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 s-0-0 6-0-0 I LOADING (psf) SPACING- 2-" CSI. DEFL: in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 6-9 >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 6-9 >490 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 t 2 We n/a Rrnl 10 0 Code IBC2015rrP12014 Matrix -AS Weight: 26 lb FT = 20% LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied: BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-3-8 except Qt=length) 5=Mechanical, 6=Mechanical, 4=0-1-8. (lb) - Max Horz 2=179(LC 14) Max Uplift All uplift 100 Ib or less at joints) 5, 2, 4, 3 Max Grav All reactions 250 Ib or less at joints) 5, 6, 4, 3 except 2=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, interior(1) 1-0-0 to 9-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4, 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 13) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. Q�pFESSIONq4 C-) ZHg0 C 70068 *\ F -`1 1. ; 2018 l* April 9,2017 ® WARNING - Verify doslgn peremeters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/0312015 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 busses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle . Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss ss Type Truss Type Oty Ply Lane residence Plate Grip DOL 1.15 TC 0.31 Vert(LL) " -0.04 8-11 >999 240 MT20 220/195 BCDL 10.0 K3051440 171118 J21 7 1 WB 0.00 ' _ _ _ T •� _^ Matrix -AS Job Reference (optional) meexs IUMDer, reomng 6.U1U s Apr LU ZU1ti MI I eK Industries, Inc. I t1U Apr U6 111:1/:36 1U1 y Page 1 ID:7NjnkAmOyFIkYaNsdj2X7yb1B8-gFM4 DNY7OVbxHFrBOL4Z12nlmAvBYklq_tiTzTO4B 6-" 13-11-11 l 1.6-0 6-0-0 7-11-11 Scale = 1:41.4 7 2.5x5 = LOADING (psf) TCLL 20.0 SPACING- 2-" CSL DEFL. in (loc) I/deb Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) " -0.04 8-11 >999 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 8-11 >490 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code IBC2015frPI2014 Matrix -AS Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except Qt=length) 7=Mechanical, 2=0-3-8, 8=Mechanical, 3=0-3-8. (lb) - Max Horz 2=237(LC 14) Max Uplift All uplift 100 Ib or less at joints) 7, 2, 4, 5, 6, 3 Max Grav All reactions 250 Ib or less atjoint(s) 7, 8, 4, 5, 6, 3 except 2=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-250/137 NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf-, BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 13-10-15 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 4, 5, 6, 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 3. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/:" gypsum sheetrock be applied directly to the bottom chord. QR&ESS10 ZHgo ��2m C 70068 *\ r J %l /* April 9,2017 A WARNING - VeA/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MrroW 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 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component - 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 I Job Truss Truss Type City Lane residence TCLL 20.0 �Ply K3051441 171118. J22 Jack -Closed '�;"�{'"-1C. ` ,1 1 r `�., fR i (Roof Snow=2 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 Job Reference (optional) meeks lumber, redding 1 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:39 2017 Page 1 ID:7NjnkAmOyFIkYalVsdj2X7yb1BB-IRwTBZOAmkdSZRg115sJ5FbyzAW5w7 u3ejOEvzT04A 6-0.0 7-11.11 i 1-6-0 6-0-0 Scale = 1:25.6 A r I$ LOADING (psf) TCLL 20.0 SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 5-8 >999 240 MT20 220/195 BCDL 10) 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 5-8 >490 180 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 0.0 BCDL 10.0 Code IBC2015rrP12014 Matrix -AS Weight: 23 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-3-8 except (jt=length) 4=Mechanical, 5=Mechanical. (Ib) - Max Horz 2=149(LC 14) Max Uplift All uplift 100 Ib or less at joints) 4, 2, 3 Max Grav All reactions 250 Ib or less at joints) 4, 5, 3 except 2=346(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category It: Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrbck be applied directly to the bottom chord. Q,�,()FESSIQ/V c ZH,q Fy C 70068 E, -31)- 1 April 9,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 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/TP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss TypeQty Pty Lane residence TCLL 20.0 SPACING- 2-" K3051442 171118 J23 Jack -Closed 1 1 PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 Job Reference (optional) meeKs lumoer, reading 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:39 2017 Page 1 ID:7NjnkAmOyFlkYalVsdj2X1yb1B8-IRwTBZOAmkdSZRg1I5sJ5Fby2AW8w7 u3ejOEvzTO4A -1-6-0 16-0-0 I 9-11-11 t 6-0 6-0-0 3-11-11 0 2.5x5 = I I Scale c 1:30.6 LOADING (psf) TCLL 20.0 SPACING- 2-" CSI. DEFL. in (loc) I/deb L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 6-9 >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 6-9 >490 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IBC2015rrPI2014 Matrix -AS Weight: 26 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-3-8 except (jt=length) 5=Mechanical, 6=Mechanical, 4=0-1-8. (lb) - Max Horz 2=179(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 4, 3 ' Max Gram All reactions 250 Ib or less at joint(s) 5, 6, 4, 3 except 2=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust).Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 9-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-1) tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 4.3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 13) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. e Q�pFESSIO/yq( ZHgO �2c2m C 70068 A April 9,2017 Q WARNING - Verffy design paramotem end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 rev. 10/03,2015 BEFORE USE, Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �e a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, OSB -89 and SCSI Building Component - 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312• Alexandria, VA 22314. Corona, CA 92880 t Job Truss Truss Type Qty Pty Lane residence TCLL 20 SPACING- K3051443 171118 J24 Jack -Closed 1 1 L/d (Roof Snow=2 0) ) Plate Grip DOL 1.15 TC 0.31 Vert(LL) Job Reference (optional)r meaxs iumuar, reaming 6.U1 U S Apr ZU ZU76 MI t eK Industne9, mc. ThU Apr 06 16:17:40 2017 Pagel ID:7NjnkAmQyF1 kYa[Vsdj2X7yb 1 B8-mdTrPvOoXl UAbPEloNYeS76nZsNfSE211TzmMzTO49 .6-U i 11-11-11 i 1$-0 6-0-0 5-11-11 a 2.5x5 = LOADING (psf) I$ I 2.5x5 = LOADING (psf) I$ TCLL 20 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d (Roof Snow=2 0) ) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 7-10 >999 240 1 TCLL 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 7-10 >490 180 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 We n/a BCLL 0.0 BCDL 10.0 Code IBC2015frPI2014 Mattix-AS LUMBER- BRACING - t Scale = 1:35.7 I$ PLATES GRIP MT20 220/195 Weight: 29 Ib FT = 20% TOP CHORD 2X4 DF No.1&BtTG TOP CHORD" Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-3-8 except (jt=length) 6=Mechanical, 7=Mechanical, 4=0-1-8, 5=0-1-8. (lb) - Max Horz 2=208(LC 14) Max Uplift All uplift 100 Ib or less at joints) 6, 2, 4, 5, 3 Max Grav All reactions 250 Ib or less at joint(s) 6, 7, 4, 5, 3 except 2=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph;.TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 11-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at Joint(s) 4, 5. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 4, 5, 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 3. 13) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the lop chord and % gypsum sheetrock be applied directly to the bottom chord. QROF ESSIO/yq� ZHgO FZc2m C 70068 April 9,2017 A WARNING - VeNly design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE UX7473 raw. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall _ building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of lasses and truss systems, see ANSVTPl1 Quality Criteria, DSBA9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 It Job Truss Truss Type Qty PLATES GRIP MT20 220/195 Weight: 32 Ib FT = 20% Lane residence TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. �Ply K3051444 171118 J25 Jack-Closed 1 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-250/137 NOTES - Job Reference(ootionall meeKs iumoer, reading 1 6-M 8'010a Apr 20 2016 MiTek Industries, Inc. Thu Apr Ob 16:17:41 2017 Page 1 ID:7NjnkAmQyF1 kYalVsdj2X?ybl 88-Fq 1 DcFPQILuAoI OsWunAggHXzCcOvUBWyCXJozTO48 13-11-11 7-11-11 ' 7 2.5x5 = Scale = 1:41.4 LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCLL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.31 BC 0.23 WB 0.00' Matrix -AS DEFL. in (loc) I/deft L/d Vert(LL) -0.04 8-11 >999 240 Vert(CT) -0.15 8-11 >490 180 Horz(CT) -0.00 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except (jt=length) 7=Mechanical, 2=0-3-8, 8=Mechanical, 3=0-3-8. (lb) - Max Horz 2=237(LC 14) Max Uplift All uplift 100 Ib or less at joints) 7, 2, 4, 5, 6, 3 ` Max Grav All reactions 250 Ib or less at joint(s) 7, 8, 4, 5, 6, 3 except 2=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-250/137 NOTES - 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 13-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 4, 5, 6, 3. ()FESSIO A 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 3. 13) This Q CF ZHAO truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and % gypsum �M 4" sheetrock be applied directly to the bottom chord. =��� C 70068 April 9,2017 A WARNING - Verlry design Parameters and READ NOTES ON THIS AND INCLUDED N/TEK REFERENCE PAGE Nil -7473 rov. 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 �e a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 lasses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Lane residence (loc) I/defl L/d ]Ply plate Grip DOL K3051445 171118 J26 Jack -Closed 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) Job Reference (optional) meexs wmuer, reucmg - 6.U1 U S Apr 20 "2016 mi I ek Industnes, Inc. 1 hu Apr UB 15:17:41 2017 Page 1 ID:7NjnkAmQyFIkYalVsdj2X7yb1BB-Fg1DcFPQILuAoI QsWunAggHXzCcOvUBWyCXJozTO48 -1�r0 6-0-0 15-11-11 1 6-0 6.0-0 I 9-11-11 • Scale = 1:47.1 2.5x5 = 6.0-0 r LOADING (psf) TCLL 20.0 SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d (Roof Snow=20.0) plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 9-12 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 9-12 >490 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 8 n/a n/a BCLL 0.0 BCDL 10.0 Code ISC2015/TP12014 Matrix -AS LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 35 Ib FT = 20% TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Btr G (, BOT CHORD Rigid ceiling directly applied. REACTIONS. • All bearings 0-1-8 except Gt=length) 8=Mechanical, 2=0-3-8, 9=Mechanical, 3=0-3-8. (lb) - Max Horz 2=267(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 8, 4, 5, 6, 7, 3 Max Grav All reactions 250 Ib or less at joints) 8, 9, 4, 5, 6, 7, 3 except 2=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD' 2-3=-286/160 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.80sf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 15-10-15 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 8, 4, 5, 6, 7, 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7, 3. 13) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. QRpFESSIO/v 5�� �,M ZH40 2 770068 * (P.9-312018IS April 9,2017 AWARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ■■ Design valid for use only with MrrekO 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 Mirek- Is ahvays 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 buss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply lane residence PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 11-14 >999 240 ( K3051446 171118 J27 Jack -Closed 1 1 1 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 10 n/a n/a BCDL 10.0 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:42 2017 Page 1 ID:7NjnkAmOyF1 kYalVsdj2X7yb1 B8-jObbpbQ23f01 QuZcQDQOjIDSHNYr7MkLlcy4rEZT047 6.0-0 17-11-11 i 1-fr0 6.0-0 11-11-11 i 6.00 2.5x5 = Scale = 1:52.9 6 -o -n LOADING (psf) TCLL 20.0 SPACING- 2-" CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 11-14 >999 240 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.1511-14 >490 180 BC0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 10 n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix -AS Weight: 38 lb FT 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except Qt=length) 10=Mechanical, 2=0-3-8, 11=Mechanical, 3=0-3-8. (lb) - Max Horz 2=296(LC 14) Max Uplift All uplift 100 Ib or less at joints) 10, 4, 5, 7, 8, 9, 3 Max Grav All reactions 250 Ib or less atjoint(s) 10, 11, 4, 5, 7, 8; 9, 3 except 2=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-322/182, 3-4=-251/127 NOTES - 1) Wind: ASCE 7-10; VuK=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 17-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 7, 8, 9. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 4, 5, 7, 8, 9, 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 7, 8, 9, 3. Q�ofESSIp/V ��� y,M ZHA p F2�, 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum atm sheetrock be applied directly to the bottom chord. U= C 70068 ;0 EXP. 9-30-2018 April 9,2017 ,& WARNING - Vorlly desf9n parameters end READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11.7473 rev. 1010312015 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 �e a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M ITBk• 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 ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 s Job Truss Truss Type Ory Pty Lane residence ' TC 0.31 Vert(LL) -0.04 12-15 >999 240 MT20 220/195 TCDL 100 K3051447 171118 J28 Jack -Closed 1 1 WB 0.00 Horz(CT) -0.01 11 n/a n/a BCLL 0.0 BCD 00 Code IBC2015rTP12014 Matrix -AS Job Reference o tional meeKs tumoer, reading 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:43 2017 Page 1 ID:7NjnkAmOyF I kYalVsdj2X?ybl BB-BC9zlwRhgy8u 128p_xxFG51d 1 nl4sp_U_GheNhzTO46 -1-6-0 6-0-0 I 19-11-11 I 1.6-0 611 13-11-11 6.00 12 1 1 2.5x5 = Scale = 1:58.3 I$ cog LOADING (psf) TCLL 20 SPACING- 2-" CSI. DEFL. in (loc) I/deft Ud, PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 12-15 >999 240 MT20 220/195 TCDL 100 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.15 12-15 >490 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 11 n/a n/a BCLL 0.0 BCD 00 Code IBC2015rTP12014 Matrix -AS Weight: 41 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except (jt=length) 11 =Mechanical, 2=0-3-8, 12=Mechanical, 3=0-3-8. (lb) - Max Horz 2=325(LC 14) Max Uplift All uplift 100 lb or less atjoint(s) 11, 4, 5, 6, 8, 9, 10, 3 Max Grav All reactions 250 Ib or less at joint(s) 11, 12, 4, 5, 6, 8, 9, 10, 3 except 2=344(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-358/204, 3.4=-287/149, 45=-252/127 NOTES - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 19-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. + 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4,'5, 6, 8, 9, 10. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 11, 4, 5, 6, 8, 9, 10, 3. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 8, 9, 10, 3. 13) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. ( t I I Q�of ESSIO/V ZHgO X22 C 70068 EXP. 9-30-2018 `S1T9T CIVIC F OF CALF April 9,2017 AWARNING - Verily design paramotont and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 ray. 1OM=015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall T building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A A Ile'l.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty PLATES GRIP Lane residence plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 4-7 >999 240 MT20 220/195 K3051448 171118 JC1 Diagonal Hip Girder 1 �Ply� 1 WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix -MS Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:47 2017 Page 1 ID:7NjnkAmOyF1 kYalVsdj2X?yb 1 B8-3zOUtIUBtBeKWgSaDm?BQxwJROGLodz4vufrWSzTO42 -2-1-7 2-9-3 l 54-5 2-1-7 - 2-9-3 2-7-2 apeuar 0 Scale = 1:15.7 LOADING (psf) SPACING- 2-" CSI. DEFL. - in (loc) I/deb Lid PLATES GRIP TOLL 20.0 (Roof Snow=20.0) plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 4-7 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.01 4-7 >999 180 TCDL 10.0 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix -MS Weight: 15 Ib , FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF N0.1&Bir G / TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=75/Mechanical, 2=312/04-9,4=27/Mechanical Max Horz 2=92(LC 10) Max Uplift 3=-40(LC 10), 2=-131(LC 10), 4=-7(LC 14) Max Grav 3=91 (LC 18), 2=312(LC 1), 4=116(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24h; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.8 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=1b) 2=131. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 Ib down at 2-8-7, and 19 Ib down and 12 Ib up at 2-8-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: 1-3=-00, 4-5=20' Concentrated Loads (lb) Vert: 4=-14(F=O, B=14) 8=114(F=57, B=57) - Q�pFESSlO�yq� ��M ZHgO �Z2m C 70068 /;0 April 9,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE M11-7473 rev. 101031201 S BEFORE USE. ass- �-° Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, nbt a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria; DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty PlyFJ residence TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2X4 DF No.1&Btr G . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS. All bearings 0-2-2 exceptGt=length) 2=0-4-9, 14=Mechanical, 4=04-5. K3051449 171118 JC2 Diagonal Hip Girder 1 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-020/30, 34=265/24 eference (optional) meeks lumber, redding 2-1-7 ' 2-9-3 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:48 2017 Page 1 ID:7NjnkAmOyF 1 kYa[Vsdj2X7yb1 B8-XAys4eVpeVmB8pOmmU WQy8TUBodCX4DD7YP02uzT041 30-5-9 27-8-5 NAILED Scale = 1:64.9 NAZI Fn 12 13 LOADING (psf) TCLL 20 (Roof Snow=20.0) TCLL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 CSL TC 0.28 BC 0.10 WB 0.00 Matrix -MS DEFL. — it (loc) I/defl Ud Vert(LL) 0.01 14-17 >999 240 Vert(CT) -0.01 14-17 >999 180 Horz(CT) -0.01 '12 n/a n/a PLATES GRIP MT20 220/195 9 Wei ht: 51 Ib l FT=20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2X4 DF No.1&Btr G . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS. All bearings 0-2-2 exceptGt=length) 2=0-4-9, 14=Mechanical, 4=04-5. (lb) - Max Horz 2=357(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 14, 3, 4, 5, 7, 8', 9, 10, 11, 12 Max Grav All reactions 250 Ib or less at joint(s) 6, 14, 3, 4, 5, 7, 8, 9, 11, 12 except 2=330(LC 1), 10=279(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-020/30, 34=265/24 NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 / 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.8 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6, 3, 5, 7, 8, 9, 10, 11, 12. . 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 14, 3, 4, 5, 7, 8, 9, 10, 11, 12. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 3„4, 5, 7, 8, 9, 10, 11, 12. Q�,,pFESS10A1 �M ZH,10 F2C 12) "NAILED” indicates 3-1 Old (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) In the LOAD CASE(S) ��O _ section, loads applied to the face of the truss are noted as front (F) or back (B). U2Tm11 C 70068ard LOAD CASE(S) Stand. J p 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase=1.15 / EXP, 9-30-2018 Uniform Loads (plf) Vert: 1-13=-60, 14-15=-20 Concentrated Loads (Ib) CIVIL Vert: 6=-0(B) 13=-50(F) 3=9(F) 4=-29(B) 7=-3(B) 8=-6(B) 9=-8(B) 10=-11(B) 11=-13(B) 18=57(B) F OF CAIIIF�� April 9,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ■■" building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ! Mirek- 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 Wss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Infornation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty Pty Lane residence 1 Plate Grip DOL 1.15 TC 0.38 Vert(LL) 0.01 13-16 >999 240 MT20 220/195 K3051450 17,1118 JC3 Diagonal Hip Girder 2 1 WB 0.00 Horz(CT) -0.01 11 n/a n/a BCDL 10.0 Code IBC2015frP12014 Matrix -MS Job Reference (optional) meeks lumber. 1 redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:49 2017 Page 1 I D:7NjnkAmOyF 1 kYa[Vsdj2X7ybl B8 -OM W FH_VRPou2lzbyKB2fVM7eOCz5GXTNMC8ybKzTO40 -2-1-72-9-3 30-5-9 2.1., -12 -7T2 9.39.3 I 27-8-5 i Scale = 1:64.9 Nat Fn 12 1. Special 2.5x5 = Special LOADING (psf) TCLL 20 SPACING- 2-" CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 0) ) Plate Grip DOL 1.15 TC 0.38 Vert(LL) 0.01 13-16 >999 240 MT20 220/195 Lumber DOL 1,15 BC 0.12 Vert(CT) -0,01 13-16 >999 180 BCDL 10.0 1 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.01 11 n/a n/a BCDL 10.0 Code IBC2015frP12014 Matrix -MS Weight: 51 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-2-2 except Qt=length) 2=0-0-9, 13=Mechanical, 4=0-4-5. (lb) - Max Ho¢ 2=365(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 3, 4, 5, 7, 8, 9, 10 except 11=-157(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 6, 13, 3, 4, 5, 7, 8, 9, 10 except 2=314(LC 15), 11=439(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-343/28, 3-4=-273/23 NOTES - 1) Wind: ASCE 7-10; VuIt= 11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60_ plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Ekp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.8 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 6, 3, 5, 7, 8, 9, 10, 11. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 3, 4, 5, 7, 8, 9, 10 except (jt=1b) 11=157. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 3, 4, 5, 7, 8, 9, 10, 11. 12) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 Ib down at 2-8-7, and 19 Ib down and 12 Ib up at 2-8-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-12=-60; 13-14=-20 Q�pFESSIpNg1 ZH,10 X22 C 70068 ADHI 9.2017 AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 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 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 ANSVTPII Quality Criteria, DSBJ19 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t meeks lumber, redding ° 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:49 2017 Page 2 ID:7NjnkAmOyFIkYarVsdj2X7yb1B8-OMWFH VRPou2lzbyKB2fVM7eOCz5GXTNMC8ybKzTO40 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-0(B) 13-15(F=-15, B=0) 3=-9(F) 4=-29(8) 7=-3(B) 8=-6(B) 9=-8(B) 10=11(B) 11=-13(B) 17=113(F=56, B=57) ® I • t •, r j Job Truss Truss Type Qty Pty Lane residence K3051450 171118 JC3 Diagonal Hip Girder 2 1 Job Reference optional) WARNING - Verfy design paraersmetand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not e truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bredng Indicated is to prevent buckling of Individual truss web end/or chord members only. Additional temporary and permanent bracing M iTek- Is at ays 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 ANSVTPN Quality Criteria, DSS -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314., Corona, CA 92880 4 Job Truss Truss Type Qty PlyLane residence LOADING (psf) ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 K3051451 171718 R1 "-. Rafter 8 1 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 1 >999 240 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:50 2017 Page 1 ID:7NjnkAmOyFIkYalVsdj2X7yb1B8-UY4dVKW4A6OuN7A9uvZu2ZYulbJE7 iwbsuV7nzT047 1-5-11 1-5-11 1 1 Scale = 1:8.1 Max Uplift 1=-9(LC 14), 2=-20(LC 14) 1-5-11 NOTES - 1.5-11 LOADING (psf) ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 TCLL 20.0 SPACING- 2-M CSL DEFL. in (loc) I/def Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 1 >999 240 10) 0.0 TCDL Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 1 >999 180 990ESSIO e ZHgO �22m 1 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a 13CLLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix -MS * Weight: 2 Ib FT = 20% LUMBER- OF CA1.\F BRACING - April 9,2017 TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 1-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=43/Mechanical, 2=43/Mechanical Max Horz 1=21(LC 14) Max Uplift 1=-9(LC 14), 2=-20(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuf=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (fat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 2-0-0wide 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) 1, 2. 990ESSIO e ZHgO �22m r C 70068 EXP. 9-30-20181 * OF CA1.\F April 9,2017 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE UX7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 pannanenl bracing '1�e1 - Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS9TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty in (loc) I/dell Ud Lane residence (Roof Snow=2 Plate Grip DOL 1.15 TC 0.19 Vert(LL) �Ply K3051452 171118 R2 Comer Rafter 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 5 n/a n/a Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:50 2017 Page 1 ID:7NjnkAmQyFlkYalVsdj2X7yb1B8-UY4dVKW4A60uN7A9uvZu2ZYs7bJE7 iwbsuV7nzTO47 9-9-12 9-9-12 Scale = 1:18.6 11 LOADING (psf). TCLL 20.0 SPACING- 2-M CSI. DEFL. in (loc) I/dell Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.01 3-4 >990 240 10) TCLL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix -MS Weight: 14 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-2-2 except Ot=length) 5=Mechanical (lb) - Max Horz 2=112(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 5, 3, 4 except 2=-100(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 5, 2, 3, 4 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 2-0-0 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 at joint(s) 2, 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 5, 3, 4 except (jt=lb) 2=100. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4. 10) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1S=-00 Concentrated Loads (lb) Vert: 3= -10(F)4= -17(F) rQ�pFESSIpHq� kI=��O �M ZHAo �2c2� C 70068 A *\ ES9-3/0,12018 J* April 9,2017 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE U11-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIITPII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty in Lane residence Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 ! K3051453 171118 R3 Rafter 1 [ly 1 (Roof Snow=2 0) Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:51 2017 Page 1 ID:7NjnkAmOyF1 kYalVsdj2X?ybl BB-yle?igXixQ81?HILSc47an51 k?rTkRyfp Wd3fDzTO4_ 7.12 15-7-0 Scale = 1:37.3 1$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 7-8 >999 240 (Roof Snow=2 0) Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 7-8 >999 180 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 9 n/a n/a BCLL 0.0 Code IBC2015rr 2014 Matrix -AS Weight: 25 Ib FT = 20% BCDL 10.0 LUMBER'- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except Qt=length) 2=0-3-1. (lb) - Max Horz 2=255(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 3, 4, 5, 6, 7, 8 except 9=-123(LC 14) Max Grav All reactions 250 Ib or less at joint(s) 2, 3, 4, 5, 6, 7, 8 except 9=275(LC 18) , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-275/119 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 2-8-8, Interior(1) 2.8-8 to 16-2-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3$-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6, 7, 8, 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4, 5, 6, 7, 8 except Qt=lb) 9=123. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5, 6, 7, 8, 9. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and.''/x" gypsum sheetrock be applied directly to the bottom chord. r• Q�pFESSIO/V ZHgO Ftic2� C 70068 EXP. 9-30-2018 ILI April 9,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101031201S BEFORE USE. Design valid for use only with MITekO 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 bredng of trusses and truss systems, a" ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Lane residence I/dell L/d PLATES GRIP (Roof Snow=20.0) plate Grip DOL 1.15 K3051454 171118 R4 Rafter 1 1 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 Job Reference (optional) Meeks lumber, .- redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:51 2017 Page 1 ID:7NjnkAmQyF l kYa[Vsdj2X?ybl B8-yle?igXixQ81?HILSc47an51 o?frkRyfpW d3fDzTO4_ 14-2-12 , \, 13-7-0 , I$ Scale = 1:32.9 LOADING (psf) TCLL 20.0 SPACING- 2-" CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=20.0) plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 6-7 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 6-7 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 8 n/a' n/a BCDL 0.0 ' ' 'BCDL 100 Code IBC2015rrP12014 Matrix -AS Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8. (lb) - Max Horz 2=225(LC 14) Max Uplift All uplift 100 Ib or less atjoint(s) 3, 4, 5, 6, 7 except 8=-123(LC 14) Max Giav All reactions 250 Ib or less at joint(s) 2, 3, 4, 5, 6, 7 except 8=266(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 13=45ft; L=24ft; eave=4ft; Cat. - 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 2-8.8, Interior(1) 24j-8 to 14-2-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (Oat roof snow); Category 11; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) • This truss has been designed for a jive load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5, 6, 7, 8. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4, 5, 6, 7 except (jt=lb) 8=123. r 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5, 6, 7, 8. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Q�pFESS10&44 ZH40 r _ C 70068 .9-3 8 Sa ,P April 9,2017 AWARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 1010312015 BEFORE USE. Design valid for use only with Mrrek® 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 wliapse with possible personal Injury and property damage. For general guldanw regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty in Lane residence Well ' PLATES GRIP TCLL 20.0 �PjlyI K3051455 171118 R5 Rafter 1 1 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 Job Reference (optional) meek8 lumber, rodding B.UIU S Apr ZU Zu16 MI I ek industries, Inc. I nu Apr Ub Ib:1(:bZ ZUI I Vage 1 ID:7NjnkAmOyF1 kYalVsdj2X?ybl BB-OxCNw?YKijGccRKX?KbM7_d EnP?iTuCp2ANcBfzTO3z 0.7-12 10-5-15 0.7-12 9 -10.3 - Scale = 1:24.9 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 5-6 >999 240 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 5-6 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 7 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -AS Weight: 16 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except (jt=length) 7=Mechanical (lb) - Max Horz 2=158(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 7, 3, 4, 5, 6 Max Grav All reactions 250 Ib or less at joints) 7, 2, 3, 4, 5,, 6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 2-8-8, Interior(1) 2.8-8 to 10-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (Oat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 2-0-0 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 atjoint(s) 2, 3, 4, 5, 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3, 4, 5, 6. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5, 6. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. Q�pFESS10/yq� ZHgo �•yc2m C 70068 0 April 9,2017 ® WARNING = Veiny, design Parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERENCE PAGE M11.7473 rev, 1010311015 BEFORE USE. ° Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an individual building component, notNil 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 M iTek' Is ahvays 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 J Truss Type : • Qty` Ply Lane residence I i ,r ( K3051456 171118'.ti y _ ' R6 Rafter 1 a Job Reference (optional) . - meeKs lumber, redoing i• :LOADING (psf) TCLL '' 20.0 - - - . 8.010 s Apr 20 2015 MiTek Industries, Inc. Thu Apr 06 16:17:53 2017 Page 1 • , (Roof Snow=20.0) ID:7NjnkAmOyFlkYalVsdj2X7yb1B8-u7ml7LZyTlOTEbvkZl6bfCAPhpLxCLSyHg69j6zTO3y t• { e y.' y i 0-7-12 6.5.15 + •. •• . - • f.' I 0.7-12 , ' I 5-10-3 .• Rep Stress Incr YES .. Horz(CT) -0.00 ^ 5 n/a ^_ n/a . BCOL : -100 y Code IBC2015/TPI2014 Scale = 1:18.9 Weight: 10 lb ' FT = 20% ~ { • - t 6.00 F12, 4 T 5,• .. ° 3 1 J�+r `�_ •�1� •� i 1 , • y hr'f• ftp. 't� � ,k .• f .t � -. ' - �• I ` - 2-&B - 4-8-8 - r , I 6-515 � 1 2-8-8 2-0.0 1-9-7 - :LOADING (psf) TCLL '' 20.0 SPACING- 2-M CSL DEFL-., w .' ` in ' (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL " 1.15 TC..0.04 Vert(LL) -0.00 3-4 >999 240 - y TCDL 10.0 Lumber DOL' 1.15 BC 0.00 Vert(CT) ` -0.00 -3-4 ., >999 180 * BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 ^ 5 n/a ^_ n/a . BCOL : -100 y Code IBC2015/TPI2014 Matrix -AS Weight: 10 lb ' FT = 20% LUMBER- - BRACING• TOP CHORD' 2X4 OF No. 7&Btr G ; TOP CHORD Structural wood 'Sheathing directly applied. ' • ,l BOT.CHORD - „Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except at=length) 5=Mechanical. _ (lb) - Max Horz 2=100(LC 14) a Max Uplift All uplift 100 Ib or less at joints) 5,-2,3,4 Max Grav All reactions 250 Ib or less at joint(s) 5, 2, 3, 4 ,• ' r FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. r r It: Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 2-8-8, Interior(1) 248-8 to 6-5-3 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 'x . -grip DOL=1.60 ' - ' V • 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 , • M1� - 3) Unbalanced snow loads have been considered for this design. '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 2-M 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.',y 7) Provide mechanical connection (by others) of truss to bearing plate at joints) 2,• 3, 4..' 81 Provide mechanical connection (b others) of truss to bearin late ca able of withstandin 100 Ib u lift at'oint(s) 5 2 3 4 Y 9P P 9 P 1 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %i gypsum sheetrock be applied directly to the bottom chord. r r ! t r RpFESS/044 �3 * ' t*• Q M ZH40 F2c/ XP. 9-3 8 R = ? • April 9,2017 AWARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not . - �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall . • ■��■`_ building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing' MiTek " is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - , + fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPii Quality Criteria, DSB-89 and BCSI Building Component - 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job - Truss Truss Type Oty Ply Lane residence ' I/deb L/d PLATES • GRIP (Roof Snow=2 Plate Grip DOL 1.15 K3051457 171118 T9 Roof Special Girder 2 1 MT20 220/195 BCDL 10) 10.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.02 Job Reference (optional) I MOORS IUMDer, reading 1 8.010 s ID:7NjnkAmOyF 1 kYalVs< 3-0-12 3- 3-0-12 A• 20 2015 MiTek Industries, Inc. Thu Apr 06 16:17:54 2017 Page 1 'ybl B8-MKK8LhZeELWKskUw7ldgCPiYCDgBxny6W UsjFYzTO3x 2-0-5 Scale = 1:17.5 NAILED 4x6 \\ LOADING (psf) TCLL 20.0 SPACING- 2-" CSI. DEFL, in (loc) I/deb L/d PLATES • GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.01 6-9 >999 240 MT20 220/195 BCDL 10) 10.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.02 6-9 >999 180 1 9) Refer to girder(s) for truss to truss connections. Rep Stress Incr NO WB 0.05 Horz(CT) 0.00 5 n/a n/a U2i� BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix -MS P. 9-30.2018 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 * 1t Uniform Loads (plf) S �P Weight: 27 Ib FT = 20% LUMBER- v 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.1&Btr G except end verticals. WEBS 2X4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=373/0-3-8,5=293/Mechanical 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Max Horz 2=73(LC 9) 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 Max Uplift 2=-95(LC 10), 5=-52(LC 7) plate grip DOL=1.60 Max Grav 2=539(LC 24), 5=319(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-001/46 BOT CHORD 2-6=-50/299, 5-6=-57/288 WEBS 3-5=-370/45 NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. ` 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 11) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST Detail. R()FESS/Q/V 9 ZHAp -TOENAIL 12) Hanger(s) device(s) ��t,� �,M or other connection shall be provided sufficient to support concentrated load(s) 88 Ib down and 122 Ib up at 3-8-8 top The design/selection = on chord. of such connection device(s) is the responsibility of others. U2i� 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). C 70068 �0 LOAD CASE(S) Standard P. 9-30.2018 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 * 1t Uniform Loads (plf) S �P Vert: 1-0=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 3=-30 10=-43(F) 12=-9(F) 13=-26(F) April 9,2017 ,& WARNING -Verify design paramoters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rov. 10103/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSUTPII Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 Job Truss Truss Type Qty Ply Lane residence PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.18 K3051458 171118 T18: Roof Special Girder 'I 1 BC 0.32 Vert(CT) -0.03 9 >999 180 ' Rep Stress Incr Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:54 2017 ID:7NjnkAmOyF1 kYaNsdj2X7ybl B8-MKK8LhZaELW KskUw7ldgCPiYCDdBxnv6WUsjF' 2-3.8 1-34 0.4-15 2-05 4x6 \\ Scale: 3/4-=1' LOADING (psf) TCLL 20.0 SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.01 8 >999 240 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.03 9 >999 180 ' Rep Stress Incr NO WB 0.05 Horz(CT) 0.02 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix -MS Weight: 28 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.1&Btr G except end verticals. WEBS - 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=362/0-3-8,6=269/Mechanical Max Horz 2=62(LC 7) Max Uplift 2=-89(LC 10), 6=43(LC 7) Max Grav 2=526(LC 24), 6=314(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=422/18, 34=469/36 BOT CHORD 2-9=-32/323, 7-8=-81/809, 6-7=51/398 WEBS 3-7=402/34, 4-6=-444/48 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 2, 6. 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 Ib down and 122 Ib up at 3-8-8 on top chord. The design/selection of such connection devices) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60,4-5=-60,9-10=-20,6-8=-20 Concentrated Loads (lb) Vert: 4=-22 9=-9(B) 14=42(B) Q�pFESS/o/V, ZH40 F22m C 70068 April 9,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MIP7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members onty. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 19 Job Truss Truss Type Qty PlyLane residence 14 13 I K3051459 171118 V1 � Valley 1 1 Job Reference o lional meexs iumoer, reacting 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:55 2017 Page 1 ID:7NjnkAmQyFIkYaNsdj2X7yb1B8-gW1WYtaC7eeBUu36hS83ldFj2cOCgEbFk8bGn zTO3w 4-7-8 20-2-8 4.7-8 15.7.0 i 6.00 12 Scale = 1:54.1 11 12 20 1- - 14 13 I 2x4 II LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/de8 Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 1-14 >999 240 MT20 220/195 D 10 10.0 -Lumber DOL 1.15. BC 0.08 Vert(CT) -0.01 1-14 >999 180 . ' Rep Stress Incr YES WB . 0.02 Horz(CT) -0,00 11 n/a n/a BCLL BCDL 10.0 Code IBC2015LTPI2014 Matrix -S Weight: 38 Ib FT = 20% LUMBER-- + BRACING - TOP CHORD 2X4 OF No.1&Btr G , TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins. BOT CHORD 2X4 OF No. 1&Btr G WEBS 2X4 DF N 1&Bt G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. o. r REACTIONS. All bearings 0-3-8 except Qt=length) 13=4-7-0, 14=4-7-0, 1=4-7-0. (lb) - Max Horz 1=287(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 14, 3, 4, 5, 6, 7, 9, 10, 11 except 13=-212(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 1, 3, 4, 5, 6, 7, 9, 10, 11 except 14=391 (LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-387/224, 2-3=-320/161, 3-0=-297/156, 4-5=-261/134 NOTES - 1) Wind: ASCE 7-10; Vu@=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 20-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) 14, 3, 4, 5, 6, 7, 9, 10, 11 except Qt=lb) 13=212. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7, 9, 10, 11. QI;pFESSIQ ZHgo F�2m C 70068 * EXP. 9-30-2018 • , '9 I` 0.\P/ April 9,2017 ,& WARNING - Vedry design perameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01,1II-7473 rov. 10/038015 BEFORE USE. Design valid for use only with MRek® 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 ANSI rPII quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Lane residence TCLL 20.0 ' SPACING- 2-0-0 CSI. K3051460 171118 V2 Valley 1 1 TC 0.13 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL Job Reference o lional meeks lumber, rodding. 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Apr 06 16:17:56 2017 Page 1 ID:7NjnkAmOyF1 kYalVsdj2X?yb 1 B8-IiRulNbgmym252eJE99IHgolYOM EPhBPzoLgKQzTO3v 2-7 8 I 18-2-8 i 2-7.8 15-7-0 2x4 O 11 I Scale = 1:49.6 LOADING (psf) All Dealings 0-3-8 except (jt-- TCLL 20.0 ' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 1-11 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 9 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IBC2015/TPI2014 Matrix -S ' Weight: 30 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins. BOT CHORD , 2X4 DF No.1&Btr G REACTIONS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. length) 1=2-7-0, 11=2-7-0. (lb)- Max Horz 1=258(LC 14), Max Uplift All uplift 100 Ib or less at joint(s) 2,.3, 4, 5, 6, 7, 8, 9 Max Grav All reactions 250 Ib or less at joint(s) 1, 11, 2, 3, 4, 5, 6, 7, 8, 9 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-348/192, 2-3=-297/156, 34=-261/134 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 18-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (Oat roof snow); Category Il; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) 2, 3, 4, 5, 6, 7, 8, 9. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5, 6, 7, 8, 9. FESSIO/ygl QoM ZHA p F2 C 70068 A * �9-3018 April 9,2017 A WARNING - Varlly design Parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not �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 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M ITek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 171118 Lane residence The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K3051398 thru K3051460 My license renewal date for the state of California is September 30, 2018. QRpFESSIONq� ZHgO . Fy2m C 70068 /:0 EXP. 9-30-2018 April 9,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. C Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to FOIIOW Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides -of-truss,-2 _ 1 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing, is always required. See BCSI. 0'16 a-2 c2.3 _ 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 4 wide spacing, WEBS U �!1 O may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never' MsV stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building 0O c» csa cs� F For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- "ler from outside 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. l connector plates. p THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. , 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: - use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR -1311, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397,. ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION. 12. Lumber used shall be of the species and size, and 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 puriins provided at Output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. ' Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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: Nil ANSIITP11: 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. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MLI-WEBBRACE �7Q R a MiTek USA, Inc. ymmol 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 GENERAL NOTES TYPE BRACING MATERIALS BAY SIZE 24"O.C. 48"O.C. 72" O.C. ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED 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 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. 2-10d (0.131Sc 3') FOR 2x3 and 2x4 BRACES, AND 3-10d (0.1311x3') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131'X2.5-) NAILS FOR 1x4 LATERAL BRACES, 12'-0" 1342 1572 1572 2358 3143 3143 4715 2358'•. 2358 3536 i:' 1886 1886 2829 4715 7074 14'-0" 1150 1347 1347 2021 C 2 X 4 #3, STD, CONST (SPF, OF, HF, OR SP) 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 3143 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 WIn1 WOOD BLOCKING. SEE -STABILIZER - 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 CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) ESS, RIS ? co( o S6332 t * EXP. 6/3012018' 1`1. hn' 11 )n•la meUrlly}tilavW@M*" b,S%"AlX1ftJ &Vg& Mhm'O/Y77RS IW ihkcI)tlDED Mr7EK REFERENCE PAGE Mll-7473 rev. 101032015 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 Wss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 GENERAL NOTES 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 2% OF 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. 2-10d (0.131Sc 3') FOR 2x3 and 2x4 BRACES, AND 3-10d (0.1311x3') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131'X2.5-) NAILS FOR 1x4 LATERAL BRACES, 2.10d (0.131-0-) NAILS FOR 2x3 and 2x4 LATERAL BRACES. AND 3-10d (0.131-x3-) FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, OF, 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, OF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbcIndustry.com and www.tpinsLorg D 2 X 6 #3 OR BETTER (SPF, OF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. B. 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 WIn1 WOOD BLOCKING. SEE -STABILIZER - 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 CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) ESS, RIS ? co( o S6332 t * EXP. 6/3012018' 1`1. hn' 11 )n•la meUrlly}tilavW@M*" b,S%"AlX1ftJ &Vg& Mhm'O/Y77RS IW ihkcI)tlDED Mr7EK REFERENCE PAGE Mll-7473 rev. 101032015 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 Wss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1,2016 T -BRACE / I -BRACE DETAIL MII - T -BRACE nF--iO ® MiTek USA, Inc. Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing 0 0o is impractical. T -Brace / I -Brace must cover 90% of web length. E=[] Note: This detail NOT'to be used to convert T -Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. D a Brace Size A MRok Affiliate fPI T Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d (0.131" X 3") 8" o.c. 2x4 or 2x6 or M. 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WEB Nails Section Detail T -Brace Web .Web Size 2x3 or 2x4 2x6 2x8 or One- y russ Specified Continuous Rows of Lateral Bracing 1 2 1x4 (*) T -Brace 1x4 (*) I -Brace 1x6 (*) T -Brace 2x6 I -Brace 2x8 T -Brace 2x8 I -Brace Nails —A SPACING \k " Web Size 2x3 or 2x4 2x6 2x8 - Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing 1 2 2x4 T -Brace 2x4 I -Brace 2x6 T -Brace M I -Brace 2x8 T -Brace 0,.0 1_a—_ Nails 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 WebI-Brace rated boards with design values that are equal to (or better) the truss web design values. '�IcC For SP truss lumber grades up to #2 with 1X bracing material, use INIDNg"!E �aL�eO� $ /race ,W't9'ARN/NO - Verify design parameters and READ NOTES rev.. 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 buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual 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 ANSVTPN Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Corona, CA 92880 AUGUST 1, 2016 L -BRACE DETAIL IVIII - L -BRACE OD • o 00 0 C:= C:= a- MiTek USA, Inc. ocu B �O A Mrrek Affiliate Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 0.131" X 3" 8" o.c. 2x4, 6, or 8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) WEB A SPACING k k � Section Detail E L -Brace Web L -BRACE MiTek USA, Inc. Page 1 of 1 i t. Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 **' 2x6 1x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. a"�reY 9�1 1� I ��IIS DiNcA9 IR RHWRE4/�iAGE M11-7473 rev. 10/0=015 BEFORE USE. ° Design valid for use only with MlTeh® 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 verily 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 w ll1Te l.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M Il fabricsIon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSO -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Corona, CA 92880 L -Brace Size W for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. December 21,2016 a"�reY 9�1 1� I ��IIS DiNcA9 IR RHWRE4/�iAGE M11-7473 rev. 10/0=015 BEFORE USE. ° Design valid for use only with MlTeh® 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 verily 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 w ll1Te l.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M Il fabricsIon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSO -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Corona, CA 92880 r AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE =00 J - MiTek USA, Inc. Page 1 of 1 • 0 00 Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is LLL _U1H impractical. MiTek USA, Inc. Scab must cover full length of web +/- 6". r D t • A MRak AMliate 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 (0.131" X 3") 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' Nails Section Detail ® E Scab -Brace Web December 21,2016 AWARNING�+VeMyBe�gcY�rerAM71rr��IAQ�Off}T6�q�%16k{IPAOEMIIb�'BY2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M ITe k" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSlITPI1 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety :on, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 Standard Gable End Detail Mll-GE130-SP == ® MiTek USA. Inc. Pane 1 of 2 h«I n MiTek USA, Inc. wm�mmi A MRak Affiliate DIAGONAL BRACE Typical _x4 L -Brace Nailed To 2x Verticals W/10d Nails spaced 6" o.c. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Vertical Stud (4) - 16d Nails DIAGONAL B CE 0-0� 16d Nails Minimum Stud Spaced 6" o.c. (2) -10d Nails Into 2x6 x6 Stud or DIAGONAL 2x4 No.2 of better Stud Size Spacing Typical Horizontal Brace L-Bracee Nailed To 2x Verticals SECTION A -A w/(4) -10d Nails 2x4 tud 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH r*DRAWINGS FOR DESIGN CRITERIA (5) - 10d NAILS. (4) - 8d (0.131" X2.5") NAILS MINIMUM, PLYWOOD 3x4 = SHEATHING TO 2x4 STD SPF BLOCK 1k - Diagonal Bracing ** - L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE 0.131" X 3" AND NAILS DESIGNATED 16d ARE 0.131" X 3.5") Roof Sheathing Diag. Brace at 1/3 points if needed Diagonal braces over V-31" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" D.C., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH 1'-3" End Wall 0 • • / 2x6 DIAGONAL BRACE SPACED 48" O.C. /ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) OFS 6332LU �,�P.6/30/2018 /* OF CALI December 21,2016 DU TI INCREASE :1.60 F 100-01 BEFORE USE Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 2 DIAGONAL Minimum Stud Without 1x4EL-Bra DIAGONAL BRACES AT Stud Size Spacing Brace L-Bracee BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No. 3 / Stu 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3/Stu 16" O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4 SP No. 3/Stu 24" O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 Diagonal braces over V-31" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" D.C., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH 1'-3" End Wall 0 • • / 2x6 DIAGONAL BRACE SPACED 48" O.C. /ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) OFS 6332LU �,�P.6/30/2018 /* OF CALI December 21,2016 DU TI INCREASE :1.60 F 100-01 BEFORE USE Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 LATERAL TOE -NAIL DETAIL MII-TOENAIL �0 ® Mirek USA, Inc. Page 1 of 1 NOTES: .TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER 0 0o AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 0 00 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH n AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. u 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. ymmmi SQUARE CUT A MIrek ARIte SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5-) NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE I FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE ---I FAR SIDE NEAR SIDE --- ----I FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE December 21,2016 TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. `SP DF HF SPF SPF -S 0 .131 88.1 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 J W� .162 118.3 108.3 93.9 91.9 80.2 M z 84.1 65.3 57.0 .128 O J 88.1 80.6 69.9 68.4 59.7 N 148 106.6 97.6 84.7 82.8 72.3 ai 0 .120 73.9 67.6 58 57.4 50.1 O .128 84.1 76.9 66.7 65.3 57.0 c .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5-) NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE I FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE ---I FAR SIDE NEAR SIDE --- ----I FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE December 21,2016 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY2 (BEVELED BOTTOM CHORD) r—\ r --- Ir___1l—1 MiTek USA, Inc. Page 1 of 1 0 V UIJ 00 0 00 D=a MiTek USA, Inc. GABLE END, COMMON TRUSS YMMMIOR GIRDER TRUSS A MITek Affiliate NOTE: VALLEY STUD SPACING NOT TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND f ASCE 7-10 (MWFRS) 140 MPH WIND This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 12 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY r TRUSS .rf TOE -NAIL VALLEY TO TOE - NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W1 (2) 16d TOE -NAILS (2) 16d TOE -NAILS DETAIL A DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3.5") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) December 21,2016 'WARN/Rl'W9A�WRB1VMo76aONVR/GAI�I�fICUUDEIiFf/FLKRHGE'RHI�cEPpc61�dT0Ydi"�v. loroYtols BEFORE USE R . Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOTPl1 Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 —�-- � -- h --- --------— --- i u n u u --- — u n i --1i--- ti h i� n u u u ii r q � BASE TRL VALLEY TRUSS TYPICAL TYPICAL (24' O.C.) VALLEY TRUSS TYPICAL 5 ( 24" O.C. ) . \ This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 12 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY r TRUSS .rf TOE -NAIL VALLEY TO TOE - NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W1 (2) 16d TOE -NAILS (2) 16d TOE -NAILS DETAIL A DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3.5") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) December 21,2016 'WARN/Rl'W9A�WRB1VMo76aONVR/GAI�I�fICUUDEIiFf/FLKRHGE'RHI�cEPpc61�dT0Ydi"�v. loroYtols BEFORE USE R . Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOTPl1 Quality Criteria, DSO -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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PltmsQa mAmc&-V b drab*ar+mtWYto f -m bmb,m La rmMPna WFArbF e6 VWM PWet tow tWYAM dbZbAmfb Rrb9 dd tor» b /terror tL L I'° ,..,r ',PRO.PERTY°OWNER;INFORMATION" J'"".. jLil ff Y_ .'X". Fir Name ' N� Zip Mailing Address Butte County Departrrient of Development Services State C PERMIT CENTER -' Phone 'SoO C Fax Email i 7 County Center Drive, Oroville, CA 95965 1_06cclyx Main Phone 530.538.7601 Fax 530538.7785 Fax www.buttecounty.net/dds •. _ C I PLEASE PRINT CLEARLY" I'° ,..,r ',PRO.PERTY°OWNER;INFORMATION" J'"".. jLil Last Name Fir Name ' N� Zip Mailing Address Ciry ��d 0d?oo� c State C Zi / Phone 'SoO C Fax Email i Cell a a N 1 ,�6`' ?CONT.:RACTOR �6 "', g r Name 6r, Mailing Address S6 Ciry State Zip Phone; S Fax ' Email �„ ] Cell - License No. Class AF2CHITFCT/ENG'INEER Name 1 `;:'u�,�.. ��, � . ��r Lt Name BIN NO: An Mailing Address Name Mailing Address Ciry S Ciry Stat Zi �LC� . 1_06cclyx Phone Fax Email .,I C I alfz• ?'�be - Sta e icense"'._ Garage: s .� � g `�:",° , s•.aT< ��"; c AP.PCICANTF"` s `;:'u�,�.. ��, � . ��r Lt Name BIN NO: An First Name Name Mailing Address Ciry S Stag'^ 2 Mailing Address JOBVALUAT.ION (Entervalueroflabor Jectuding 1_06cclyx -70 City A Sta� N r%;1 (.�S Garage: / Phone Fax Covered Area: D TOTAL SQ: Email 22 Cell r Proposed Change of Occupancy/Use - Note previous/current use below: L n " FOR`O:FFICE'USE.:ONLY*- x - 1 v ,`';APP„ - ANT SIGNATURE VAND' DATE ' F, Date: y —/ 2, / rint Name: �- PERMIT NO: FORM NO 61-7-0&75 DBP -1 BIN NO: An -E aryl LENDING':>AGENCYr r�': •`: r- fitPROJECT, LOCATION"':>a� APN 03 O Property Address - t;9 .qqf1° 7i City Loca ion must not be in the city limits of Chico, Gridley, Oroville or Paradise, GV-oOt Com- . . http://gismaps.buttecounty.net/flexviewertbcdatasearch/index.htmI DESCRIPT•IONt-.OR SGOPE'OF WORK, ,i, 4, , • _� 5='. a Policy Number Carrier If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click -E aryl LENDING':>AGENCYr r�': Name Mailing Address Ciry S Stag'^ Zip ir 56.3e DESCRIPT•IONt-.OR SGOPE'OF WORK, ,i, 4, , • _� 5='. a Mobile Home permits (other than installation, foundation, utilities & non-attached structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: http://wvw.hcd.ca.gov/codes/mho/HCD Phone (916) 255-2501 Is this a Manufactured/Mobile Home (circle one) Yes /® NSF r JOBVALUAT.ION (Entervalueroflabor Jectuding $ Z/7, 6,C) non Contracted plusimaterials charge) r� s 5 Q uaieaFeef`Detaill Ching Area. Garage: �L Open Area: Covered Area: TOTAL SQ: Structure Built without permits 22 r Proposed Change of Occupancy/Use - Note previous/current use below: n " FOR`O:FFICE'USE.:ONLY*- x - Zoning: Flood Zone: SRA: YES NO NPDES I YES NO Code Enf: YES NO Legal Lot: YES NO 11 Occupancy Type Construction Per T Date: /��!!�7 � 'When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. L , Revised 7.20.2015 • ''Page•I oft r!/ijf/AI, I.