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HomeMy WebLinkAboutB15-2155'(4 . RECEIVED SEP 16 2015 TItB AND ASSOCIATES GREGORY A. PEITZ 0 _.. - - --- ARC ISI--T--E -C -T --- 383 Rio Lindo Ave. Chico, CA. 95926 (530)-894-5719 a REVIEWED FOR CODE COMPLIANCE NOV 1 0 2015 TRS AND ASSOCIATES Structural Calculations for: PERMIT # BUTTE COUNITV C.,VELnPNlEN SERVICES REVIEVVEU FOR CODE COMPI_iANCE DATE 1� ll�J d BY TE �p ARC g[Tt ��Gp(tY A A/J� coo -STS NN 1283 R 7/15- 0 /15 r ��� J:\Structural\Design Data - Residential.doc 1 DESIGN DATA Code used: 2013 California Building Code Floor loading: Live loads: Uninhabitable attics w/o storage:10psf Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf Dead load -101bs/square foot Roof loading: Live loads: 20lbs/SF Dead loads: Typical roof-14lbs/SF Composition shingles or metal roof Wind loading: Basic 3 -second gust wind speed (mph) 110 Wind importance factor, l 1.00 Wind exposure category B Internal pressure coefficient, GCpi +/.0.18 Seismic: Seismic importance factor, l 1.00 Mapped spectral response acceleration; Ss 0.70 SI 0.25 Site class D Design spectral response coefficients; SDS 0.579 SDI 0.317 Seismic design category D Basic seismic -force -resisting system(s) Bearing wall system - plywood shearwalls Seismic response coefficient(s), Cs 0.089 Response modification factor(s), R 6.5 Analysis procedure; Equivalent lateral force procedure e WIND ANALYSIS Simplified Envelope Procedure Per ASCE 7 -104 -Chapter 28. 1. Risk category 2 (table 1.5-1) - 2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: B (section 26.7) 4. Kzt = 1.0 (section 26.8) 5. X = 1.0 (figure 28.6-1) 6. Roof slope: 18.430 (4/12) 7. Mean roof. height: less than 30 ft. PS X K -;t POO' ( eq. 28.6-1) Wind Pressures Roof internal zone: (4.12 psf) (.6) _ -2.47 psf Roof end zone: (-7.3 psf) (.6) _ -4.38 psf Wall internal zone: (17.17 psf) (.6) = 10.30 psf Wall end zone: (25.82 psf) (.6) = 15.49 psf (n(nfn rta,", I ulWW zs= inv)cn O O O tf O O N r N Q 7 Q V Fo 42 -of c r 2 9, o' .Bu trvol/,YC� IAG, r,A-o�- if, o 97D ce R JZ- -2- /j. i i F= � wrr.�v. luwW U) in Loor r C. r `r r a. r. U-0 4�7Py, liz f/ r1't • L o c..o� S C -No v, b Ila ^ (-�o.o�4n. R e = 4k-) ¢ NO, flit, N it �22 C iz I- G,,. �-��� •a `I ��z� (�� 1 �5 lr 27 `� nx I -2- 1 R y t plaster H I-qcLZ:ZL. (Vil 0 -0'` O:e, - M/ min. I b.le Pbr: No I I is; cidI6 ;vol t6 A35 Lj F,.] - I.. RBGs ,moi 0.6 E3 NONE FZEdo �j �i I r ! -i - { __ .' -- _{ _._�i .`� .� 1 - - - _ i OVERTURNING- 77 ........... Tv 7 - Noh ILIONn's' 0 c56 Ho.lcld0'Nh, St'rap s t& Rim j6i5t lbe"10N. 1 Portal, Frame !N/ 'SilmPsion 1ST6224.strops from 4xi 'HOU2, S5TE316-1@ Single pour, SSTE320 @ 2 F-1pur -2 4--- @- -.2 Pour; HDU-4-,--SSTE3-20 -@-Single; lo'u r'-5STB' 'GOLLECTORT-CHORD. El l(od's per -tooe sp I ice, TD G516 strop splices. F-1 5T&224,.strop splices Proe TrL)55, FII i� �L ' I-SHEARWALL-S - 1 3/811, GDx p jy w% '8d's @ I (� i ,12 0.?-. i ! + i 3 coat plaster I i I I '_ );.AT ALL SUPPORTS, i LBLOGKED. ANCHOR BOLTS --! !-i—i-.} . _.l_.__ '_...;--- 6 specified �i q b's ®'=0 o c. •w/ ronin %2`' uat ? ! ' -A35-/-RBC I ; ► i ;P� to � ; s __.._! i' ! ...._ 1_❑ _-; NONEi_ -' "_ ! + I i � , _i _ I j �_❑ No holdown's_ re` G516 Holddown 5t'rap5 to Rim Joist below } ' ❑ Portal Frame..w%. ' Si:mpson IST6224 straps from 4x' ! ; - ,post .to cont nous header.. r HDU2, 55T516 j@ Single pour, 55TB2O @ 2 Pour , ' ❑ = HDU4; SSTB2O pour- 55TB24- @- 2 Pour; COLLECTOR -7 CHORD; ( ) 1(od's per top ,q splice ❑ G516 strap sp I ices ❑ ST6224 strap splices ) t(L Drag Truss ii 3�8�, � �It I l 12 �_-),._AT ALL ;SUPPORT'S,i _ i.._ BLOOKED_ -I- ANCHORS -BOL' TS-- !--. ! -j- i - ; -' _ - - �'i,t• I G 1 _ -_ _ i r,❑ GBG spec f ied %2"; a b's�@ 6'-0" O.C. ! w/ -min--- - L a t.b.is ;per wall is adequate !- I � , A35 /RBC Le - AL !_❑ t NONE. REdD _ _ 1_ ! �- 1 ; -I-_ - -� ----= -- - - - - — i . �__i_❑ '_ No ho_Idown's r;ec�d - 1 1 ❑ -516- Holddown Straps to Rim Joist below I t Portal. Frbme w% "Si!mps!on" IST6224 straps from-' 4x! ; post to 60nt-in(:5u5!-header: - O HDU2, S5TBF6 ,Q' Single 'pour, 5STB20 @ 2 Pour - H0U4;-SSTB20 Sir1g'le pour; 5STB24 - @ 2 Pour COLLECTOR -/-'CHORD - ( ) 16d's per top e splice 6516 strap sp l ices ❑ ST6224 strap sp I ices -Z Z.• CQ tC- Drag Truss WE �GDX' I ' 3 goat plaste T- L -ANCHOR'-BOLTS : !BALLS-: 7. �- i ,12 0.6. I K. AT . ALL_!SUPPOi�TS GB'G specifie- -------- --- 617O" ' I(2) ,a b !s per wall is!adecuate i - " ❑ , "-/2-- : anchor bo I ts, @ M54 -RBC.. ' ! ; ❑ i RBC's @ , o � �_...w.... i _ � _, ._ . _ ' _ .�_.. !_ ;__; ._ _.•L ! _❑.._...r..__NON � I OVERTURNING_ ' --- h t i ' f ' 1 C � r No holdown's G5I6. Holddd_wnStraps to Rim Joist y `.O F?oi�tal .Frame w% '`Srr°nps'or�" ;ST622-4 .straps from 4x } ! --:post -to contnous header. ' HDU2, 5STB16 @` Single pour, 55TB20 Cb 2 POu'r HDU4-, SSTB20 @-Singjle pour, 55T624-'@- 2 Pour' I `COLLECTOR % CHORD' j . �_ .. _ T_ .. _ . ❑ ( ) 16d's-per-top e splice. GSIC strap- splices s fi-v g s t")!: STl 224 strap splices ❑ Drag Truss T i f -- - '- - - -- ---. — _- �_ SHEARWALLS- GDX, p ly' V4/1'561's _.j 'f'-' !"12- -1 I ' 3 p e fas coat tr ----� -- - - j I � ' _(' � � gyp,_ bd. iw/ _l _ @i (i_ I •)�, ... _ ._ LL SUP.,PORTS i- -i.BLOG.I<E � --- -_.-_ _i _..-• 1 .)� ATA ----�--�' --ANC HOR; BOLTS -i_ �.__j I _!✓ , i ;- ' i-_ z + - ! _�---! _ rr (PI ab. s_@ 6'-0'"_o c. w%_ n - ! - -- -- r-T� 1(2) !a.b is ':per, wa I I is: !-- i-� -- 2 chorbolt-- _ i- -!y--! /RBC• - _..- - -,. I ' _ ..I .. •, i ti (�i ! — ' ' ! ; 1 c ! �'� � Fr � � �T t µ � - •'- � f- � - .._ i .. ji i . Y i I .. � i.._ ; � • _ �_ ❑ I NONE REO'D ( i - ! + ( �- -J. ��- _ OVERTU ! ' i I — +_!'J J I ❑ No hold_o_ wn's _i_❑ ' -GSI 6' Ho I d -' !raps t� -;-- _`..__. . _ .__ . .__. _ _ _ � ._}._ _.�._ ►_ ' I_ ..�_ _ _._.___. l down Sto' Rim Joist bel ON I I I ! r O. Portal Frame A "Simps'on" ST6224 straps from 4x' I I ' post ,to continous header. HDU2, SSTB16 :@ Single pour, SSTB20 @ 2 Pbur - HDU4,--SSTB20 �-Sin-gae; pour;-SSTB24 •.@--2 -Pour; '"'G( LILM;1OR? CHORD-. (. ) 16d's per top. e sp I ice M GS16 strap -splices �. vs V4-- . ❑ ST6224 strap splices Drag Truss :. !t - ! I II ---� I! + I 1-4 ,U I ! : : _;-SHEAR-WALLS . I 16"1 I8d'sI _1y! 12 'oz I-❑ - 3 coat p aster__I _-; r-G--+1-�-- •-t- - --�--1 - !- #- -� ►--- - '- i 1- `__!LL.SUPPORTS _ BLOCKED. : ( -J ._--ANCHOR BOLTS -_1'.._ ;. 1 i I i I -- �- _' �• ( GBG! s eciFied %2' ' �! a.b_!`'_s' ........ ... ------ -_- �--I-;_...----! -! _.-;---- ;------ --; o.G.! w/ min'. i -� 2 �a , _ , Wiper• „e anchor. bo l.tsi I / RBC i_❑. RBC's to I--- -'- - !- • : -O G. ! -�- � 1. I iI 'z ; , br NONE REa"D _ ;_ _! 1_ _a_ i _ , I - i 1 -I ► - i 7 - fi-. . ' O.VERTURNING____. I � i ; • ; ' �--!' : t ! i _No-holdown's rec�'c!-� f ❑ G516 Holddown 5tp 'ra s to�Rim Joiis t below y O j Portol .Frdme .iw/ "5imps'oh, " iST6 22.4 straps from 4x! , post to pont nous header. HDU2, SSTB16 `C Singld o r u ' p � , 55TB20- � 2 . Pou'r I: HDU4 ( , SSTB20: 50gla 1 , ' g; pour', -SST _. ... I , i B24 �. 2 Pour: , I COLLECTOR %-CHORD.j ❑ ( ) 16d's per top..e •sp.lice ❑ 6516 strap splices- ❑ ST6224 strap splices Drag Truss 1 _ -' SHEAR-. -. : -- - i i _ - , :� , � I/ ., ► �. tom•( I f � , i( 1 3/8 GDX I p ly. w% 8d's .6 i_x'',12 'o.c.. i �.. I ❑� ( )I. gyp. bcl.w% ( i -)@ _.(.�_____), AT ALL ;SUPPbRTS,i i iBLOGKED ANCHOR' BOLTS 1 T- f i I B . , ......� GG speclfled %2"" d.b'.'s 6'-O`' mi� i +- ° i _' }. j(2) la.b 's_Iper Noll is�adecuate i i _ _• ___ t I I 4-anchor----boltso.�:..__.-----:--1----,--r- I i---•�--I---, L A35 / RBC L .'_. ❑_�- I"RBC's C o c. ' --- - -- _ _... _ i- IEJ NONE REG2'D } !_-OVERTURNING._;..-...._.--- __-.'-- -� , I I i . I , 1 , ❑ ..No._holdown's rec�'d_, � ,� . _ i - - ; I Fil GS16 Holddown Straps to Rim Joist below , ' ❑ Por; tal`Frome;w% 'i5i�mps'on" i5T6224 straps from 4xl post to continous header.' HDU2, 55TB1(o@Single pour, SSTB20 @ 2 Pour ' ❑- HDU-4;--S5TB20 6 Sillgile-pour; SSTB24-- @ 2 Pour , COLLECTOR "%-CHORD ❑ ( ) 16d-'5 per top e splice, 0 G516 strap splices ! 6o.., , *10 _Prrpa ❑ ST6224 strap splices ❑ . Drag Truss Project Location: SIDE PORCH BEAMS Roof Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 12.0 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 69.6% Controlling Factor: Moment page StruCalc 9.0 / StruCalc Version 9.0.1.3 7/8/2015 9:24:28 AM of Side One: DEFLECTIONS Center Adjusted Beam Length: Ladj = Live Load 0.13 IN U1078 LL= 20 Dead Load 0.15 in Roof Dead Load: DL= Total Load 0.28 IN U509 psf Tributary Width: Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 6 REACTIONS A B Side Two: . Beam Uniform Dead Load: Live Load 1080 Ib 1080 Ib 201 Roof Live Load: Dead Load 1206 Ib 1206 Ib 20 psf Total Load 2286 Ib 2286 Ib DL= 20 Bearing Length 0.67 in 0.67 in Tributary Width: TW = BEAM DATA ft Wall Load: Span Length 12 ft 0 Unbraced Length -Top 0 ft RLA = 108 Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Of Roof Duration Factor 1.25 MATERIAL PROPERTIES - #1 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 1350 psi Fb' = 1688 psi Cd=1.25 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 213 psi Cd=1.25 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi ' Comp. -L to Grain: Fc - -L = 625 psi Fc -1' = 625 psi Controlling Moment: 6859 ft -Ib 6.0 ft from left support , Created by combining all dead and live loads. Controlling Shear: 2286 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 48.78 in3 82.73 in3 Area (Shear): 16.14 in2 52.25 in2 Moment of Inertia (deflection): 138.88 in4 392.96 in4 Moment: 6859 ft -Ib 11634 ft -Ib Shear: 2286 lb 7402 Ib page StruCalc 9.0 / StruCalc Version 9.0.1.3 7/8/2015 9:24:28 AM of Side One: Adjusted Beam Length: Ladj = Roof Live Load: LL= 20 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 6 ft Side Two: . Beam Uniform Dead Load: wD_adj = 201 Roof Live Load: LL = 20 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 3 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 108 plf Of SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 12 ft Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: wL = 180 plf Beam Uniform Dead Load: wD_adj = 201 plf Total Uniform Load: WT = 381 plf Ptw7Ject: Location: REAR FAMILY ROOM WINDOW HEADER Roof Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 7.5 IN x 4.2 FT #2 - Douglas -Fir -Larch `Dry Use" Section Adequate By: 187.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 -IN U5171 Dead Load 0.01 in Total Load 0.02 IN U2847 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 735 Ib 735 Ib Dead Load 600 Ib 600 Ib Total Load 1335 Ib 1335 Ib Bearing Length 0.39 in 0.39 in BEAM DATA Span Length 4.2 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Controlling Moment: 1402 ft -Ib Base Values Adjusted Bending Stress: Fb = 750 psi Fb' = 938 psi 20 Cd=1.25 CF= 1.00 Roof Dead Load: Shear Stress: Fv = 170 psi Fv' = 213 psi Section Modulus: Cd=1.25 Area (Shear): a Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc - = 625 psi Fc --L= 625 psi Controlling Moment: 1402 ft -Ib Adjusted Beam Length: 2.1 ft from left support 4.2 Created by combining all dead and live loads. Controlling Shear: 1335 Ib 20 At support. Roof Dead Load: Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 17.94 in3 Area (Shear): a 9.42 in2 Moment of Inertia (deflection): 12.22 in4 Moment: 1402 ft -Ib Shear: 1335 lb Provided 51.56 in3 41.25 in2 193.36 in4 4028 ft -Ib 5844 Ib U StruCalc 9.0 Pa9 • StruCalc Version 9.0.1.3 8/27/2015 3:48:44 PM of Side One: Adjusted Beam Length: Ladj = 4.2 Roof Live Load: LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 14.5 ft Side Two: Total Uniform Load: WT = 636 Roof Live Load: LL = 20 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 3 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 73.5 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4.2 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 350 plf Beam Uniform Dead Load: wD_adj = 286 plf Total Uniform Load: WT = 636 plf ! , -t- SHEARWAL' L-S ---•-- __---.�_ i__I _ TRB' 1 I t AND ASSOCIATES i - _ 4 l q � -;-_ . _..:. - ' i---L.�.i:- --'_•_ i . I � . I .- _M/ ,12_oz., ! ; ElI 3 coat p.y taster I II •w%-( )@!_-(I, .),.AT ALL SUPPORTS �, I iBLOGKED , ANCHORS-BOL'-TS f 17 !.___� ' !-_..'-------•—_.L_1d _ L...—__ i_.1—_fir. � i�_.�..—_._ _. ± � --- - = - --- -- - r GBG. specified % (Pa d b s @ 6 O o.c..w rnln -- t t b r wall is ad6cLupt6, O -• /2- a anchor-- bo l-tsa @ I _ I- .. A35 /-RBC o.c. i i' � j 1' PERP• � ✓ w .�v��,l A55 is @ _'. _� __ _ • _-' - ,- - - -•' • �,,, c 'VEWPMENT-SERVICES¢ - o G' ' J'jVED1FOR I _ r NONE REQ:'D j C()> >WLIANCE t_ ,t DATE BY I Ji O No hoLdown's rye .0 ; _r i ❑ ? G516 Holddown Straps .to' -Rim Joist below iFl ! ' , Portal Frame. w% '!Simpson +5T6224 straps from 4x. ..post -.to­continous header. (9 p ' HDU2, 55TB16 I@' Sin le' our, 55TB20 @ 2 Pbu`r ; I 1.0. -; HDU4, 55TB20 @-50, le' pour; 55TB24- @ -2 -Pour; COLLECTOR /-CHORD. t `V ' REVIEWED FOR CODEC OMPLIANCE. ❑ ( ) 16d'-s per top ,e splice NOV 1 0 2015 ❑ G516 strap splices p ❑ ST6224 strop splices TRB AND ASSOCIATES 41 1 sly Drag Truss TRB¢Associate� Agency: County 4. Butte TRB+ Project Number. 15.054...131.1 - Initial'Plan Review --Page-1 of 4 Date: September 29, 2015 To: Laurie Norton RECEIVED 2635 Lakewest Drive ��� Chico, CA 95928 ® 5 2015 E aaemlai) n@live.com 7RS AMO ASSOCIATES Greg Peitz Architect , Email: gregpeitz@sbcglobal.net Cc: Philo Hunt, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner Email: Phunt(o)buttecounty.net; nspringercDbuttecounty.net; ddebru nner(cD buttecou nty. net; idebru n nera-buttecou nty. net (via email) RE:. Plan Review for: Custom Residence (SFR, Carport & Patio.) for Leah Lokan Project Address: 12048 Merlin Lane, Chico Agency App. No.: B15-2155 TRB+ Project No.: 15.054.131.1 x At the County of Butte's request, TRB + Associates has completed its plan -review for the project listed above. Please see the section entitled "FORWARD" on the following page for information on the scope of the review, instructions on how to resubmit, and contact information for your project. The following documents were received for review: Plans: (2 sets) Sheets dated 08/2015: 1 -3 Sheets dated 2014: WUI Sheets undated: Sheet 1 (Site Plan) Structural Calculations: (2 copies) Gregory Peitz, dated 08/27/15 Energy Calculations: (2 copies) Gregory Peitz, dated 07/06/15 Truss Calculations: (2 copies) Marcos Hernandez, dated 08/26/15 Other: (1 copy) Sq Ft Verification, Gregory Peitz Plan review comments are listed on the following pages Sincerely, TRB + ASSOCIATES, INC. Dan McLaughlin ICC Certified Plans Examiner BUILDING SOLUTIONS for MUNICIPALITIES { TRB +Associates, Inc. 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 T-925-66.2633 c nor -7nn nna.i Agency: County of Butte TRB+ Project Number: 15.054.131:1 PROJECT DATA Occupancy Group: R3/U Type of Construction: VB Number of Stories: 1 Conditioned Floor Area: 1503 SF Carport: 168 SF Fire Sprinkled: Deferred Valuation: - FORWARD ■ This plan review is only for the purpose of evaluating compliance with the provisions .contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green -Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. Please note that our review does not encompass provisions regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other authorities outside the jurisdiction of the Building Department. ■ Please address all of the following items and return a copy of this list,..along with a response sheet, indicating the location of all required changes to the .plans, specifications and/or calculations. Be as specific as possible in your responses so that we may expedite your recheck. ■ If any changes have been made to the plan documents unrelated to those items identified in this comment list, please list the changes on a separate sheet and include in yourresubmittal documentation. ■ Please submit two (2) complete revised sets of.plans and plan documents, -wet stamped...and signed by the Architect and/or Engineer of Record, to: County. of Butte Department of Development Services 7 County Center Drive Oroville; CA 95965 OR TRB + Associates, Inc. Attention: Todd Bailey 3180 Crow Canyon Place, Suite 216 San Ramon; CA 94583 ARCHITECTURAL COMMENTS Complete review by: Dan -.McLaughlin Al. Please indicate the occupancy group for the structure. For this review, it is assumed that the occupant group is R3/U. A2. Please indicate the construction type as per chapter 6 of the CBC. For this review, it is assumed that the construction type is VB. A3. Please indicate a 7-3/4" maximum vertical change in elevation at the new exterior doors. CRC Sec. R311.3.2 A4. Please indicate that the new exterior stucco is to be applied over two layers of�grade D paper. CRC sec. R703.6.3 A5.- Indicate a non-absorbent surface to extend not less than 72 inches above the floor in the shower. CRC Sec. R307.2 Agency: County of Butte TRB+ Project Number. 15.054.131.1 A6. Please show the location of the smoke alarms throughout the structure. Verify that the alarms are placed in the following locations: (a) In each sleeping area; (b) outside of each sleeping area in the immediate vicinity of the bedrooms. -CRC Seca R314 A7. Please show the locations of the carbon monoxide alarms throughout the structure. Verify that the alarms are placed in the following locations: (a) outside of each sleeping area in the immediate vicinity of the bedrooms. Specify the carbon monoxide alarms shall receive their primary power from the building wiring and shall be equipped -with. a battery back-up. CRC sec. R315.1.1 GREEN BUILDING COMMENTS GB1. Please incorporate the CALGreen checklist into the drawings. Green Building Compliance measures in addition to checklist shall be incorporated into the project drawings. A checklist can be obtained at the building department counter. GB2. For the two tables shown on sheet 1, please incorporate the following flowrate comments: a. Showerheads shall have a maximum flow rate of not more than 2.0 gallons per minute at 80 psi. CALGreen Sec. 4.303.1.3.1xx b. Lavatory faucets shall not exceed 1.5 gallons per n1inute.-at 60 psi. CALGreen Sec. 4.303.1.4.1 c. Kitchen faucets shall not exceed 1.8 gallons per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of.1.8 gallons per minute at 60 psi. CALGreen Sec. 4:303.1.4.4 GB3. Please indicate that the wood stove is to meet U.S. EPA phase II emission limits. CALGreen Sec. 4.503.1 GB4. Please indicate that a listed raceway shall be installed to accommodate a dedicated 208/240 -volt branch circuit which shall originate at the main service or sub panel and shall terminate into a listed cabinet, box or other enclosure to facilitate the future installation and use of Electric Vehicle (EV) chargers. The raceway shall not be less than 1 inch inside diameter and shall be continuous at enclosed, inaccessible, or concealed areas and spaces. The service panel and/or subpanel shall provide capacity'to install a 40 -ampere minimum branch circuit. The raceway termination location shall be permanently and visibly marked as "EV CAPABLE". CALGreen sec. 4.106.4 ENERGY COMMENTS EN1. Please show that lighting in the laundry room shall be controlled by a vacancy sensor. Please show this on the plans in the laundry room. -CA -energy 150.0(k)6 MECH/ELECT/PLUMB COMMENTS MEP1. Please indicate the size and location of the electrical main and sub panel MEP2. Please provide additional receptacles at the entry room such that_they are spaced 12 feet on center maximum, within 6 feet from the ends of walls, and in any wall space2 feet or more wide. CEC art. 210.52 TAA 1 Agency: County of Butte TRB+ Project Number: 15.054.131.1 MEP3. Please indicate that all new showers and tub/shower combinations shall be provided with individual control valves of the thermostatic mixing, pressure balance or combination valve type. CPC sec. 408.3 FLOOD ZONE COMMENTS No Comments Noted. WILDFIRE EXPOSURE CONSTRUCTION REQ. No Comments Noted. STRUCTURAL COMMENTS S1. • Please provide a top plate detail that shows that wood stud walls shall be capped with a double top plate installed to provide overlapping at corners and intersection with partitions. Offset the splice at least 24 inches. CRC Sec. R602.3.2. Fasten the top plate lap splice with at least eight face nailed 16d nails on each side of the splice: CRC Sec. R602.1-0.8.1 S2. Please indicate the roof sheathing thickness, type, perimeter nailing, edge nailing, and field nailing. - S3. Please indicate the number of A35 clips along wall line 1,•2,.3, and 1.1 as determ.ined.in..the calculations. S4. Page 6 of the calculations show 12 foot shearwall along wall line B but the plans only show a 5.3 foot long shearwall. Please coordinate and correct. [END] Systems Plus Lumber Co. 1800 S. Barney Rd. REcEi Anderson, CA 96007 (530)378-6800 (530)365-5903 fax SEP 16 Trusses & Pre Manufactured Wall Panels TRIS AND systplus@systplus.com www.systplus.com res INSPECTION AGENCY ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Timber Products Inspection, Inc. Fabrication in compliance with 105 S.E. 124 Avenue 2013 CBC SECTION 2303.4.2 Vancouver, WA 98684 IBC/IRC 2012 SECTIONS(2303.4/R802.10roof/R502.11floor) Tel: (360) 449-3138 Fax: (360) 449-3953 PERMIT # Alf` 21 — TR USS B11T1 E COl%NTY OEVELOPNIENT SERVICES ENGINEERING CODE COMP®I ANCE Standard Truss Detail Title OUT tAi• S_y_S:tems tus'�v�o13Yall[ MiTek YES NNO [:1Detail # = Included Gable End 85 Wind B 1 V(Gable_End 110 Wind B IA Gable End 110 Wind C 113 Hat Truss under 6/12 2 Hat Truss over 6/12 213 Web Bracing Details 3 ✓ Valley Fill Frames 4 ✓ Oen Face Jacks 5 Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 ✓ HVAC 10 Truss Data 1 I ✓ Purlin Gable 12 BCSI at www.sbcin(itistry.com BCSI-131 SummarySheet at.wivwsbci nd ustry.com Systems Plus Job Number Date 08/26/2015 Customer Lokan 1508-128 Rev ision(s)IEWED BUTTE FOR CODE COMPLIANCE COUNTY Project 1506�u 2Q1� SEP 0 2 2015 Location Chico, CADEVELOPMENT Y Yifuivv ►ruy� a��� PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES Chi �y ®A8dd V wois«1c Owimina -- ,UNn00 aline 700# DRAG A03D A04 B01 C o 0 W n Ln Z _ N w D O OD 2400# DRAG C01D CO2 I \� CO3 - N C04 0 v b T T \ o; N O C04 6 co O o � O 6 C05 o C06 - _ C07 -- --- — .N O O.O._0 6 I O _--___-----_--- o — O o C3 I o 508 i C09 C10 C10 = rn o D co co W W A I Oi O N D 0 2400# DRAGC12D l Z 0 0 0 ----------------------------- -- I o C cn w (n D01 r > 0, C Job y Truss Truss Type Qty Ply Lokan Residence I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 845291396 1506-095 A030 GABLE 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.04 Job Reference o tional SYSTEMS PLUS LUMBER, ANDERSON CA 96007 - 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:26:43 2015 Page 1 ID:—aXNiOTkN5VcIVFWN?d1Xyzl HA3-OrtBI_nzDagxMn5B7ki8F_JY?7SeZRjiheRDGyjJmg 3-1-12 9-1-0 15-0.4 17-9-0 3-1-12 5-11-0 5-11-0 2-8-12 4x5 = 4x4 = 7 3x8 = 10 9 8 3x4 = 2-10-8 3-1- 2 9-1-0 9- 0 15-0-4 LO 5 8 7-9-0 2-10-8 0-3-4 5.11.4 0- -0 5.10-4 0-2-0 2-6-8 Plate Offsets (X,Y)— [7:0-1-11,0-1-01. [19:0-1-15,0-1-01. 122:0-1-15,0-1-01 [23:0-1-15.0-1-01 Scale = 1:36.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.01 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.04 7-8 >999 180 ®®®� �� BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 121 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, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. All bearings 6-3-8 except (jt=length) 7=0-5-8. (lb) - Max Harz 10=111(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) except 10=-239(LC 33), 8=-147(LC 33), 7=-237(LC 28) Max Grav All reactions 250 Ib or less atjoint(s) except 10=501(LC 45), 8=495(LC 45), 8=482(LC 1), 7=445(LC 37) BUTTE COUNTY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUILDING DIVISION TOP CHORD 2-3=-387/328, 3-31=-421/379, 4-31=-262/259 BOT CHORD 9-10=-309/237, 8-9=-520/374, 7-8=-264/233 ®®®� �� WEBS 2-10=-394/282, 2-8=-417/498, 3-8=-433/308, 3-7=-349/364, 4-7=-278/179 /�'�1 e NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-1-12, Interior(1) 3-1-12 to 15-04, Exterior(2) 15-0-4 to 17-74 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 1,QF ESS/o 5) Gable studs spaced at 1-4-0 oc. Q N 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.p� �Q► 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. 00 c� G) 8) A plate rating reduction of 20% has been applied for the green lumber members.(a 76428 Tn 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 Ib uplift at joint 10, 147 Ib uplift at joint 8 {[! and 237 Ib uplift at joint 7. Of Q 0 X 10) This truss has been designed for a total drag load of 700 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag EXP. 12131/2016 m loads along bottom chord from 0-0-0 to 17-9-0 for 39.4 plf. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. IV OFC Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02116/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 trus.Helghts CA Q$Ain job-, Truss Truss Type Qty Ply Lokan Residence floc) I/def! Ud PLATES GRIP TCLL 20.0 R45291397 1506-095 A04 Common 1 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference o tional ara i cnia rwa wmocrt, Nrvucr<aury un amour ID:_aXNiOTkNSVcIVFWN7d 1 Xyz1 HA3-U 1 RZzK?QkWihYWMHIrFxgTXUGPShN2ptxLN?miyjJmf 3-1-12 8-11-4 15-0-4 —r 17-9-0 .. 3-1-12 5-9-8 6.1-0 — 2-8.12 Scale = 1:35.7 4x5 = 4 10 3x4 = 8 - 73x8 = 2x4 II 4x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/def! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code IBC2012/TPl2007 (Matrix) Weight: 89 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=490/0-5-8,8=484/0-5-8,7=43510-5-8 Max Horz10=111(LC 11) Max Uplift10=-29(LC 12), 7=-20(LC 9) Max Grav 10=495(LC 21), 8=496(LC 21), 7=435(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-176/255 WEBS 2-10=-389/135, 3-8=-407x74, 4-7=-284/114 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-1-12, Interior(1) 3-1-12 to 15-0-4, Exterior(2) 15-0-4 to 17-7-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 capable of withstanding 29 Ib uplift at joint 10 and 20 Ib uplift at joint 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUIILLDIN®G D1V1S1(.:)�I �A� P�1O� QROFESS/O/V P �I CO Q� 764 EXP. 12/31/2016 m CIVIL �FOFCAI- ® WARNING - Vadly design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/15/2015 BEFORE USE. a Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown OUT is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply Lokan Residence WEBS 2x4 DF Stud/Std G 27 -0 30- -8 2-10-8 0- -12 5-8-4 1-9-4 REACTIONS. All bearings 18-5-8 except (jt=length) 24=0-5-8, 23=0-3-8. 845291398 1506-095 B01 GABLE 1 1 [1:0-3-8,Edgel. [1:0-4-12 Edgel. [2:0-10-12.0-2-01 17:0-4-12.Edgej, 17:0-3-8,Edgel 18:0-10-12,0-2-01. [14:0-1-8.0-1-81. [28:0-2-0.0-0-41 Job Reference (optional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 - 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:26:47 2015 Page 1 I D:_aXNiOTkN5VcIVFWN7d t Xyzl HA3-uc7hbL1 IOR4GP_4sQzpel592DdUiaOJJdJcfM 1 yjJmc N-4 9-0-4 15.0.4 21-04 27-0-4 30-0-8 3-0-4 6-0-0 6-0-0 6-0-0 6-0-0 3-0 4 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 4x8 I I 3x4 % 3x4 Scale = 1:53.0 24 3x4 = 2322 21 20 19 18 17 16 15 14 13 12 11 10 9 8 3x4 = 3x4 = 3x4 = 3x4 = 402 3x4 II t2 d 2-10-8 3- 8-8-8 105-12 TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. 27-0-4 Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 27 -0 30- -8 2-10-8 0- -12 5-8-4 1-9-4 REACTIONS. All bearings 18-5-8 except (jt=length) 24=0-5-8, 23=0-3-8. Installation guide. 16-6-8 Max Uplift All uplift 100 Ib or less at joint(s) 24, 21, 8, 14 except 22=-262(LC 3) 0-1-12 2-10.8 Plate Offsets (X.Y)-- [1:0-3-8,Edgel. [1:0-4-12 Edgel. [2:0-10-12.0-2-01 17:0-4-12.Edgej, 17:0-3-8,Edgel 18:0-10-12,0-2-01. [14:0-1-8.0-1-81. [28:0-2-0.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 23-24 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(TL) -0.04 23-24 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 221 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF No. 1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 18-5-8 except (jt=length) 24=0-5-8, 23=0-3-8. Installation guide. (lb) - Max Harz 24=39(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 24, 21, 8, 14 except 22=-262(LC 3) fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component Max Grav All reactions 250 Ib or less at joint(s) 9, 10, 11, 12, 13, 15, 16, 20, 19, 17 except 24=503(LC 21), 21=498(LC 1), 8=517(LC 22), 14=590(LC 1), 23=400(LC 3) Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-50=0/286 WEBS 2-24=-310/89, 3-21=-350/72, 4-14=-363/54, 5-14=-378/82, 5-8=-275/86, 6-8=-321/87 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-4, Interior(1) 3-0-4 to 15-0-4, Exterior(2) 15-04 to 18-0-5 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 24, 21, 8, 14 except Qt=1b) 22=262. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13UTTE COUNTY BUILDING D1@o'iS IO APPR ai�`Y,E-.UP Q?,pF ESS/ON {t; 764 * EXP. 12131/2016 ..s q"111T CIV1� Oo FCAS 0 WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE M11.7473 rev. 02110/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Itn-, HPitlhsr.A Selo Job Truss Truss Type Qty PlyLokan Residence LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD R45291399 1506A95 802 Common 3 1 1 Row at midpt 5-8,3-12 MiTek recommends that Stabilizers and required cross bracing Job Reference o tional oro i emo rwo wmoen, Hrvuer<ovry a,t\ aowr r.wu s am <o <u i o mi i nx mousmes, mc, rn hug <o m:<o:vo <u is ragn i ID:_aXNiOTkN5VcIVFWN7d 1 Xyz1 HA3-Moh4ph2wnID718f2_gKtrJh9VOnMJo7SrzLCvTyjJmb 3-1-0 9-0-12 15-0-0 20-11-12 26-11-4 30-0-8 3-1-0 - 5-11-8 5-11-8 5-11-8 5.11-8 3-14 Scale = 1:50.6 4x4 = 4 12 3x4 = 3x4 = 3x4 = 3x4 = 8 3x4 = V d LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.27 BC 0.37 WB 0.43 (Matrix) DEFL. in Vert(LL) -0.06 Vert(TL) -0.24 Horz(TL) 0.06 (loc) I/deft Ud 9-11 >999 240 9-11 >999 180 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 129 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt 5-8,3-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 8=1202/0-5-8,12=120210-5-8 installation guide. Max Horz 12=41 (LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-1386/0, 4-13=-1324/0, 4-14=-1324/0, 5-14=-1386/0 BOT CHORD 11-12=0/1320, 10-11=0/1059, 9-10=0/1059, 8-9=0/1320 WEBS 4-9=0/367, 5-8=-1594/89, 6-8=-321/86, 4-11=0/367, 3-12=-1594/89, 2-12=-321/86 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-1-4, Interior(1) 3-1-4 to 15-0-4, Exterior(2) 15-0-4 to 18-0-5 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPUV('D QRpF ESS/04v �t IdC? ��¢2 co CZ c� 764 Of CC 0 X * EXP. 12/31/2016 Lr� cIVI\ ; �, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/18/2015 BEFORE USE. - s Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. _ Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. + Suite 109 Job Truss Truss Type Qty Ply Lokan Residence 1.15 TC 0.20 TCDL 10.0 Lumber DOL 1.15 845291400 1506-095 C01D GABLE 1 1 Code IBC2012/TPI2007 (Matrix) LUMBER - 7777 Greenback Lane TOP CHORD 2x4 DF No.18Btr G Jab Reference (optional) ala i cma IUL uumo[rc, ­UCKr UN �A nouur 3-0-4 7-2-0 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. N 1 d 4x8 II r" 504 3x4 = 20 I. us�w co cu io mirex mousmes, mc. rn hug— iv .o urs raga, I D:_aXNiOTkN5VCIVFWN?d 1 Xyz1 HA3-FZwae35RrJYWlzgDWOp?9ssWe5CFZu2mbJQ2FyjJmX 17AA 24-6A 31-8.4 34.8-8 7-2-0 7-2-0 7-2-0 3-0-4 4x8 11 3x4 % 4.00 12 3x4 3x4 6 3x4 400 65 3x4 5 3x5 4 3x4 Z 3x4 % 3x5 % 2 64 3 ,.,.,.,..._ 16 15 19 18 17 3x4 - 5x8 = 3x4 3x4 z�- 3x4 3x4 4x10 7 8 3x4 14 13 5x6 = 3x4 = Scale = 1:62.5 3x4 -- 3x4 3x5 -- 3x4 9� 9 \\ 10 67 08 11 d 12 5x14 // 3x4 = 2-10-8 3- 8-0-0 12-6-15 22-1-9 31-84 31- -0 34-8-8 2-10-8 0-V12 4-11-12 4-6-15 9.6-11 9-6-11 0-1-12 2-10-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 TCDL 10.0 Lumber DOL 1.15 BC 0.57 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER - 7777 Greenback Lane TOP CHORD 2x4 DF No.18Btr G Suite 109 BOT CHORD 2x4 DF No.18Btr G 'tnrs.Height., rA 5a1n WEBS 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G DEFL. in floc) I/deft Ud PLATES GRIP Vert(LL) -0.2213-16 >999 240 MT20 2201195 Vert(TL) -0.6013-16 >474 180 Horz(TL) 0.09 12 n/a n/a Weight: 268 Ib FT = 20% 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. WEBS 1 Row at midpt 8-12,4-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 5-1-8 except (jt=length) 12=0-5-8, 17=0-3-8, 17=0-3-8. (lb) - Max Horz 20=48(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 20, 18 Max Grav All reactions 250 Ib or less at joint(s) 19, 18, 17, 17 except 12=1368(LC 1), 20=1295(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-1733/13, 5-65=-1666/24, 6-65=-1662/37, 6-66=-1736/0, 7-66=-1741/0, 7-8=-1808/0, 8-9=-302/17, 9-67=-313/0, 10-67=-320/0 BOT CHORD 19-20=011694, 18-19=0/1694, 17-18=0/1694, 16-17=0/1694, 15-16=0/1348, 14-15=0/1348, 13-14=0/1348,12-13=0/1769 WEBS 6-13=0/522, 8-12=-1702/104, 10-12=-485/108, 6-16=0/445, 4-20=-1731/69, , 2-20=-497/98 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-5-10, Interior(1) 3-5-10 to 17-4-4, Exterior(2) 17-4-4 to 20-9-14 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 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.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 t IT�Rjoint(%)r0 N --y 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and 0 tits 4u4 s. lJ 9�1 BUILDING DIVISION PRU� AP ,00ESS/ON INIO CO 7� 76428 2 Of Of X * EXP. 12131/2016 ,.s CIV11. �OFCA� Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02116/2015 BEFORE USE. - - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 11h1I1�U"i:LSa fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 'tnrs.Height., rA 5a1n Job , Truss Truss Type Qty Ply Lokan Residence Irl, d R45291401 1506-095 CO2 Common 1 1 14 13 12 11 10 3x4 = 3x5 — 3x4 = Job Reference (ootionall SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015-MiTek Industries, Inc. Fd Aug 28 10:26:54 2015 Page 1 I0:_aXNiOTkN5VcIVFWN?d 1 Xyzl HA3-By2L3k7hNbzG137CKxRH4ax9mRnGjSKLEvoX67yjJmV 3-1-0 10-2-12 17-0-0 24-5-12 31-74 34-8.8 3-1-0 7-1-8 7-1-8 7-1-8 7-1-8 3-1-0 4x5 = 4.00 F12 Scale = 1:58.7 3x5 % 2x4 II 3 2 16 N 1 4x4 % 4 17 18 4x4 6 3x5 7 2x4 II 19 8 9 N_ Irl, d d 3x4 = 15 14 13 12 11 10 3x4 = 3x5 — 3x4 = 3x6 = 4x6 = 3x4 = 3x5 — 2-10-8 3-1 12-7-4 22-1.4 31-7-0 31- -0 34-8-8 2-10-8 0- - 2 9-6-0 9.6.0 9-6-0 0- - 2 2-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.23 11-14 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.54 11-14 >629 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 150 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt 6-10,4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (Ib/size) 10=1388/0-5-8,15=1388/0-5-8 Max Horz 15=49(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-17=-1780/0,5-17=-1706/0,5-18=-1706/0,6-18=-1780/0 BOT CHORD 14-15=011728,13-14=0/1341, 12-13=0/1341, 11-12=0/1341, 10-11=0/1728 WEBS 5-11=0/493, 6-10=-1926/95, 8-10=-370/100, 5-14=0/493, 4-15=-1926/95, 2-15=-370/100 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. ll; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-5-10, Interior(1) 3-5-10 to 17-4-4, Exterior(2) 17-4-4 to 20-9-14 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE C CUMIN BUILDING D1V16rt;� \1 APMR0 i' QROF ESS/0,,V 1 NO , C 764 EXP. 12/31/2016 m IX� CIVI1- \FOFCAI- Q WARNING • Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . - tobricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Lokan Residence PLATES GRIP MT20 220/195 Weight: 142 Ib FT = 20% LUMBER- ` TOP CHORD 2x4 DF No.1&Btr G R45291402 1506.095 CO3 Common end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-12. Job Reference o tional ara oma raw wmoon, nrvu ury ter, aouur r.wu s dm co w w rvu i eR uruusurns, mc. "-,3 rnyn I D:_aXNiOTkN5VcIVFWN7d 1 Xyz1 HA3-fBcjH48J8v57NCiPueyWdnUGVSu0US2Y4e2yjJmU 10-2-12 17.4-4 24-5-6 31-10-0 3-11 7-1-8 - 7-1-8 7-1-2 74-10 4.00 F12 4x5 = 5 Scale = 1:54.2 12 „ V 8 3x5 - 3x4 = 3x8 = 3x4 = 3x6 = 11� LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rTP12007 CSI. TC 0.65 BC 0.59 WB . 0.66 (Matrix) DEFL. in Vert(LL) -0.23 Vert(TL) -0.53 Horz(TL) 0.09 (loc) I/deft L/d 9-11 >999 240 8-9 >647 180 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 142 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-12. WEBS 1 Row at midpt 4-12.6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 12=1405/0-5-8,8=1130/0-5-8 Max Harz 12=65(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-13=-1819/0, 5-13=-1743/8, 5-14=-1791/23, 6-14=-1867/0, 7-15=-306/13, 7-8=-271/56 BOT CHORD 11-12=0/1762,10-11=0/1382,10-16=0/1382,9-16=0/1382,8-9=0/1840 WEBS 2-12=-370/97, 4-12=-1961/107, 5-11=0/488, 5-9=0/557, 6-9=-289/108, 6-8=-1781/0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. Il; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-14, Interior(1) 3-14 to 1744, Exterior(2) 174-4 to 20-6-7 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. - 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING MV1,10N A 0V Q�OFESS/ON EXP. 12131/2y6ti �OFCA�IF�� ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. -- -Z a + Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for on individual building component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 M- HalAht., CA ArAln Job Truss Truss Type Qty Ply Lokan Residence LOADING (psf) SPACING- 2-0-0 • DEFL. in (loc) I/dell Ud R45291403 1506-095 C04 Common 2 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.50 8-9 >672 180 Job Reference o tional era r cma rwa nrvucrt N ul aouul 3-14 7-1-8 I.wu s am m Zu w mi i ex muusmes, mc. r Nug zo iu:,o:= cv o rage r I D:_aXNiOTkN5VCIVFWN?d 1 Xyzl HA3-7LA5UQ8xvCD_MGbSMT19? 1 S2FT1 BLoehDHdBOyjJmT 7-1-8 6-10-13 4x5 = 4.00 12 5 7-2-5 Scale = 1:53.5 12 „ V 8 3x5 = 3x4 = 3x6 = 3x4 = 3x6 = 2-10-8 3 1 12-5-7 21-9-11 31.5-6 2-10-8 0- -12 9-4-3 9-4-3 9-7-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.22 9-11 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.50 8-9 >672 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 141 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-12. .. WEBS 1 Row at midpt 4-12.6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12=1390/0-5-8,8=1114/Mechanical Max Harz 12=67(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-13=-1790/0, 5-13=-1713/9, 5-14=-1707/23, 6-14=-1780/0, 7-15=-262/12, 7-8=-252/55 BOT CHORD 11-12=0/1733, 10-11=0/1345, 10-16=0/1345, 16-17=0/1345, 9-17=0/1345, 8-9=0/1738 WEBS 2-12=-370/97, 4-12=-1932/105, 5-11=0/494, 5-9=0/509, 6-9=-256/106, 6-8=-1729/0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-14, Interior(1) 3-14 to 174-4, Exterior(2) 174-4 to 20-6-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE Coa.t yry 9 OFESS/0N { Q I 1M tz EXP. 12131/20a6.R? Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with n4Tek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the %f, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 night. r:A QSA10 Job ., Truss Truss Type Qty Ply Lokan Residence LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud R45291404 1506-095 COS Common 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.51 9-10 >663 180 Job Reference (optional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:26:57 2015 Page 1 ID:_aXNiOTkN5VcIVFWN?d 1 Xyzl HA3-bXkThm9ZgWLrcWm?3_iCZdPfoJwpcnwtl BjSyjJmS 74-10 14-5-12 21-4-9 28-6-14 7-4-10 - 7-1-2 6-10-13 7-2-5 4x4 Scale = 1:49.6 4x5 = 10 6 3x6 = 3x4 = 3x6 = 3x4 = 3x6 = 9-7-7 18-11-7 28.6-14 9-7-7 9-3-15 9-7-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.22 7-9 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.51 9-10 >663 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 133 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-10,4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=1131/0-5-8, 6=1131/Mechanical Max Harz 10=64(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-306/12, 2-12=-1879/16, 3-12=-1799/32, 3-13=-1744/31, 4-13=-1820/16, 5-14=-263/11, 1-10=-271/55, 5-6=-252/54 BOT CHORD 9-10=-8/1844, 8-9=0/1386, 8-15=0/1386, 15-16=0/1386, 7-16=0/1386;-6-7=-4/1771 WEBS 2-9=-287/105, 3-9=0/560, 3-7=0/503, 4-7=-253/104, 2-10=-1787/4, 4-6=-1765/8 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. ll; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-5-12, Exterior(2) 14-5-12 to 17-5-12 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. QR0F ESS/0N 6) Refer to girder(s) for truss to truss connections. q, 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. t� 764 BUTTE COUNTY * y EXP. 12!3112016 m BUILDING i3APON AP OVEL T�TFOFCA\- ��\P 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 01H612015 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ai9 Job 1. Truss Truss Type City Ply Lokan Residence 9-7-7 9-3-15 9-7-7 LOADING (psf) SPACING- 2-0-0 CSI. 845291405 1506.095 C06 Common 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.51 9-10 >663 180 Job Reference (optional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 4x4 �1 7-4-10 7-1-2 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:26:58 2015 Page 1 I D:_aXNiOTkN5VCIVFWN?d t Xyz1 HA3-3jHsv6ACOgTiEgOzZnVDFQ6o928YfGsx9XmkFuyjJmR 4x5 = 6-10-13 7.2.5 Scale = 1:49.6 10 6 3x6 = 3x4 = 3x6 = 3x4 = 3x6 = 9-7-7 18-11-7 28-6-14 9-7-7 9-3-15 9-7-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.22 7-9 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.51 9-10 >663 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix) Weight: 133 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-10,4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 10=1131/0-5-8, 6=1131/Mechanical Max Horz 10=64(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-306/12, 2-12=-1879/16, 3-12=-1799/32, 3-13=-1744/31, 4-13=-1820/16, 5-14=-263/11, 1-10=-271/55, 5.6=-252/54 BOT CHORD 9-10=-8/1844, 8-9=0/1386, 8-15=0/1386, 15-16=0/1386, 7-16=0/1386, 6-7=-4/1771 WEBS 2-9=-287/105, 3-9=0/560, 3-7=0/503, 4-7=-253/104, 2-10=-1787/4, 4-6=-1765/8 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-5-12, Exterior(2) 14-5-12 to 17-5-12 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. ESS/O/V 6) Refer to girder(s) for truss to truss connections. okoF q, 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. CO �a 76428 BUTTE COUNTY � � EXP. 12/31/2016 ^� � BUILDING DIVI BION APPROV � sCIVIC OFC 1F�� ® WARNING - Verffy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. L a Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 , Job Truss Truss Type Qty Ply Lokar Residence TCLL 20.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.13 11-13 >999 240 R45291406 1506-095 Col Common Girder 1 2 Job Reference o tional 0— 1 cm0 rw0 wmor rc, nrvuort N i.n aouui 1— s dm co <u i o mirex inausuies, mc, -1 Aug 40 ru:<r:uu m w rage r ID:_aXNiOTkN5VCIVFWN?d1Xyz1 HA3-06PcKoBSyRjQT_aMhCYhKrB3Mspw79EDcgFrKnyjJmP 5-0-4 9-9-0 14-5-12 19-0-15 23-8-3 28-6-14 5-0-0 4-8-12 4-8-12 4-7-3 4-7-3 4-10-11 Scale = 1:48.7 4x4 = 4 15 ._ .. 14 ._ ... 13 _.. _. . --11 _" __ 10 �., �., 9 -, 829 1204 — 5x8 —JUS24 JUS24 3x4 —_ 5x6 = 4x8 —_ JUS24 JUS24 3x4 = JUS24 6x8 —_ JUS24 8x14 II JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 i 5-0-4 9-9-0 14-5-12 19-0-15 23-8.3 28-6-14 1! LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.13 11-13 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.37 11-13 >928 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(TL) 0.08 8 n/a n/a OF BCDL 10.0 Code IBC2012fTP12007 (Matrix) Weight: 338 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins, except BOT CHORD 2x6 OF No.2 G end verticals. WEBS 2x4 OF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-14,7-9: 2x4 OF No.2 G REACTIONS. (Ib/size) 15=3833/0-5-8, 8=4147/Mechanical Max Horz 15=62(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6756/0, 2-3=-6607/0, 3-4=-5358/0, 4-5=-5356/0, 5-6=-6446/0, 6-7=-6424/0; 1-15=-3431/0, 7-8=-3463/0 BOT CHORD 15-16=0/517, 16-17=0/517, 14-17=0/517, 14-18=0/6358, 18-19=0/6358, 13-19=0/6358, 13-20=0/6229, 20-21=0/6229, 12-21=0/6229, 12-22=0/6229, 11-22=0/6229, 11-23=0/6077, 23-24=0/6077, 10-24=0/6077, 10-25=0/6045, 25-26=0/6045, 9-26=0/6045, 9-27=0/406, 27-28=0/406, 28-29=0/406, 8-29=0/406 WEBS �-14=0/5951, 7-9=0/5783 0, 4-11=0/3087, 5-11=-1454/0.5-10=0/1040, 6-9=-277/51, BUTTE COUNTY NOTES- BUILDING DIV19ION 1) 2 -ply truss to be connected together with 10d (0.131 "xW) nails as follows: ; Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Btt h d t d fu 26 2 t d t09 0 0 am c or s connec a as o ows. x - rows s aggere a - - oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been for this design. QRQF ESS/O considered 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate DOL=1.60 �� grip 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 ro 2 76428 _F0 fit between the bottom chord and any other members. Of Q p X 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to for truss to truss EXP. 2131/2016 m girder(s) connections. 9) Provide metal plate or equivalent at bearing(s) 8 to support reaction shown. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP JUS24 (With 1 Od nails into Girder & IOd nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the Q left end to 28-0-12 to connect truss(es) to back face of bottom chord. OF 12) Fill all nail holes where hanger is in contact with lumber. CA A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02116/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 rain Job • Truss Truss Type Qty Ply Lokan Residence - 845291406 1506-095 C07 Common Girder 1 Job Reference o tional SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 26 2015 MiTek Industries, Inc. Fd Aug 28 10:27:00 2015 Page 2 I D:_aXNiOTkN5VcIVFWN7d 1 Xyzl HA3-OBPcKoBSyRjQT_aMhCYhKrB3Mspw79EDcgFrKnyjJmP LOAD CASE(S) Standard * 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 8-15=-20 Concentrated Loads (lb) Vert: 16=-408(B)17=-408(B)18=-408(B)19=-408(B)20=-408(B)21=-408(B)22=-408(B)23=-408(B)24=-408(B)25=-408(B)26=-408(8)27=-408(8)28=-408(8) 29=-408(B) BUTTE COUNTY BUIL®INC UI�'IS: N APPROVED. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02(16/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job, Truss Truss Type Oty Ply Lokan Residence " - Ud TCLL 20.0 Plate Grip DOL 1.15 R45291407 I 1506-095 C08 Common Girder 1 TCDL 10.0 Job Reference (Optional) brb r ems VLub Lumbers, ArvuersbUN UA sbuu/ [.Div s Jul ea euib mi i en mausmes, mc. — Hug 40 ru:u:uz cu w rage , ID:_aXNiOTkN5VcIVFWN9d1Xyzl HA3-yVXMIUDiU2z8iHkloca9PGHOvgUgb3PW38kyOfyjJmN 5-0-49-9-0 14-5-12 19-2-8 23-11-4 28-11-8 5-0-4 4-8-12 4.8-12 4-8-12 4-8-12 5-0-4 Scale = 1:49.1 4x4 = 15 14 13 - - — --n -- - lu - - 9 - -- 8 12x14 = 6x8 —_ JUS24 3x4 = JUS24 5x6 = 4x8 = JUS24 JUS24 3x4 = JUS24 6x8 = JUS24 1204 = JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 5-0-4 9-9-0 14-5-12 19-2-8 23-11-4 28-11-8 LOADING (psf) SPACING- 2-0-0CSI. DEFL. in (loc) I/def! Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.13 10-11 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.69 Vert(TL) -0.39 10-11 >889 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 grip (Matrix) . 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 O {}76428 in fit between the bottom chord and any other members. p LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud/Std G *Except* BOT CHORD 1-14,7-9: 2x4 OF No.2 G REACTIONS. (Ib/size) 15=3890/0-5-8, 8=4120/0-5-8 Max Harz 15=-60(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6869/0, 2-3=-6746/0, 34=-5512/0, 4-5=-5512/0, 5-6=-6757/0, 6-7=-6900/0, PLATES GRIP MT20 220/195 Weight: 341 Ib FT = 20% Structural wood sheathing directly applied or 5-4-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1-15=-3488/0, 7-8=-3499/0 BOT CHORD 15-16=0/522, 16-17=0/522, 14-17=0/522, 14-18=0/6465, 18-19=0/6465, 13-19=0/6465, _ 13-20=0/6361, 20-21=0/6361, 12-21=0/6361, 12-22=0/6361, 11-22=0/6361, 11-23=0/6372, 23-24=0/6372, 10-24=0/6372, 10-25=0/6494, 25-26=0/6494, 9-26=0/6494, 9-27=0/545, 27-28=0/545, 8-28=0/545 WEBS 4-11=0/3181, 5-11=-1624/0, 5-10=0/1169, 3-11=-1610/0, 3-13=0/1157, 1-14=0/6055, 7-9=0/6062 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: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. RQFESS/O Q N, 4) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. 11; NNODR2c Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate DOL=1.60 grip COP\v61 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 O {}76428 in fit between the bottom chord and any other members. p 7) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 12/31/2016 m 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * k 9) Use USP JUS24 (With 10d nails into Girder & 1 Od nails into Truss) or equivalent, spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 28-0-12 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. CIVIL ��TF f� 1T�� BUTTE COUNTY V I 1 OFCAL� t�I i' LOADCASE(S) Standard BUILDING DIV1�K_)N Continued on paqe 2 A M M M WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 02/16/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job - . Truss Truss Type Qty Ply kan Residence 845291407 Lb 1506 Reference (optional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fd Aug 28 10:27:02 2015 Page 2 ID:_aXNiOTkN5VcIVF WN7d1 Xyz1 HA3-yVXMIUDiU2z8iHkloca9PGHOvgUgb3PW38kyOfyjJmN LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 8-15=-20 Concentrated Loads (lb) Vert: 9=408(F) 16= -408(F)17= -408(F)18= -408(F)19= -408(F)20= -408(F)21= -408(F)22= -408(F)23= -408(F)24= -408(F)25= -408(F)26= -408(F)27= -408(F) 28=-408(F) r J T BUTTE COUNTY BUILDING DIVISIO(q APPRU V ' -0 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the -a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Inw Haign+�, r.A a rAin r Job Truss Truss Type Qty PlyLokan Residence ' TCLL 20.0 Plate Grip DOL 1.15 TC 0.65 845291408 1506-095 C09 . Common 1 1 BC 0.59 Vert(TL) -0.54 9-10 >639 180 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) SfS I EMS PLUS LUMBER, ANDERSON CA 96007 /.wu s JUI Ltl 2015 MiTek Industries, Inc. Fri Aug Ltl IU:2/:03 205 rage 1 I D:_aXNiOTkN5VcIVFWN7d 1 Xyzl HA3-Qh5lypEKFM6_KRJxMK5OyTpef3gTKXxg loUVw6yjJmM 7-0-10 14-5-12 21.6-14 28-11-8 1-4-10 7-1-2 7-1-2 7-4-10 Scale = 1:50.3 3x6 �I 4x5 = 3 10 - - - 6 3x6 = 3x4 = 3x6 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.23 7-9 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.59 Vert(TL) -0.54 9-10 >639 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 134 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-10,4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=1147/0-5-8,6=1147/0-5-8 Max Horz 10=62(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-308/11, 2-12=-1907/14, 3-12=-1828/30, 3-13=-1828/30, 4-13=-1907/14, 5-14=-308/11, 1-10=-272/55, 5-6=-272/55 BOT CHORD 9-10=-4/1874, 8-9=0/1424, 8-15=0/1424, 7-15=0/1424, 6-7=-0/1874 WEBS 3-7=0/552, 4-7=-286/106, 3-9=0/552, 2-9=-286/106, 2-10=-1818/6, 4-6=-1818/6 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. Il; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-5-12, Exterior(2) 14-5-12 to 17-5-12 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPROVED QFtOFESS/ON �2 ) t� 76428 Tn * EXP. 12131/2016 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02116/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critefla, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Lokan Residence LOADING (psf) SPACING- 2-0-0 - DEFL. in (loc) I/defl Ud R45291409 1506-095 C10 Common 2 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.42 17-18 >816 180 Job Reference (optional) era a rima rwa wmocrt, r,rvucnavry i.n nouur -9 rnya 14-7-8 - ID:_aXNiOTkN5VcIVFWN?d 1 Xyzl HA3-utf7A9FyOgErybu7v l cdUhMtkTBj3wYpXSD 2TYyjJmL 1-0 25-10-2 31-97-4 8 5-9-2 -8-1 20-12 -9-2 52 3-143-14-0 590 2 4.00 12 6 Scale = 1:57.0 19 18 17 " — 14 13 12 2x4 II 6x6 = 3x6 = 3x6 = 6x6 2x4 II 2-10-8 3-1 8-10-6 14-7-8 20-1-0 25-10-2 31-7-4 3 -1 -0 34-8-8 2-10-8 0- - 2 5-9-2 5-9-2 5-5-8 5-9-2 5-9-2 0- -12 2-10-8 Plate Offsets (X,Y)— I6:0-2-0,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.25 17-18 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.42 17-18 >816 180 �+ Q 1t! L Zje BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Uniform Loads (plf) Vert: 16=60,s-11=-so,1-11=-zo Lj APP APPROVE' Weight: 158 Ib FT = 20% - LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G 1 .. TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (Ib/size) 12=1438/0-5-8,19=1438/0-5-8 guide. Max Horz 19=-49(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-1935/0, 3-20=-1928/0, 3-4=-1880/0, 4-21=-1818/18, 5-21=-1736/21, 5-6=-344/54, 6-7=-344/54, 7-22=-1736/21, 8-22=-1818/18, 8-9=-1880/0, 9-23=-1928/0, 10-23=-1935/0 BOT CHORD 17-18=0/1783, 16-17=0/1678, 15-16=0/1678, 14-15=0/1678, 13-144/1783 WEBS 7-14=0/269, 8-14=-306/134, 8-13=-253/85,10-13=-30/1929,10-12=-i305/103, 5 -17=0/269,4 -17=-306/134,4-18=-253/85,2-18=-30/1929,2-19=-1305/103, 5-7=-1415/0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-5-10,Interior(1) 3-5-10 to 17-4-4, Exterior(2) 174-4 to 20-9-14 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) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.F ESS /�N 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 QUO fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. y�IN-40 �I tQ► �� Q �` 2 �' 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.76428 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 8 Ib up at 174-4 �+ Q 1t! L Zje on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). X � � EXP. 12131/2016 BUTTE COUNTY LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.15,Plate lncrease=1.15 BUILDING DIVISION Uniform Loads (plf) Vert: 16=60,s-11=-so,1-11=-zo Lj APP APPROVE' CIVIL �P FOFCA_ Continued on Daae 2 0 WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane _ Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Qtrus]Helghtq CA aseiD Job Truss Truss Type ,Qty Ply Lokan Residence R45291409 1506-095 C10 Common 2 1 • Job Reference o tional SYSTEMS PLUS LUMBER, ANDERSON CA 96007 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6=-100(F) z r.Dou s uw m cvi D mi i eK mausmes, mc. rn Hug za iu:e r:vo to io rage I D:_aXNiOTkN5VcIVFWN?d 1 Xyz1 HA3-M4DVNVFbnzMiZISKT17s1 uv2UtXyoNozm6zc?_yjJmK BUTTE COUNTY BUILDING DIVISION APPR E 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/15/2015 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the r erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lana Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. ' Sults 109 rit­ql­!pllihN CA DrAlln Job Truss Truss Type Qty Ply Lokan Residence 25-10-2 31-10-0 2-10-8 0-2-J2 2 5-9-2 5-9-2 5.5-8 845291410 1506-095 C11 Common 4 1 Job Reference (notional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fd Aug 28 10:27:06 2015 Page 1 ID: aXNiOTkN5VcIVFWN?d 1 Xyzl HA3-gGmtarGDYHUZBv 1 W 1 Se5Z6RAyHtgXgt6_mi9XRyjJmJ 3-1-4 8-10.6 14-7-8 17-4-4 20-1-0 25.10-2 31-10-0 3-11 5-9-2 5-9.2 2-8-12 2-8-12 5-9-2 5-11-14 Scale = 1:53.8 nnn 16 15 14 '" 12 11 10 2x4 II 5x6 = 3x6 = 6x6 = 11� 2-10.8 3. B-10-6 14-7-8 20-1 0 25-10-2 31-10-0 2-10-8 0-2-J2 2 5-9-2 5-9-2 5.5-8 5-9-2 5-11-14 Plate Offsets (X,Y)-- f6:0-2-0,Edgel f15:0-3-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.26 11-12 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.46 11-12 >744 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 150 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) 16=1455/0-5-8,10=1180/0-5-8 Max Harz 16=65(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1966/0, 3-4=-1910/0, 4-17=-1876/26, 5-17=-1785/28, 5-6=-353/55, 6-7=-347/57, 7-18=-1789/38, 8-18=-1880/36, 8-19=-2021/0, 9-19=-2082/0, 9-10=-1118/38 BOT CHORD 14-15=0/1812, 13-14=0/1741, 12-13=0/1741, 11-12=0/1926 WEBS 7-12=0/293, 8-12=410/76, 5-14=0/272, 4-14=-295/153, 4-15=-264/88, 2-15=-38/1954, 2-16=-1320/104, 5-7=-1449/9, 9-11=0/1801 Structural wood sheathing directly applied or 4-4-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-1-4, Interior(1) 3-1-4 to 17-44, Exterior(2) 1744 to 20-6-7 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) All plates are 3x4 MT20 unless otherwise indicated. 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, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 Ib down and 8 Ib up at 1744 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 p I p 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 BUTTE COUNTY Uniform plf) BUILDING ®IV; ION Veert:rt:1 1--6=-60, 6-9=-60, 1-10=-20 Concentrated Loads ( A P P � ' D' Vert: 6=-100(F)F) Q?,pF ESS/ON G) GO �t�� 764 �+ tYIXp X \� EXP. 12/31/20169 TFOF WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/10/2015 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the llt erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria,. VA 22314. Sulte 109 Job Truss Truss Type Qty Ply Lokan Residence Plate Offsets (X,Y)— [1:0-3-8,Edge), [1:04-12, Edge], [2:0-7-0, Edge], [9:0-7-12,0-2-8], [27:0-1-14,0-1-0], [29:0-1-14,0-1-0], [31:0-1-14,0-1-0], [39:0-1-13,0-1-0], [42:0-1-13,0-1-0], 145:0-1-13,0-1-01.f47:0-2-0,0-0-51 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=32ft; eave=411; Cat. II; 845291411 1506.095 C12D GABLE 1 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.05 Job Reference (optional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:27:12 2015 Page 1 I D:_aXNiOTkN5VcIVF WN7d 1 Xyz1 HA3-fQ88ruL_77EjvgVgNjlVpNhE6i_ixYE_Ni9T14yjJmD 3-0-4 10-6-0 17-4-4 24-5-6 31-10.0 3.0-4 7.6-0 6-10.0 7-1-2 7-4-10 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 4x8 11 3x5 % 3x4 5- 3x5 . o� F'—' — _ 3x4 6 �,._ Scale = 1:57.5 3x4 = 18 17 16 15 14 13 12 11 4x4 = 3x4 = 3x8 = 10 4x4 = 504 II 2-10-8 3- 10-6-4 17-4-4 1 -2- 24.5-6 31-10-0 2-10-8 0-1-12 7-6-0 6.10-0 0-9-1 6-3-6 74-10 Plate Offsets (X,Y)— [1:0-3-8,Edge), [1:04-12, Edge], [2:0-7-0, Edge], [9:0-7-12,0-2-8], [27:0-1-14,0-1-0], [29:0-1-14,0-1-0], [31:0-1-14,0-1-0], [39:0-1-13,0-1-0], [42:0-1-13,0-1-0], 145:0-1-13,0-1-01.f47:0-2-0,0-0-51 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=32ft; eave=411; Cat. II; LOADING (psf) SPACING- 2-0-0 CSI. cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.05 9-10 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.26 truss a live of on the bottom chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Vert(TL) -0.16 9-10 >997 180 Q EXP. 12/31/2016 m BCLL 0.0 ' Rep Stress Incr YES WB 0.87 * Horz(TL) 0.01 9 n/a n/a 16=129. 11 "Semi-rigid Itchbreaks including heels" Member end fixi model was used in the analysis and design of thi ! )' g p' 9 fixity v s WA ®ING DIVISION BCDL 10.0 Code IBC2012fTP12007 (Matrix) Weight: 250 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. All bearings 15-3-8 except Qt=length) 9=Mechanical, 11=0-3-8. (lb) - Max Horz 18=61 (LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 18, 12 except 16=-129(LC 3) Max Grav All reactions 250 Ib or less at joint(s) 15, 14 except 18=522(LC 21), 17=547(LC 21), 12=920(LC 1), 9=453(LC 22), 11=285(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=0/266, 5-56=0/285, 6-56=0/346, 6-57=0/348, 7-57=0/288, 7-58=-501/17, 8-58=-561/0.8-9=-384/49 BOT CHORD 11-12=0/476, 10-11=0/476 WEBS 2-18=-390/140, 4-17=-389/92, 6-12=-551/56, 7-12=-822/29, 7-10=0/273, 8-10=0/313 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=32ft; eave=411; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-4, Interior(1) 3-0-4 to 17-4-4, Exterior(2) 17-4-4 to 20.6-7 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 koF ESS/0 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Q Nq, Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. CZ 5) Gable studs spaced at 1-4-0 oc.co C-3 �2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This has been designed for load 20.Opsf in Q Q 76428 g{� utY truss a live of on the bottom chord 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 20% has been for lumber Q EXP. 12/31/2016 m plate rating reduction of applied the green 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 joinr5u,8ri e�icq€vpU(] MITY 16=129. 11 "Semi-rigid Itchbreaks including heels" Member end fixi model was used in the analysis and design of thi ! )' g p' 9 fixity v s WA ®ING DIVISION IVI C� �.qT CA OF CAI.�F� q� g� APS" OWED AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 02116/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ghtq CA QSrLt, Job I Truss Truss Type Qty Ply Lokan Residence LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 845291412 1506.095 Doi Monopitch Structural Gable 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.16 5-6 >999 180 Job Reference (Optional) - - - - - --- SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:27:13 2015 Page 1 I D:_aXNiOTkN5VcIVFWN7d 1 Xyz1 HA3-7chX2EMcuRMaX_4sxOGkMaEOE5Kdg268bMv1 HXyjJmC 2.641 9-7-6 17-0-0 2.64 7-1-2 7-4-10 - 4.00 12 5x10 I Scale= 1:39.5 ' TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; 3x10 II 2 3x5 z�- HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED 8 3x4 = 3x4 = 5 3x4 = 4x4 = - 5x14 I 2- 0 8 3 1 9-7-6 17-0-0 2-10-8 0- - 2 6-6-2 7.4-10 Plate Offsets (X,Y)-- 12:0-2-8,0-1-121 15:0-7-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.05 5-6 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.16 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) Weight: 116 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, except BOT CHORD 2x4 DF No.1 &Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 8=813/0-5-8, 5=524/0-5-8 Max Horz 8=-126(LC 10) Max Uplift8=-17(LC 12) Max Grav 8=813(LC 1), 5=536(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-11=-691/0, 4-11=-752/0, 4-5=-467/38 BOT CHORD 7-8=0/656, 6-7=0/656 WEBS 2-8=-358/166, 3-8=-764/41, 3-6=0/263, 4-6=0/481 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 5.6-4, Interior(1) 5-6-4 to 16-10-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. QF ESS/ X41 5) A plate rating reduction of 20% has been applied for the green lumber members. Q� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8.��� �a bi�Q► 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.�C CO 'p� 2 {r; t 76428 i TT EXP. 12131/2016 ^7 BUTTE COUNT"' BUILDING ®aVi �(ai�' scjv)ii- AP N' f OFCPIU 0 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 02/16/2015 BEFORE USE. Masse Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Cit—Heigt-, CA AS81n Job ' Truss Truss Type Oty PlyLokan Residence 1.15 TC 0.52 TCDL 10.0 Lumber DOL 1.15 R45291413 1506-095 D02 � Common 3 1 Code IBC2012/TP12007 Structural wood sheathing directly applied or 6-0-0 oc purlins, except (Matrix) LUMBER - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Job Reference (optional) a i Amo rwo �urviocn, nrvucrcovry un nouw y n c Reye , ID:_aXNi0TkN5VclVFWN7d1Xyz1 HA3-boFvGaMEfkUR97f2V8ozuomYzVguPTBHgOeapzyjJmB ' 2-6-4 9-7-6 17-M 2-6-4 7-1-2 7-4-10 4.00 12 5x8 — Scale = 1:37.0 i 2x4 2 •. v 8 3x4 = 3x4 = - 53x4 II 3x4 = 4x4 = 2-10-89-7-6 17-0-0 2-10-8 6-8-14 74-10 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.52 TCDL 10.0 Lumber DOL 1.15 BC 0.28 , BCLL 0.0 ' Rep Stress Incr YES WB 0.71 BCDL 10.0 Code IBC2012/TP12007 Structural wood sheathing directly applied or 6-0-0 oc purlins, except (Matrix) LUMBER - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. TOP CHORD 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing BOT CHORD 2x4 DF No.1&Btr G ta�hu�rinn r,drlo WEBS 2x4 DF Stud/Std G DEFL. in (loc) ' I/deft Ud PLATES GRIP Vert(LL) -0.05 5-6 >999 240 MT20 220/195 Vert(TL) -0.16 5-6 >999 180 Horz(TL) 0.01 5 n/a n/a Weight: 94 Ib . FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ta�hu�rinn r,drlo REACTIONS. (Ib/size) 8=813/0-5-8, 5=524/0-5-8 Max Harz 8=-130(LC 10) Max Uplift8=-17(LC 12) Max Grav 8=813(LC 1), 5=536(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-11=-669/0,4-11=-729/0,4-5=A67/39 BOT CHORD 7-8=0/635, 6-7=0/635 WEBS 2-8=-352/168, 3-8=-748/42; 3-6=0/255, 4-6=0/473 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 5-6-4, Interior(1) 5-6-4 to 16-104 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 capable of withstanding 100 Ib uplift at joint(s) 8. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPROVE` QOFESS/0N Ir �� 0!; of Qf yc {Lj 2 * EXP.12/31/20�6AV "E�OFCAO1 t0 ' A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/1512015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the q ie erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �ll fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 rain Job Truss Truss Type oty PlyLokan Residence 3.8.12 13-1 -8 16-9-0 R45291414 1508-095 E01 - GABLE 1 1 0- - 2 2-10-8 Plate Offsets (X,Y)-- (1:0-3-8,Edge), [1:0-4-12, Edge], [2:0-7-0,Edge), (4:0-7-0, Edge], [5:0-3-8,Edge), [5:0-4-12, Edge], [10:0-2-8,0-1-0], [16:0-1-11,0-1-0], Job Reference (optional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:27:15 2015 Page 1 ID:_aXNiOTkN5VcIVF WN?d1 Xyz1 HA3-4?pHTwNs02cHmH DF3rJC R?JgOv3R84PR3gO8M PyjJmA 3-0-484-8 13-8-12 _ _ _ _ _ 16-9-0 3-0-4 54-4 5.44 3-04 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING I5 ALLOWED WITHIN 36" OF THE HEEL JOINTS. 3x4 % 4x8 II q.e Scale = 1:29.2 9 8 7 6 3x4 = 4x8 = LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud/Std G be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. All bearings 11-0-0 except (jt=length) 6=0-3-8, 6=0-3-8. (lb) - Max Harz 9=20(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 9, 6 Max Grav All reactions 250 Ib or less at joint(s) except 7=436(LC 1), 9=467(LC 21), 6=467(LC 22), 6=452(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown WEBS 3-7=-351/96, 4-6=-370/122, 2-9=-370/122 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0A, Interior(1) 3-0-4 to 8-4-8, Exterior(2) 8-4-8 to 11-4-8 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OF ESS/ 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 Q� ON fit between the bottom chord and any other members. .y101 8) A plate rating reduction of 20% has been applied for the green lumber members.�C 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 6. cij Cq 'p2 ) 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.76428 IY Of 0 M � EXP. 1213112016 m BUTTE COUNTY BUILDING DIVISION sT�T CIVI\- APS'" R®i/ D FOFCAOF ® WARNING - Vedly design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1.7473 rev. 02/16/2015 BEFORE USE. wo Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 2-10-8 3- 8-4-8 3.8.12 13-1 -8 16-9-0 2-10-8 0- - 2 5-4-4 5.4-4 0- - 2 2-10-8 Plate Offsets (X,Y)-- (1:0-3-8,Edge), [1:0-4-12, Edge], [2:0-7-0,Edge), (4:0-7-0, Edge], [5:0-3-8,Edge), [5:0-4-12, Edge], [10:0-2-8,0-1-0], [16:0-1-11,0-1-0], [18:0-2-8,0-1-0], [24:0-1-11 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.01 7-9 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 7-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 98 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud/Std G be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. All bearings 11-0-0 except (jt=length) 6=0-3-8, 6=0-3-8. (lb) - Max Harz 9=20(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 9, 6 Max Grav All reactions 250 Ib or less at joint(s) except 7=436(LC 1), 9=467(LC 21), 6=467(LC 22), 6=452(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown WEBS 3-7=-351/96, 4-6=-370/122, 2-9=-370/122 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0A, Interior(1) 3-0-4 to 8-4-8, Exterior(2) 8-4-8 to 11-4-8 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OF ESS/ 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 Q� ON fit between the bottom chord and any other members. .y101 8) A plate rating reduction of 20% has been applied for the green lumber members.�C 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 6. cij Cq 'p2 ) 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.76428 IY Of 0 M � EXP. 1213112016 m BUTTE COUNTY BUILDING DIVISION sT�T CIVI\- APS'" R®i/ D FOFCAOF ® WARNING - Vedly design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1.7473 rev. 02/16/2015 BEFORE USE. wo Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job I Truss Truss Type City Ply Lokan Residence Plate Offsets (X Y)-- [6:0-3-0.0-0-81, f8:0-3-0,0-0-81 LOADING (psf) SPACING- 2-0-0 845291415 1506.095 E02 Scissor 1 1 TC 0.23 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:27:17 2015 Page 1 I D:_aXNiOTkN5VcIVFWN9d 1 Xyzl HA3-ONxl ucP6yfs?ObNdAGLgW008njk3cxrkW_tEOlyjJm8 3-4-0 8-4.8 13-5-0 _ 16-9-0 3-0-0 5-0.8 5-0-8 3-4-0 Scale = 1:28.4 4x4 = 5x6 = 2.00 12 • 2-10-8 -0841-8 13-5-0 1 -10- 16-9-0 2-10-8 -5-8 5-0.8 5-0.8 0-5-8 2-10-8 Plate Offsets (X Y)-- [6:0-3-0.0-0-81, f8:0-3-0,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.06 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 65 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1 &Bir G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (Ib/size) 8=670/0-3-8, 6=670/0-3-8 guide. Max Harz 8=-21 (LC; 10) Max Uplift8=-27(LC 12), 6=-1(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-186/269, 2-9=-404/0, 3-9=-350/0, 3-10=-350/0, 4-10=-404/0, 4-5=-186/269 BOT CHORD 7-8=-294/205, 6-7=-294/206 WEBS 4-7=-49/614, 4-6=-531/101, 2-7=-50/614, 2-8=-531/101 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-24, Interior(1) 3-2-4 to 8-4-8, Exterior(2) 8-4-8 to 11-4-8 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 capable of withstanding 100 Ib uplift at joint(s) 8, 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPRO ED 9 OFESS/0N �� P �I NOCO � c t� 76428 vn Z Of X S EXP. 12131/20162 w SOF q WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE MII-7473 rev. 02H612015 BEFORE USE.El 12 Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Cat—HF,ighta, CA 4S610 Job Truss Truss Type Qty PlyLoka n Residence I/deft Ud ' Plate Grip DOL 1.15 R45291416 1506-095 F01 GABLE 1 1 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.17 10-11 >524 Job Reference (optional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:27:19 2015 Page 1 I D:_aXNiOTkN5VcIVF WN1dl Xyzt HA3-ym3oJIQN UH7jFvX01hN8brUTj WOY4rRO_I MLVAyjJm6 3-0 4 10 4-0 11-10-8 15-4-8 20-10-8 3-0 4 7-3-12 3-6-0 5-6-0 TOP CHORD NOTCHING ALLOWED IN AREAS scale = 1:36.8 WITH STACKED TOP CHORD ONLY; 802II HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 36" OF THE HEEL JOINTS. 3x10 11 45 3x4 11 10 2.00 12 5x14 II 5x8 = 2- 0.8 3- 10-0-8 19410 15-4-8 20-10-8 2-10-8 0- -12 7-0-4 0-3- 5-G-8 5-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.06 10-11 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.17 10-11 >524 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud/Std G BOT CHORD OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 7-5-8 except (jt=length) 8=0-3-8. (lb) - Max Harz 11=45(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 11 Max Grav All reactions 250 Ib or less at joint(s) except 8=322(LC 22), 11=491(LC 21), 10=913(LC 1), 10=913(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-31=-47/251, 3-31=-25/322, 4-32=-399/24, 6-32=439/12, 6-33=-391/0, 7-33=-448/0, 7-8=-283/32 WEBS 2-11=-351/151, 3-10=-427/94, 4-10=409/21, 4-9=-17/601, 6-9=-294/81, 7-9=0/277 PLATES GRIP MT20 220/195 Weight: 141 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 8-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING DTVI ,ION NOTES - 1) Unbaanced roof live los have been d for s desig. der 2) WindIASCE 7-10; Vulta110mph (3 secondlgust) Vasd=87mphnTCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; AEft, tCatRii, 0'V E® Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-4, Interior(1) 3-0-4 to 11-10-8, Exterior(2) 11-10-8 to 14-10-8 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry R0F ESS/0 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Q N 4) All plates are 2x4 MT20 unless otherwise indicated.�� �I�► 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Uj c7 'Q2 ) 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 {j Q 76428 _F0 ggtl fit between the bottom chord and any other members.{LI d' "I 8) A plate rating reduction of 20% has been applied for the green lumber members. Q 9) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity EXP. 12/31/2016 m of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. sT� CIU IL TFOF CA Q WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Ij fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Lokan Residence TCDL 10.0 Lumber DOL 1.15 BC 0.92 BCLL 0.0 ' Rep Stress Incr NO R45291417 1506.095 F020 Roof Special Girder 1 3 Job Reference (optional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 3-10.8 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:27:212015 Page 1 ID:_aXNiOTkN5VCIVFWN?d1Xyz1 HA3-u9AYkzSdOuNRUChOP6QcgGZnBKvNYgXJRcrSZ3yjJm4 3-7-0 1-6-8 3-6-0 4x6 11 5-6-0 Scale: 3/8"=1' 60 3x10 II JUS28 THD28-2 8x8 = 2.00 12 3-10-8 7-5-8 12-6-0 18-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 TCDL 10.0 Lumber DOL 1.15 BC 0.92 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 BCDL 10.0 Code IBC2012rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF No. 1&Btr G BOT CHORD 2x4 DF No. 1&Btr G *Except* 1-9: 2x8 DF No.2 WEBS 2x4 DF Stud/Std G *Except* 6-8:2x4 DF No.2 G SLIDER Left 2x8 DF No.2 4-0-9 REACTIONS. (Ib/size) 1=5789/0-5-8,7=3082/0-5-8 Max Horz 1=48(LC 7) DEFL. in floc) I/defl Ud PLATES GRIP Vert(LL) -0.08 9-10 >999 240 MT20 220/195 Vert(TL) -0.22 9-10 >988 180 Horz(TL) 0.08 7 n/a n/a 2x4 II Weight: 319 Ib FT = 20% S 11cs BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED FOR LOADS SHOWN IN NOTES. ALL NAIL HOLES MUST BE FILLED AS PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A MINIMUM OF 10d (.148" X 3") NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11089/0, 2-3=-8326/0, 34=-8285/0, 4-5=-8115/0, 5-6=-8169/0, 6-7=-3037/0 BOT CHORD 1-11=0/9704, 10-11=0/9704, 10-12=0/9794, 12-13=0/9755, 13-14=0/9714, 9-14=0/9571, 8-9=0/6607, 7-8=0/297 WEBS 2-10=0/3537, 2-9=-2179/0, 4-9=0/4153, 4-8=0/1573, 6-8=0/7400 NOTES- BUTTE COUNTY 1) Special connection required to distribute bottom chord loads equally between all plies. BUILDING DIVISION 2) 3 -ply truss to be connected together with 10d (0.131 "xW) nails as follows: ppp��� �8�pp ��yy yy�� s g� Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. APPROVED gig Q p�t p p Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. AA 99 �� V D Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP JUS28 (With 1 Old nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-24 from the left end to 6-24 to connect truss(es) to back face of bottom chord. 12) Use USP THD28-2 (With 16d nails into Girder & 1 Old nails into Truss) or equivalent at 6-10-8 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. Continued on Daoe 2 Q?,pF ESS/pN ��e P 1 N G) C 76428 gZ OC Of 0 X Y� EXP. 12/31/2016 m "YTF�_ \ �F CAS 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02116/2015 BEFORE USE. MANE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding go fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suits 109 Ms_CA QSAin Job Truss Type T�'-U-sl 1506-095 F02Dpecial Girder SYSTEMS PLUS LUMBER, ANDERSON CA 96007 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 113=-60, 4-6=-60, 1-9=-20, 8-9=-20, 7-8=-20 Concentrated Loads (lb) Vert: 11= -1094(B)12= -1111(B)13= -1111(B)14= -4126(B) Qty Ply' Lokan Residence 845291417 � 1 3 Job Reference(optional) 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:27:21 2015 Page 2 Ib:_aXNiOTkN5VcIVFWN?d1Xyz1 HA3-u9AYkzSdOuNRUChOP60cgGZnBKvNYgXJRcrSZ3yjJm4 BUTTE COUNTY BUILDING DIVISION APPRu v ® ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crltefla, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 581 r Job Truss Truss Type Qty Ply Lokan Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 9�L-111jB APPROVED TC 0.39 845291418 1506-095 Got Scissor 15 1 BC 0.14 Vert(TL) -0.08 5-6 >999 180 5) A plate rating reduction of 20% has been applied for the green lumber members. BCLL 0.0 ' Rep Stress Incr YES Job Reference 013tional SYSTEMS PLUS LUMBER, ANDERSON CA 96007 - 7.630 s Jul 28 2015 MiTek Industries, Inc. Fd Aug 28 10:27:22 2015 Page 1 ID:_aXNiOTkN5VcIVFWN?d 1 Xyz1 HA3-MLkwxJTFnCV16MGbzpxrDU6x_kQrHDjTgFa?5VyjJm3 5-6-0 - 11-0-0 5.6-0 5-6-0 Scale = 1:22.2 4x4 = I1111IT.Tlef 6 2x4 II 2.00 12 2x4 11 LOADING (psf) SPACING- 2-0-0 WEBS 1-5=-8/525, 3-5=-28/525 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 9�L-111jB APPROVED TC 0.39 Vert(LL) -0.02 5-6 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 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 BC 0.14 Vert(TL) -0.08 5-6 >999 180 5) A plate rating reduction of 20% has been applied for the green lumber members. BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.02 4 n/a n/a QRQF I N10 BCDL 10.0 Code IBC2012rTP12007 (Matrix) EXP. 12/31/2016 m Weight: 50 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, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (Ib/size) 6=428/Mechanical, 4=428/Mechanical Max Harz 6=-39(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-721/57, 7-8=-671/59, 2-8=-664/69, 2-9=-664/74, 9-10=-671/63, 3-10=-721/63, 1-6=-390/67, 3-4=-390/75 WEBS 1-5=-8/525, 3-5=-28/525 I 1p' BUTTE COUNTY NOTES- 1) Unbalanced roof live loads have been considered for this design. BUILDING DIVISION 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-6-0, Exterior(2) 5-6-0 to 8-6-0 zone; 9�L-111jB APPROVED 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ESS/O/v QRQF I N10 764 EXP. 12/31/2016 m * 1 CIVI\- OF CA`1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Kim Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Lokan Residence Plate Offsets (X.Y)- 11:0-3-8,Edgel [1:0-4-12 Edgel. [5:0-3-8 Edgel. 15:0-4-12 Edge], 16:0-7-0.0-8-81 [8:0-7-0.0-8-81, [11:0-2-0.0-0-81, [15:0-2-0.0-0-81 LOADING (psi) SPACING- 2-0-0 CSI. 845291418 1506-095 G02 GABLE 1 1 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Job Reference o tional SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fri Aug 28 10:27:23 2015 Page 1 . ID:_aXNiOTkN5VcIVFWN?d1Xyzl HA3-rX119frtYVd9kWrnXXS41heBG7nVOiKcvvKZeyyjJm2 r 3-4-0 84-8 13-5-0 16-9-0 31.0 5-0-8 5-0-8 3-4-0 TOP CHORD NOTCHING ALLOWED IN AREAS 4x6 II WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING I5 ALLOWED WITHIN 36" OF THE HEEL JOINTS. 3x4 3x4 Scale = 1:29.7 8 Zoo 12 12x14 = 6 12x14 = 2-10-8 4- 8-4-8 13-5-0 1 - 0- 16-9-0 9:4511 2.10-8 5-8 5-0.8 5-0.8 -5-8 2-10-8 Plate Offsets (X.Y)- 11:0-3-8,Edgel [1:0-4-12 Edgel. [5:0-3-8 Edgel. 15:0-4-12 Edge], 16:0-7-0.0-8-81 [8:0-7-0.0-8-81, [11:0-2-0.0-0-81, [15:0-2-0.0-0-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) Weight: 90 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF NoA&Btr G TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 11-0-0. Installation auide. (lb) - Max Horz 8=-20(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 8, 6, 11 Max Grav All reactions 250 Ib or less at joint(s) 11 except 8=491 (LC 21), 6=480(LC 22), 6=463(LC 1), 7=310(LC 1) BUTTE COUNTY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. t�' �+ ft y N TOP CHORD 1-2=-185/275, 4-5=-185/275 BUpI�L�DII�IIayDI I�.. IC BOTCWEBS 3-7=-393/112, 3-7=-393/112, 4-6 =350/108, 2-8=-361/113 ® P P y p�" EEC— NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45f ; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-2-4, Interior(1) 3-2-4 to 8-4-8, Exterior(2) 84-8 to 114-8 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. SOF ESS/0 5) Gable studs spaced at 1-4-0 oc. Q N 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P �� . 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 \v 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6, 11. IY eri!28r 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. EXP. 12/31/2016 m * , 1 101 * )FOCC A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MI fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 nrs cA asaln Job ` Truss Truss Type Qty Ply Lokan Residence 845291420 1506-095 HO1 GABLE - 1 1 Job Reference o tional SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fd Aug 28 10:27:25 2015 Page 1 I D:_aXNiOTkN5VcIVFWN7d 1 Xyz1 HA3-nwQ3aLV747ttzq_AeyUYr6kXTxRRUcZvMDpgigyjJmO 3-0-4 9-10-8 16-8-12 19-9-0 3-0-4 6-104 6-104 3.0.4 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 36" OF THE HEEL JOINTS. 3x4 % 4x8 II 3x4 Scale = 1:34.6 3x4 = 4x8 = 8 7 I� d 2-10-8 3 F4 9-10-8 1 16-8-12 16-1 -8 19-9-0 2-10-8 0- -12 6-10-4 6-104 0- _12 2-10-8 Plate Offsets (X,Y)-- 11:0-3-8,Edgel, 11:0-4-12.Edgel 12:0-7-0 Edgel [4:0-7-O.Edgel [5:0-3-8 Edgel, [5:04-12.Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.03 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) Weight: 120 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-0-0. (lb) - Max Harz 9=24(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 6, 9 Max Grav All reactions 250 Ib or less at joints) except 7=531(LC 1), 6=532(LC 22), 6=524(LC 1), 9=532(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. p WEBS 3-7=-399/107, 4-6=-417/132, 2-9=-417/132 BUTTE C0 r 7 NOTES BVOL®ING }' 1) Unbalanced roof live loads have been considered for this design. ,��/�y� BB��, p� 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft2davef-4"4 l0 II; ®(P°a° Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-4, Interior(1) 3-0-4 to 9-10-8, Exterior(2) 9-10-8 to 12-10- ne; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 14-0 oc. 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 ??O ESS/O/V 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 9. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. cij Cq 'p2 2 76428 1A Of EXP. 12/31/2016 m LP CIV11- �TFOF CA"l- ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02H612015 BEFORE USE. a Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the • ,{mac erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' ✓ni fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 ,i8hts, rA Assn Job Truss Truss Type Qty Ply Lokan Residence I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 845291421 1506.095 H02 Common 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.09 Job Reference (ootionall e r a i cma rwa Lumocrc, m­vry Im eouvr r.— s vw co Lv i o mi . ex muusmes, mc, rn mug ca Iv:L I:,. LV o rage , ID: _aXNiOTkN5VCIVFWN?d1Xyz1 HA3-F6_RnhWmgQ?kbzZMCf?nNKGeuLo?D1 K2btYDFGyjJm? 3-1-4 9-10-8 16.7-12 19-9-0 3-14 6-9-4 6-9-4 3-1-4 ' Scale = 1:33.0 4x4 = 3 9 3x4 = 4x8 = 6 2x4 11 2x4 I LOADING (psf) SPACING- 2-0-0CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.03 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) Weight: 79 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 6=790/0-5-8, 9=790/0-5-8 Max Horz 9=25(LC 11) Max Uplift9=-16(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-591/0.3-10=-519/0,3-11=-519/0,4-11=-591/0 WEBS 4-7=-66/579, 4-6=-668/131, 2-7=-66/579, 2-9=-668/131 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-1-4, Interior(1) 3-1-4 to 9-10-8, Exterior(2) 9-10-8 to 12-10-8 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 capable of withstanding 100 Ib uplift at joint(s) 9. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION AP @! QROF ESS/ON CIO uOj 2 2 7 A Of of 0 X EXP. 12/31/2016 m SOF CAI. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 0211612015 BEFORE USE. MAN or Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the -a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus HM htgcA ossln SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fn Aug 28 10:27:27 2015 Page 1 ID:_aXNiOTkN5VcIVFWN?d1 Xyz1 HA3-jlYp_l WObk7bC78YmMXOwXpkhl7NyUMCpXlmnjyjJm_ 7-0-0 14-0-0 7.0-0 - 7-0-0 Scale = 1:25.7 4x5 = 6 3x4 It 4x8 = 43x4 II LOADING (psf) Truss Truss Type Qty Ply Lokan Residence I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R45291422 ;�L 1103 Common 2 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.12 Job Reference (optional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Fn Aug 28 10:27:27 2015 Page 1 ID:_aXNiOTkN5VcIVFWN?d1 Xyz1 HA3-jlYp_l WObk7bC78YmMXOwXpkhl7NyUMCpXlmnjyjJm_ 7-0-0 14-0-0 7.0-0 - 7-0-0 Scale = 1:25.7 4x5 = 6 3x4 It 4x8 = 43x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.04 5-6 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.12 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 63 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) 6=548/0-5-8, 4=548/0-5-8 Max Horz 6=41 (LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-738/27, 7-8=-674/28, 2-8=-665/42, 2-9=-665142, 9-10=-674/28, 3-10=-738/27, 1-6=-485/65, 3-4=-485165 WEBS 1-5=0/466, 3-5=0/466 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APV Q?,pF ESS/0N IN d® iy� A2 CO c w 7 "A cr-, 0 o X *\ EX 12/31/2016 1s� CjV111L. �OFCAL' its WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 02116/2015 BEFORE USE. a Design valid for use only with PAiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Lokan Residence TCLL 20.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.03 8-9 >999 240 R45291423 1505-095 H04 Common Girder 1 2 Job Reference (optional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 3-7-12 3-4-4 7.630 s Jul 28 2015 MiTek Industries, Inc. Fd Aug 28 10:27:28 2015 Page 1 ID:_aXNiOTkN5VCIVFWN7d1Xyz1 HA3-BV5BCNXOM2FRgHjkJ42FSILvLBPFhp6L2B1 K19yjJIz 4x4 = 3-4-4 3-7-12 Scale = 1:26.0 10 4x4 II HUS26 8x8 = JUS24 3x8 = JUS24 HUS26 3-7-12 344 344 3-7-12 Plate Offsets (X.Y)— f6:Edge.0-3-81, f7:0-3-8,0-4-01. f9:0-3-8.0-4-01 64x4 II LOADING (psi] SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.03 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.09 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix) Weight: 158 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 OF No.2 G end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=2756/0-5-8, 6=1509/0-5-8 Max Horz 10=39(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3886/0, 2-3=-2733/0, 3-4=-2743/0, 4-5=-2396/0, 1-10=-2244/0, 5-6=-1428/0 BOT CHORD 10-11=0/370, 9-11=0/370, 9-12=0/3646,12-13=0/3646, 8-13=0/3646, 8-14=0/2237, 7-14=0/2237 WEBS 3-8=0/1488, 4-8=0/503, 4-7=-511/0, 2-8=-1315/0, 2-9=0/951, 1-9=0/3395, 5-7=0/2152 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: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-1-4 from the left end to 4-1-4 to connect truss(es) to back face of bottom chord. 10) Use USP JUS24 (With 10d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 1-10-0 oc max. starting at 6-14 from the left end to 7-114 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 6-10=-20 " Continued on Daae 2 BUTTE COUNTY BUILDING DIVISION AP�ri V QFtOF ESS/0N CO �2 Z ��4 " Of Of 0 X EXP. 12/31/2016 m j� CIV11. �OFCAL' A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. NJ Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - ���LLKSSddd fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite'312, Alexandria, VA 22314. Suite 109 Weight, Job Truss Truss Type 1506-095 H04 Common Girder SYSTEMS PLUS LUMBER, ANDERSON CA 96007 - LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=-1110(B)12=-111O(B)13=-433(6)14=-516(8) r Qty Ply Fjob n Residence R45291423 1 2 Reference (optional) 7.630 s Jul 28 2015 MiTek Industries, Inc. Fd Aug 28 10:27:28 2015 Page 2 ID:_aXNiOTkN5VcIVFWN?d1 Xyz1 HA3-BV5BCNXOM2FRgHjkJ42FSILvL8PFhp6L2B1 K19yjJlz BUTTE COUNTY BUILDING DIVISION APPROVED A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/18/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the -. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type - Qty Ply Lokan Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 R45291424 1506-095 Vol Valley 1 1 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress.lncr Job Reference (optional) a JTJICMJ YLUJ LUMOCR, XIVUCRJVIV VX yODU/ 5-1-11 5-1-11 4x4 = 3 ID:_aXNiOTkN5VcIVFWN?d 1 Xyz1 HA3-fhfaPiYe7LNISRIxtnZU?yuDDYpRORTVHrntgbyjJly 10.3-6 5.1.11 Scale = 1:16.6 ' 8 7 - 6 - 2x4 2x4 II 2x4 II 2x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress.lncr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL . 10.0 Code IBC2012rrP12007 (Matrix) Weight: 30 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 Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-3-6. (lb)- Max Harz 1=-11(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 7 „ Max Grav, All reactions 250 Ib or less at joint(s) 1, 5, 7 except 6=271 (LC 1), 8=271 (LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-10-13 to 4-0-0, Interior(1) 4-0-0 to 5-1-11, Exterior(2) 5-1-11 to 8-1-11 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) 7. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I BUTTE COUNTY BUILDING DIVISION AOVED Q1�OFESS/0N CO7 EXP. 12/31/2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. — a Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the • o erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 J Job Truss Truss Type Qty Ply in (lac) I/deft L/d TCLL 20.0 Plate Grip DOL 1.15 FLokanidence1506095 Vert(LL) V02 Valley 1845291425 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) n/a n/a ence (optional) .STS 1 tM5 PLUS LUMbtK, ANULKSUN UA Vb00/ /.b30 s JUI La LOIb MI I ex Inauslnes, Inc. 1-n Aug 20 1027:30 2015 Pagel ID:_aXNiOTkN5VcIVFWN?d1Xyzl HA3-7tDyd2ZGufV93bt7RV4kYARPEy3s9uleWVWQN2yjJIx 3-1-11 6-3-6 3-1-11 3-1.11 3x4 = 4.00 Fi2 2 Scale = 1:11.8 2x4 % LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2012(TPI2007 (Matrix) - LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 OF Stud/Std G REACTIONS. (Ib/size) 1=179/6-3-6,3=179/6-3-6 Max Horz 1=6(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2x4 PLATES GRIP MT20 220/195 Weight: 15 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp B; 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPVu QFiOFESS/ON co 7f EXP. 12/31/2016 m clV11 �OFCAL A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/18/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Qtni, Height, CA A'Rln Job Truss Truss Type Qty Ply Lokan Residence I/deft Ud - Plate Grip DOL 1.15 845291426 1506-095 V03 Valley 1 1 1 Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a Job Reference o tional 5T5I tMJ PLUS LUMUtK, ANMKS'UN L:A UbUU/ /.B3U s Jul 26 2075 M11 eK industries, Inc. Fn AUg 26 10:27:31 2075 Pagel ID_aXNiOTkN5VcIVFWN7d1Xyz1HA3-c4nKgOZufzdOhISJ?Cbz4NzZaMVnuLvnk9G_vUyjJlw 6-10-10 - 13-9-4 ` 6-10-10 6-10-10 - .. Scale = 1:22.3 4x4 = 3 8 7 6 3x4 2x4 I 2x4 II 2x4 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 40 Ib FT = 20% 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 Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. All bearings 13-94. (lb)- Max Horz 1=15(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7.except 6=288(LC 22), 8=288(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-10-13 to 4-0-0, Interior(1) 4-0-0 to 6-10-10, Exteri6r(2) 6-10-10 to 9-9-4 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DWIt—: � d QRpF ESS/ON Z /6426 EXP. 12/31/2016 m * , ..s A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the " erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 - eights r.A..95s1n Job Truss Truss Type Qty Ply Lokan Residence I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 R45291427 1506-095 VO4 Valley 1 1 Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a Job Reference (optional) b7b 1 tMb NLUb LUMU K, ANULKAUN t A etiUUr 4-10-10 4.00 12 „ 1. sJul Le LU 1. MI r—...........— C' -9 lU -!J. ID:_aXNiOTkN5VcIVFWN?d1Xyz1 HA3-4GLi2kaWQGItJu1 WYw6CdbWkTm2dnCxzp?XRwyjJly 4x4 = 4-10-10 Scale = 1:18.0 8 7 6 2x4 2x4 II 2x4 II 2x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G BRACING- TOPCHORD BOT CHORD REACTIONS. All bearings 9-9-4. (lb) - Max Harz 1=10(LC 11) Max Uplift All uplift 100 Ib or less at joints) except 7=-132(LC 1) Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7 except 6=287(LC 1), 8=287(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-10-13 to 4-0-0, Interior(1) 4-0-0 to 4-10-10, Exterior(2) 4-10-10 to 7-10-10 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 132 Ib uplift at joint 7. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISAA' VIL- ESS/0N0N 11410 co coOf Of �2 Z tu EXP. 12/31/2016 m jCIVIC \FOF CA\' A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02116/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Lokan Residence rR45291428 LOADING (psf) •- CSI. DEFL. in (loc) 1508.095. V05 Valley - 1 1 TC 0.04 Vert(LL) n/a n/a 999 MT20 220/195 Job Reference (optional) JTJ I CMJ VLUJ LUM=K, ANUCK,UN UA aODUt /.OJU S JUI LO LUIO MI I eK Ina USmes, Inc. rn Aug La Iu:L/:JL LU IO rage 1 ID:_aXNiOTkN5VcIVFWN7d1Xyz1 HA3-4GLi2kaWQGItJu1 WYw6CdbWlxmn8dnoxzp9XRwyjJly 2-10-10 5-9-4 2-10-10 2-10-10 Scale = 1:10.9 3x4 = 4.00 F12 2 M 2x4 % 5-9-4 5-9-4 2x4 Plate Offsets (X.Y)-- 12:0-2-O.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix) Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF Stud/Std G BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-94 oc purlins. Rigid Ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. (Ib/size) 1=159/5-9-4, 3=159/5-9-4 Max Horz 1=5(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=451ft; L=24ft; eave=4ft; Cat. ll; Exp B; 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING i3MS�ON A P P"R 0 V E LE) QOF ESS/0N co `o �2 2 c 1 � of 0 X EXP. 12/31/2016 ,* ,,,r/ *• T 11 C ' 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 eight,, r.A AlAin MIM N�z 0 MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1506-095 Fax 916/676-1909 Lokan Residence The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R45291396 thru R45291428 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. QROFESS/% COco CO 2 2 7 1A Of elf 0 X * r EXP. 12/3112016 H BUTTE COUNTY BUILDIN August 28,2015 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the. truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY ra=�T BENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE S EET . BUILDING DIVI-e0-'\l -BOTTOM CHORD BRACING SHALL BE INSTALLED PER T R4SMNG,f�,EERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC EN i, &)&Nt. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. ` DROP TOP CHORD TRUSS MII/SAC -14 3/31/2004 PAGE 1 WITHOUT CONT. BEARING TRUSS CRITERIA: LOADING: 16-14-0-10 (PSF) / 30-15-0-10 (PSF) DURATION FACTOR: 1.25 / 1.15 SPACING: 24" O.C. TOP CHORD PITCH-- 3-8/12 LENGTH OF O.H & 12" MIN PAST THE SCARF 1 1/2"X3 1/2" NOTCH @ 24" O.C. ALONG ADDED 2X LUMBER 4x4— TOP CHORD-' TIE PLATES (TYP.) /BOTTOM CHORD \ \� BOTTOM CHORD PITCH— 04/12 GOA NOTE: (1). REF. TO INDIVIDUAL TRUSS DESIGN FOR LUMBER AND JT. PLATING INFO. (2). TIE PLATES FOR TOP CHORDS (M20) 2X4 @ 24" O.C. FOR 2X4 LUMBER 3X6 @ 24" O.0 -,FOR 2X6 LUMBER BUTTE COUNTY BUILDING DIM: i(j ,I 'APPROVED ® tVARNlNG • Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE M7r•7473 DE URS USE. Design vaW for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. AppUcabilily of design paromenlers and proper incorporation at component Is responsibilily of building designer - not Iruss designer. Bracing shown k for lateral support of Individual web members only. Additional temporary bracing to insure slablilly during conslruclion is the responslbllllly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. for general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, D58.89 and BCSII Building Component Safety Infarmation ovolloble from Truss Plate Institute, 583 D'Onolrlo Drive, Madison, WI 53719. MITek Industries, Inc. Western Division � ONI /Y, NO. C76428 EXP, 12.31-16 CMI. OF CAfL� OtL 14AY 14 2015 7777, Greenback lane Suite 109 Citrus Heights, CA, 0561 Q W M ITeke FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY2 (BEVELED BOTTOM CHORD) -nF-7O .® 0 00 0 0o GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. \ MiTek USA, Inc. Page 1 of 1 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 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 Y 13 12 BEVEL VALLEY. TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS 7 8 SEE DETAIL A, B4ORC BELOW (TYP.) 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2) 16d TOE NAILS DETAIL A 11 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 3-1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 20 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH r GABLE END, COMMON TRUSS OR GIRDER TRUSS 9 10 BEVEL VALLEY TRUSS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) BUTTE COUNTY BUILDING DIVISIGn! AP PR __ __ '' _ _ _ I f ----- ------ I II Ij jl - II II II 1� I � I II II 11 I 1' 'I 11 II 11 I' I I, II II I I' BASE TRt VALLEY TRUSS TYPICAL TYPICAL i ( 24" O.C. ) �I- 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 Y 13 12 BEVEL VALLEY. TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS 7 8 SEE DETAIL A, B4ORC BELOW (TYP.) 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2) 16d TOE NAILS DETAIL A 11 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 3-1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 20 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH r GABLE END, COMMON TRUSS OR GIRDER TRUSS 9 10 BEVEL VALLEY TRUSS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) BUTTE COUNTY BUILDING DIVISIGn! AP PR 7 i MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE aaaa (�) O OO 0 00 ID MiTek USA, Inc. 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 BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A I B I C I D BRACING MATERIAL TYPE C D 10'-0" 1610 1886 1886 2829 3143 3143 4715 2358 2358 3536 ~ 1886 1886 2829 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE 12'-0" 1342 1572 1572 2358;'1 4715 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 18'4" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. --sbeindusiry.com and vowlv.Ipinst.org .Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZES" TAI ICC RGA!`INr INCTAI I ATlnl (,I IMP —n 00nnl IrT CP=rIPWATIr1N TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE - ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 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 (0.131'12.5') FOR 1x4 BRACES, 2-10d (0.131'x 3') FOR 24 and 2x4 BRACES, AND 3.10d (0.131')0') 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 24 and 2x4 LATERAL BRACES, AND 3-10d (0.131'4') FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 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. --sbeindusiry.com and vowlv.Ipinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. g. TABULATED VALUES ARE BASED ON A DOL. = 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZES" TAI ICC RGA!`INr INCTAI I ATlnl (,I IMP —n 00nnl IrT CP=rIPWATIr1N TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) 3" CONT. BR LOADINgpsf) TCLL 50.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1 X4 OR 2X3 (TYP) VARIES TO COM. 12 TRUSS VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC/IRC TOP CHORD 2 X 4 DFL/SPF/HF - No.2 BOT CHORD 2 X 4 DFL/SPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD SHEATHING (BY OTHERS 3 1/2" "',1 1/2" NOTCH AT 24" O.C. (MIN.) TOP CHORD 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW 3x5 = �Q��� �0NI0yFA w �n psQ.. ,76428 D(P. '12-31-16 CNIL OF MITek Industries, Inc. Western Division 24' O.C. END �•I WALL uj IGID CEILING MATERIAL DETAIL A MAY 14 2019 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-011 STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 1 OF 2 3" CONT. BR LOADINgpsf) TCLL 50.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1 X4 OR 2X3 (TYP) VARIES TO COM. 12 TRUSS VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC/IRC TOP CHORD 2 X 4 DFL/SPF/HF - No.2 BOT CHORD 2 X 4 DFL/SPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD SHEATHING (BY OTHERS 3 1/2" "',1 1/2" NOTCH AT 24" O.C. (MIN.) TOP CHORD 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW 3x5 = �Q��� �0NI0yFA w �n psQ.. ,76428 D(P. '12-31-16 CNIL OF MITek Industries, Inc. Western Division 24' O.C. END �•I WALL uj IGID CEILING MATERIAL DETAIL A MAY 14 2019 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-011 2 16d - - 81 -611 - OVER 8'-6" 1 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 6-7-0 13-2-0 1-0-0 16 INCH O.C. 5-8—h 11 -le ' - - 24 INCH O.C. 4-8-0 X4-0 - - NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST, EXP. 8, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG, ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF B' -B". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" D.C. AND OF TRUSS IS NOT 2) NO LUMBER DEFECTS AL OWEDC T OR ABOUT NOTCHES. SHEATHED. BUTTE COUNTY 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANGBER LENG HER NOTCHING. BUILDING DIVISION Continued on page 2 AP ROV � 0 A WARNING • Verify d-Ign p—wnetem and READ NOTES ON TRIS AND INCLUDED A17TEK REFERENCE PACP AM 7473 BEFORE. USE. 7777 Greenback Lane S ItoDesign 10 valid for use only wilh MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Cllrus Heights, CA, 9581 Applicablilly of design paromenters and proper Incorporation of component Is responsiblGly of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Addilional lemporary bracing to Insure slablety during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding lobricallon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•69 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate institute, 5113 D'Onokio Drive, Madison, WI 53719. STANDARD GABLE END DETAIL MII/SAC - 20 1 4/27/2004 1 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2-10d, (TYP) �' •� SIMPSON A34 — OR EQUIVALENT + 45' LEDGER---STRONGBACK 2X4 No. 2 OR BTR 2X4 No. 2 OR BTR GABLE END sir 6'-3" MAX TO BEARING WALL 2X4 BLOCK 2X4 STUD OR BTR SPACED @ 6-0" O.C. SHALL BE PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHOF QS W/ 4- 10d NAILS. MAX. IENGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. NO. C76428 V E(P, 12-31-16 ALTERNATE BRACING DETAIL CNA. q�OF NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 1oD NAILS @ 6" O.C. 3;LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. MAY 14 2015 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. qqWTY SU DIVI$.40NA. ® iVARN/NG • Verify design parameters and READ NOTES ONTNIS AND INCLUDED MITEK.REFERENCE PAGE MU -7473 BEFORE USE. 77Suite 77 GOB reenbaek Lane Design valid for use only with M1ek connectors. This design Is based only upon parameters shown, and Is for an Individual building component, Citrus Heights, CA, 9581 Applicability of design paromenlers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage• delivery institute, and bracing, consull ANSI/TPII Quality Crilerla, DSB•S9 and BCSII Building Component �%� ����® Safety Information available from Truss Plate nstitute, 583 D'Onofdo Drive. Madison, INI 53719. BC U Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/;' 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 Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x -bracing, is always required. See SCSI. 1 " c1-2 c2-3 2. Truss bracing must be designed by an engineer. For " /16 4 WEBS ca9 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 0 m N p bracing should be considered. O U 3 ��� 3 O C) 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 0O 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 c6-7 c5-6 designer, erection supervisor, property owner and plates 0 -'Ag' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for 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 -131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Place type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the BUTTE COUNTY 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. BUILDING DIVISION 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING APPROVED or less, if no ceiling is installed, unless otherwise noted. 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 alter truss member or plate without prior approval of an engineer. reaction section indicates joint _ _ number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing Only. —y -- 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with I project engineer before use. Industry Standards: ' ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ( and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. '! ® is not sufficient. BCSI: Building Component Safety Information,r . / 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing 8. Bracing of Metal Plate _rt _ Connected Wood Trusses. I MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 RECEIVED - GREGORY A. PEITZ SEP 162015 ARCHITECT TRB AND ASSOCIATES ' t 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5719 PROJECT: a► K _ e I have reviewed the truss submittal for the above project and all loading design.criteria have been met. Gre eitz itect - h t - BUTTE COUNTY BUILDING DIVISION 'APPROVED -BUTTE CUNTY rf SEP 0 2 2015 yELO � SNT SERA CEirflFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lokan Residence Calculation Description: Compliance Calculation Date/Time: 12:54, Mon, Jul 06, 2015 Input File Name: Lokan Residence.ribd CFIR-PRF-01 Page 1 of 9 GENERAL INFORMATION 01 Building Complies with Computer Performance0 01 Project Name Lokan Residence [ a "v� + ��� This building incorporates featuresfi that require field testingt tr and/ortver��ificationYC by a11 certified HERS ratertti�s under/the supervision of a CEC-approved HERS provider. gff16E_ _ _ !L 02 Calculation Description Residence This building incorporates one or more Speciil Features shown below U Proposed Design Compliance Margin 03 Project Location Merlin Lane A a 1 O N 9- t A # C.10t �' Z 61.48 PIT 04 City Chico, CA 05 Standards Version Compliance 2015 06 Zip Code 95928 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4 (744) 10 Building Type Single.Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ftZ) 1503 15 Number of Zones 1 16 Slab Area (ft) 1503 17 Number of Stories 1�. U� o4eLi 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ft) N/A 21 Glazing Percentage (%) 29.3%_y+ - -10 ci7 %-n COMPLIANCE RESULTS 01 Building Complies with Computer Performance0 02 [ a "v� + ��� This building incorporates featuresfi that require field testingt tr and/ortver��ificationYC by a11 certified HERS ratertti�s under/the supervision of a CEC-approved HERS provider. gff16E_ _ _ !L ACS 03 This building incorporates one or more Speciil Features shown below U Proposed Design Compliance Margin Percent Improvement Space Heating A a 1 O N 9- t A # C.10t �' Z 61.48 PIT 0.2% DU I I r_ VVUIV I i USV"UrIVIr-IV I a FN.V1"C0 SFP 1 R 1015 Registration Number: 215-N0183883B-000000000-0000 Registration Date/Time: 2015-07-06 13:05:32 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 SEPI Q 2 2015, DE'VELSOPI1�E�ii' SERVICES HERS Provider: CaICERTS inc. Report Generated at: 2015-07-06 12:55:03 ENERGY USE SUMMARY CO r�E "O j�l i� �^ 04 05 gff16E_ _ _ i _ _ 07 . € y 08 Energy Use (kTDV/ftZ-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 61.62 61.48 0.14 0.2% Space Cooling 52.09 66.22 -14.13 -27.1% IAQ Ventilation 1.16 1.16 0.00 0.0% Water Heating 42.19 27.21 14.98 35.5% Photovoltaic Offset — 0.00 0.00 — Compliance Energy Total 157.06 156.07 0.99 Registration Number: 215-N0183883B-000000000-0000 Registration Date/Time: 2015-07-06 13:05:32 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 SEPI Q 2 2015, DE'VELSOPI1�E�ii' SERVICES HERS Provider: CaICERTS inc. Report Generated at: 2015-07-06 12:55:03 • CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lokan Residence Calculation Description: Compliance Calculation Date/Time: 12:54, Mon, Jul 06, 2015 Input File Name: Lokan Residence.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Cool roof • Window overhangs and/or fins HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 9 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: This is the sum of the annual TDV energy consumption for energy use componenfs�included inithe performance compliance approach for the Standard Design Building (Energy Budget) and the annual • IAQ mechanical ventilation on-site renewable energy system. Cooling System Verifications: I ReferencewEnergy Use Energy Design Rating Margin • Minimum Airflow Total Energy (kTDV/f2-yr)* '226.93— t �' 225.94 0.99 • Fan Efficacy Watts/CFM BUTTE COUNTY- HVAC Distribution System Verifications: Number of Bedrooms • Duct Sealing BUILDING DIVISION Domestic Hot Water System Verifications: ��� —None-- 1 ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use componenfs�included inithe performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title' -24 Part 6 (such as domestic appliances and consumer.electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. 04 I ReferencewEnergy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* '226.93— t �' 225.94 0.99 0.4% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Lokan Residence 1503 1 2 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 1 1503 9.5 Water Heater Registration Number: 215-N0183883B-000000000-0000 Registration Date/Time: 2015-07-06 13:05:32 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 Report Generated at: 2015-07-06 12:55:03 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lokan Residence Calculation Date/Time: 12:54, Mon, Jul 06, 2015 Calculation Description: Compliance Input File Name: Lokan Residence.ribd CFI R -PRF -01 Page 3 of 9 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation •Gross Area (ft2) Window & Door Area (W) Tilt (deg) Fwall Conditioned R19 Wall 0 Front 522.5 109.345 90 Bwall Conditioned R19 Wall 180 Back 524.7 203 90 Rwall Conditioned R19 Wall 270 Right 391.5 108.98 90 Lwall Conditioned R19 Wall 90 Left 391.5 39.3089 90 Kwall Conditioned—Attic Kwall R19 2 Ceiling (below attic) 1 Conditioned R38 Ceiling below attic 1508 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Asphalt RB Roof Ventilated 4 0.2 0.85 Yes Yes Ca CERTS,, nL0 HERS PROVI DER BUko/,v CoUN Go j�� V® Registration Number: 215-No183883B-000000000-0000 Registration Date/Time: 2015-07-06 13:05:32 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 Report Generated at: 2015-07-06 12:55:03 CER i IFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lokan Residence Calculation Description: Compliance Calculation Date/Time: 12:54, Mon, Jul 06, 2015 Input File Name: Lokan Residence.ribd CF1 R -PRF -01 Page 4 of 9 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading 2-3060 SH (bedroom 2) Window Fwall (Front -0) 3.0 6.0 2 36.0 0.34 0.28 Insect Screen (default) 5020 AWN (bath) Window Fwall (Front -0) 5.0 2.0 1 10.0 0.34 0.28 None 1969 S.L. Window Fwall (Front -0) 1.8 6.7 1 11.7 0.33 0.29 None 1969 S.L.-2 Window Fwall (Front -0) 1.8 6.7 1 11.7 0.33 0.29 None 2060 SH (m. bed) Window Fwall (Front -0) 2.0 6.0 1 12.0 0.34 0.28 Insect Screen (default) 2040 FX (m. bath) Window Fwall (Front -0) 2.0 4.0 1 8.0 0.33 0.29 None 2-3046 FX (kitchen) Window Bwall (Back -180) 3.0 4.5 2 27.0 0.33 0.29 None 2640 CSMT (laundry) Window Bwall (Back -180) 2.5 4.0 1 10.0 0.34 0.28 Insect Screen (default) 8080 S.G.D. Window Bwall (Back -180) 8.0 8.0 1 64.0 0.34 0.30 Insect Screen (default) 3-4070 SH (big rm) Window Bwall (Back -180) 4.0 7.0 3 84.0 0.34 0.28 Insect Screen (default) 3060 SH (m. bed) Window Bwall (Back -180), _ _ 3.06.0 .. 1 18.0 0.34 0.28 Insect Screen (default) 2-4070 SH (big rm) Window Rwall (Right -270) j ff 1 }� J[ 7.0 f+�,,2 N -56.0 0.34 0.28 Insect Screen (default) 4060 SH (m. bed) Window l Rwall (Rigt%-270) l 4#0 6.0 J1 11 i 24.0 0.34 0.28 Insect Screen (default) 3068 FR. (m. bed) Window i Rwalll (Right7270), r� * 3.0 6`7 i1_ X20.0 0.34 0.30 None 3030 CSMT Window -A Rwah (Right" -270)' --�` r 3 3 0 300 1+ 9.0 0.34 0.28 Insect Screen (default) 2040 FX (m. bath shwr) Window Lwall (Left -90) 2.0 4.0 1 8.0 0.33 0.29 None 2868 1/2 lite Window Lwall (Left -90) 2.7 6.7 1 17.8 0.34 0.30 1 None 3046 CSMT (kitchen) Window Lwall (Left -90) 3.0 4.5 1 13.5 1 0.34 0.28 1 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Front Dr Fwall 20.0 0.50 L7(� 8(J/t�<NECOON pP Registration Number: 215-N0183883B-000000000-0000 Registration Date/Time: 2015-07-06 13:05:32 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 Report Generated at: 2015-07-06 12:55:03 CER IFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lokan Residence Calculation Description: Compliance Calculation Date/Time: 12:54, Mon, Jul 06, 2015 Input File Name: Lokan Residence.ribd CF1R-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 2-3060 SH (bedroom 2) 3 2.3 4.8 46 0 0 0 0 0 2 3.7 6.2 0 5020 AWN (bath) 1.5 4.1 3.75 15 0 0 0 0 0 0 0 0 0 1969 S.L. 10 2.3 4.1 9 1 6 4 0.3 0 4 4 5 0 1969 S.L.-2 10 2.3 9 4.1 1 6 4 5 0 4 4 0.3 0 2060 SH (m. bed) 3 2.3 37 18 0 0 0 0 0 6.5 3.7 2.7 0 2040 FX (m. bath) 1.5 5.4 8 8 0 0 0 0 0 0 0 0 0 2-3046 FX (kitchen) 3 1 6 2 0 2 2.5 9.3 0 0 0 0 0 2640 CSMT (laundry) 3 2.3 30 17.5 0 4.66 5 3.5 0 0 0 0 0 8080 S.G.D. 1.5 3.4 4.5 4.5 0 0 0 0 0 0 0 0 0 3-4070 SH (big rm) 3 1 4.7 25 0 0 0 0 0 2 2.5 8.75 0 3060 SH (m. bed) 3 7 $ n 30 ��0r..-_, =--2, -- On 0 0 14.83 6 0.4 0 2-4070 SH (big rm) 1.5 5 f 25 i] 6:25 1� 0 t_, 11 4 Oil r = 3.257Z 0 0 0 0 0 4060 SH (m. bed) 4 < x\'2.3 1 .7 � 15�_-� ALO' , j;,3.83_ f7 411 I' 14.75 0 0 0 0 0 3068 FR. (m. bed) 4 2 3 X16 1- 't3.83 ''1 4-% I:9.8'; 0 0 0 0 0 3030 CSMT 1.5 2.3 y -2 a 4.3' " 0 -0 6� - 0' .� 0 0 0 0 0 2040 FX (m. bath shwr) 3 2.3 30 3 0 40 0 1 0 0 0 0 0 28681/2 lite 15 2.3 10 5.3 0 3.3 4 0.7 0 0 0 0 0 3046 CSMT (kitchen) 1.5 3.8 3.7 20 0 0 0 0 0 10 3 1 0 e� 50410v�C014 A�6/OAI Registration Number: 215-NO183883B-000000000-0000 Registration Date/Time: 2015-07-06 13:05:32 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 Report Generated at: 2015-07-06 12:55:03 CERtIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lokan Residence Calculation Date/Time: 12:54, Mon, Jul 06, 2015 Calculation Description: Compliance Input File Name: Lokan Residence.ribd CF1 R -PRF -01 Page 6 of 9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 �krea —( ) -1-f Perimeter (ft) rEdge Innsul. R -value & Depth Carpeted Fraction Total Cavity Winter Design f `� 1503`` Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Insulation Standby Loss Name Heater Element Type Tank pe • Cavity / Frame: no insul. 12x4 Efficiency Input Rating R -value (Fraction) Tankless .82 Propane • 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 R38 Ceiling below attic attic) Wood Framed Ceiling in. O.C. R 38 0.025 Over Floor Joists: R-28.9 insul. • Inside Finish: Gypsum Board • Cavity / Frame: R-19 / 2x6 R19 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.072 Exterior Finish: 3 Coat Stucco • Inside Finish: Gypsum Board Kwall R19 Interior Walls I Wood Framed Wall 2x6 @ 24 in. O.C. R 19 0.067 Cavity/Frame: R -19/2x6 SLAB FLOORS 01 02 03 04 05 06 07 Name Zone �krea —( ) -1-f Perimeter (ft) rEdge Innsul. R -value & Depth Carpeted Fraction Heated Slab On Grade Conditioned 1 f `� 1503`` C 202`.67 None 0.8 No BUILDING ENVELOPE - HERS VERIFICATION NA H E R S P R 0 V i D F R 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage ACH @ 50 Pa Not Required Not Required Not Required -- WATER HEATING SYSTEMS 01 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Water Heater - 1/1 DHW tit Standard Tankless .82 1 - none - WATER HEATERS 01 02V/`S03 04 05 06 07 08 e V� Tank Exterior Tank Volume Energy Factor or Insulation Standby Loss Name Heater Element Type Tank pe (gal) Efficiency Input Rating R -value (Fraction) Tankless .82 Propane Small Instantaneous 0 0.82 195000-Btu/hr 0 0 Registration Number: 215-N0183883B-000000000-0000 Registration Date/Time: 2015-07-06 13:05:32 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 Report Generated at: 2015-07-06 12:55:03 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lokan Residence Calculation Date/Time: 12:54, Mon, Jul 06, 2015 Calculation Description: Compliance Input File Name: Lokan Residence.ribd CFI R -PRF -01 Page 7 of 9 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution Water Heater - 1/1 -- — — -- — -- 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 System Furn 80 13 SEER - 11.3 EER HVAC Fan 1 Attic Default HVAC - HEATING UNIT TYPES 01 02 03 Name n /� . Efficiency Furn 80 r"�. 'CntrlFurnace rFuel-fired cerit'Nallfurnace 80 AFUE C\ 1 1 \ �_ 1' 1 1 11 \ t._. a 1 Lam—. IV I i 1 1 _1J R 11 IT 11 %\.__.a I HVAC - COOLING UNIT TYPES c: n iz r> o ,rpt x ai r -w Il= o 01 02 - 63 - _04 —05 06 07 Name Verified Airflow Efficiency Verified EER Multi -speed Verified Refrigerant Charge Name System Type EER SEER Zonally Controlled Compressor HERS Verification 13 SEER - 11.3 EER SplitAirCond 11.3 13 Not Zonal Single Speed 13 SEER - 11.3 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 13 SEER - 11.3 EER -hers -cool ;! Required 350 Not Required Not Required Not Required r�+ COI ji j. Z�b Registration Number: 215-N0183883B-000000000-0000 Registration Date/Time: 2015-07-06 13:05:32 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 Report Generated at: 2015-07-06 12:55:03 r CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lokan Residence Calculation Description: Compliance Calculation Date/Time: 12:54, Mon, Jul 06, 2015 Input File Name: Lokan Residence.ribd 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 Default DuctsAttic Sealed and tested 6 Attic None Attic Default -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 Default -hers -dist Required 6.0 Not Required Not Required Not Required Not Required --- HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION �'" Iii # e-" }17 V-1) --I �'" (C— II Iy1 01 1�� � i 1 � i r_�02 11 _) t 1111 11 [( 03 Name ��`� '" `Verified Fan WitttD a47 t/ — Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan C r N Z> I- R q ired_,J* V I A C rN 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 37.53 0.25 Default 0 Required e� 7 J/CO�� C®QAj '6 Registration Registration Number: 215-N0183883B-000000000-0000 Registration Date/Time: 2015-07-06 13:05:32 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-06232015-744 Report Generated at: 2015-07-06 12:55:03 P 'GtOTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Lokan Residence Calculation Description: Compliance Calculation Date/Time: 12:54, Mon, Jul 06, 2015 Input File Name: Lokan Residence.ribd 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 c�7e4 Company: Signature Date: Gregory A. Peitz Architecture 2015-07-06 13:05:32 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 submittedto the enforcement agency -for approval..with-this_building permit application. Responsible Designer Name: L �Lt Responsible Designer Signatute: m vCre� cPeifz Greg Peitz ` f7C ,, Company: HERS P Date.Signed: 20 07 06 3:0 Gregory A. Peitz Architecture 5 :32' Address: License: 383 Rio Lindo Ave C21283 City/State/Zip: Phone: Chico, CA 95926 530 894 5719 a� / Digitally signed by Ca10ERTS. This digital signature is provided m er�t( ecuce the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 215-N0183883B-000000000-0000 Registration Date/Time: 2015-07-06 13:05:32 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-06232015-744 Report Generated at: 2015-07-06 12:55:03 C W � E � . Z. t U _ O (Li V F rn U, W C E- U U OUJ U Co z W y C J v a w O H O C (Y U E U O w O U = > toU W i 6 z a 0 M U Q E J C m d 0 U K of K H Q LL z z i 0 Lu z O 2 W J U) W a U Q BUffE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING -+._, _CUNSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled Ounytil completed report submitted � �` � ��� APN: r7 (0 l� ���BuilldingPermit# Owner Name:_ 1,, 0 ►'�/T — Owner Phone: Jobsite Address: Jobsite Contact: Company: Project Type: n Construction -1 Demolition 0 � U O m o � rn m N � m CL £ 'D ° v M rn t C m N � m m v m CDC N = to � m N Q m c c = U m N m O C ti j m y p a N d v> N m o o rn t y W L 0 0 = C E ,� m C �o =_M'Eza .� i1mtn v O U U z N z Q ❑ ❑ ❑ ❑ ❑ 3 a E0 8N U � m to OV a$ N N t cp C c :- o N m C N m m m0 dm Eo m m U C N W m _m Too t0 C N m mn mn O N m N o c 0— m 9 O O N C, 0 oW c E O N Of Submit O c •i^ o u U � Submit completed form In person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Jobsite Phone: MATERIAL ReuTonna TonnaRecycle Tonnecat ACTUAL FACILITIES/SERVICE PROVIDERS USED Tonna a Tonna a Tonna e Inert Material (Concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Percent recycled/reused % Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): Date: Circle which Final Report returned with comments: (Initial) Date: Final Report approved: (Building Inspector) Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. ®3yM Butte County 0 0 Q Q .E E J J ami y ! I U U I I I I I I Q Q LL I I � � I I i I O I Z O 1 U I Z J z z 0 Lu U Q BUffE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING -+._, _CUNSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled Ounytil completed report submitted � �` � ��� APN: r7 (0 l� ���BuilldingPermit# Owner Name:_ 1,, 0 ►'�/T — Owner Phone: Jobsite Address: Jobsite Contact: Company: Project Type: n Construction -1 Demolition 0 � U O m o � rn m N � m CL £ 'D ° v M rn t C m N � m m v m CDC N = to � m N Q m c c = U m N m O C ti j m y p a N d v> N m o o rn t y W L 0 0 = C E ,� m C �o =_M'Eza .� i1mtn v O U U z N z Q ❑ ❑ ❑ ❑ ❑ 3 a E0 8N U � m to OV a$ N N t cp C c :- o N m C N m m m0 dm Eo m m U C N W m _m Too t0 C N m mn mn O N m N o c 0— m 9 O O N C, 0 oW c E O N Of Submit O c •i^ o u U � Submit completed form In person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Jobsite Phone: MATERIAL ReuTonna TonnaRecycle Tonnecat ACTUAL FACILITIES/SERVICE PROVIDERS USED Tonna a Tonna a Tonna e Inert Material (Concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Percent recycled/reused % Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): Date: Circle which Final Report returned with comments: (Initial) Date: Final Report approved: (Building Inspector) Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. ®3yM Butte County GREGORY A. PE ITZ ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5719 PLAN CHECK RESPONSE RECEIVED NOV 015 2015 TRB AND ASSOCIATES . . Lokan Residence , PLAN NO. B15-2155 A1, A2' See code analysis on sheet L'' A3. See note on foundation plan at front door on sheet 3. A4. See note on front elevation on sheet 2. A5. See plumbing note 7 on sheet 1. A6, A7. See revised electrical plan. GB1-GB4. See Calgreen sheet. See footnote at water use tables, EN1. See -revised electrical plan. MEP I. See electrical plan and site plan. -MEP2. See electrical plan. MEP3. See plumbing note 4 on sheet 1. S 1. See detail 8/3. S2. See roof note 4 and section A/3. S3. These lines all have A35's at 4'-0" o.c. See detail 2/3 and note at bottom of roof plan. S4. Revised calc. sheet 6 attached. TRB +Associates Date: November 10, 2015 To: Laurie Norton Agency: County of Butte TRB+ Project Number: 15.054.131.2 Final Plan Review Page 1 of 1 2635 Lakewest Drive Chico, CA 95928 Email:Ilokan@live.com (via email) ` Greg Peitz Architect Email: gregpeitz@sbcglobal.net Cc: Philo Hunt, Nancy Springer; Deborah DeBrunner; Jordan DeBrunner Email: Phunt(&-buttecounty.net; nspringer(@-buttecounty.net; ddebrunnerC@D-buttecounty.net; jdebrunnern@.buttecountv.net (via email) RE: Plan Review for: Custom. Residence (SFR, Carport & Patio) for Leah Lokan Project Address: 12048 Merlin Lane, Chico Agency App. No.: B15-2155 TRB+ Project No.: 15.054.131.2 The following documents were received for review: Plans: (2 sets) Sheets dated 11/03/15: 1 -3 Sheets dated 11/02/15: CG Sheets'dated 2014: WUI Sheets dated 11/02/15: Sheets 1 (Site Plan — 3 copies) Structural Calculations: (2 copies) Gregory Peitz, dated 08/27/15 (2 copies) undated Line B Energy Calculations: (2 copies) Gregory Peitz, dated 07/06/15 Truss Calculations: (2 copies) Marcos Hernandez, dated 08/26/15 Truss Review Letter (1 copy) received 09/16/15 Plans have been reviewed for compliance with the Building Department requirements contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. There are no further comments. Sincerely, TRB + ASSOCIATES, INC. Dan McLaughlin /J .. 1 ICC Certified Plans Examiner �`� " ` J TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 ss www.TRBp/us.com