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HomeMy WebLinkAboutB16-0153 040-310-086e � 1 �1C std • t r F r {{ J x. it • Y r jj ,,,• .. yl' Sw� FY F -Assessor's Parcel Enclosed in the envelope are the folloVving iter'ns: tk�N rr x� Residential Cionstruction:Req? _ Title 24 Energy Calculations' Engineered Truss details.:. `414 Structural calculations { �I' rY+ f Soils Investigation Report , • I A' "�' CDF/Cal Fire CBC 7A Information r _ Flood Elevation Certificate/Flood plain Declaration �, + Special Inspection Sheet _ BCQMD Rule 207 Form _ Slope Setback attachment v •. � ,. k. " �i. ,fit, ' it � l ' 019 - _ L f •,: ikt (nth y r ►• g., a «r Y� �� �` k. r i �> rK r ti]{ •f�: ^• 'rr.x r r.. i �.' , s � + � GREGORY. - A. PEITZ } •`--~*� : ya �' ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5719 .� (PROJECT: 21. r :I have reviewed the truss submittal for. the above project and all loading ~ ` `!design criteria have`been met: �;a. .. Gregory A. Peitz ' Architect" CPLI pDE COM TERWEST • . BUTTE TING CR J? COUNTY r ,� 4 f''. • .4• CONSUL.i x JAN 252 , Y *• ` =� f ` D -ELOPMENT SERVICES PERMIT# - 4- k ► v ' ' - BUTTE COUNTY DEVEL M IT SERVICES ;REVIEWED FOR CO C®MPLI VICE r t DATE �� BY G R E G 0,.R-YA. --P.E,ITZ d ARClHIVECT 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 4 1 REVIEWE D FOR CODE COMPLIANCE MAY 0 9 2016 iNTERWEST OONSULTING GROUP t .Sfr..ucturaI C'alculat ons for: BUTTE t COUNTY SSD ,`ARcy JAN 2 5 2016 CRY q �j DEVELOPMENT • SERVICES * NO. * PERMIT # BUTTE COUNTY DE/�V�ELOP NTSERVICES y� N. / 7 RAE i/ I E V 1/ ED FOR o �,��o CO COi�/I.PLI/A tVCE DATBY JAStructuraRDesign Data - Residential.doc DESIGN DATA Code used: Floor loading: Roof loading: Wind loading: Seismic: 2013 California Building Code Live loads: Uninhabitable attics w/o storage: 10psf Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf Dead load -10lbs/square foot Live loads: 20lbs/SF Dead loads: Typical roof - 20lbs/SF &.,/) roof Basic 3 -second gust wind speed (mph) 110 Wind importance factor, 1 1.00 Wind exposure category A Internal pressure coefficient, GCpi +/-0.18 Seismic importance factor, 1 1.00 Mapped spectral response acceleration; Ss 0.70 S1 0.25 Site class D Design spectral response coefficients; SDS 0.579 SD 1 0.317 CN '4A'; cP' YWt,A4 l S -7-D 6z r -j -C, a Y-.((. 1.5 Seismic design category . D Basic seismic -force -resisting systems) -" . I Bearing wall system - plywood shearwalis Seismic response coefficient(s), Cs 0.089 Co-( Response modification factor(s), R 6.5 Analysis procedure; Equivalent lateral force procedure 1 WIND ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1. Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: B (section 26.7) 4. Kzt = 1.0 (section 26.8) - 5. X = 1.0 (figure 28.6-1) 6. Roof slope: 26.57° (6/12) 7. Mean roof height: less than 30 ft. PS = X Kt PS30 ( eq. 28.6-1) Wind Pressures Roof internal zone: (6.45 psf) (.6) = 3.87 psf Roof end zone: (7.33 psf) (.6) = 4.40 psf Wall internal zone: (17.34 psf) (.6) = 10.41 psf Wall end zone: (23.32 psf) (.6) = 13.99 psf Cl! cv (14 (N N (11 13 N c, /0 1 :-I- C, 4, o--,( - �I Lp It 0 ju 2?p L fe 40 zq L C- 0 f->� ( S r --t L D L -o L Gz \-/ r-- 1, z .67- A. c, f eL.1 r 1 Q k< 77 3 le -- • r R _ +WALLS- --- .;� _ ? �-1- _ , SHEARWALLS.' I! ! 3/e" G_ IDxi ply 8d's (P x,12.�- El 3 coat plaste" 1 1_ ❑ ; ! ( );_gyp, bci. iw%.(, .. )@!1(.; ), AT_ALL, Sup-. __I BLOGKED.,i-_ i ,, _ - : -ANCHOR BOLTS �J.-- --_ --- - " -- -I- I ! ❑ ! ' GBG specified %' !�; d.b:.'s; e 6-O;o.c�w% min. i—i � � i -i � ! 1 , wall is' Ode ---❑ 2 - ; ,anchor , bo-I•ts�-�-- - o ' ! •A35/RBC � i ' e _ � i � I _ 1. � i.. i,.. ; 1 I '_ ,r. t •- J_f � � I_ . _ _ � r = ' j J { ! , ..1 I'� , .'uw Y, t•.; j -.^I i�, I �• :_. !. ^' 1 7 ~'• F. 1 - i � ..' _i I. `�— ' i I I ❑ I , R BG s @ I o : J-' j j -� _� - -i I ! ! - I . ; i --r -; '_ i i ❑ _NONE REQ'D I ! ! ._. __.' ' �._• I -i ' -' j- - !� ' -- -: j OVERTURNING '-- '= ' � • Ij : � � , I � f 1 ' ..i_. -•i--._ No holdown s r;ed--�� 7 �.(�.:.J�; Eg 6516 Holddown St"raps to, Rim Joist below. l '_❑ �� Portal :Frame w% '!Si!mpson" 15T6224: straps .from 4x _ .i_ 1 post to' contjnous header. � i ' j ` ❑ t HDU2, SSTB16 !� i Sing le pour', 55TB20 @ 12 , Pour ' ! i-❑ ' HDU'4;�•SSTB20-� Sin-gle: pour,` SSTB24-( -2 -Pour COLL' ECTOR'I'CHORD-"_. i i f i `` � 4• � _i . I ❑ ( ) 16d's Per. top E splice ❑ GSIC strap sp'Iices ❑ 5T&224strap splices i ❑ . Drag Truss i - t d , .- t. SHEARWALL-S--'- - --- ;---or CIDX:ply. w/ `ad`s L ' 3 coat plaster : _ : i t - ----,..._- I -J1 � )gyp. bd. !w% + _ ),-AT -ALL S.UPPO. RTS,-.- �._ ' BLOCKED_ .._ t ! ANCHOR -BOLTS.._• -1 i I t . i I I ❑i i GBG slb6c,iFi_ed y:2 j �1_a b]'. e 6' 0. o.c.:w/ min. '(2) a b 's per, Nol Ite is �ade uo! i I 1 -j- ❑- 2- ahchor--, bo -I. . I A35RBC t / I i ❑ 1t O _NONE REQ'D i I ' ... _ e - I .OVERTURNING._ ' _ _... -L -� --------. ----'- - _. I ------- -i- I T i I 41 ,_❑ I _ _ ..... __o down's -+ea Id i-' G516 Ho Iddown Straps to Rim Joist be lo.w, 1 I ! , Portal' Frame w7 ' Simpson".;ST6 224 straps from 4x •t ,post o continous- he'ader•. ! " HDU2, 55TB16 '�; Single pour, SST 2 Pour ; ' HDU4;--SSTB20 -Sir1g le- pour; 5STB24- @- 2 Pour COLLECTOR-/ dHORD ; ❑ ( ) 16d's per top E- sp 1 ice ❑ 6516 strap sp l ices ❑ 5T6224 strap splices M /,! !� 14, Drag Truss CO _ - I 4 `` 14ALLS= _ f !•5 i � SHEARWALLS•t GDX; piy: w/ laa's cb 1 ! ,12 6. Ell i ( J. bd. ;wL (� _ )C�1 ( ' )., AT ALL. SUPPOFRTS,i � _ (BLOCKED -ANCHOR.BOL' TS 1•' i} i i '_. ' i I l i I i ' I i -P - - - ---- -- -- —� 1_ specified y2" ! (P.d bb's' @ 6' O" 6.cw% miI . i I r , anchor- bo l•ts @ !- --! -o:�-. - --- -� -, - i I_ . I -!- ' X35 / RBC I NONE _. _ - _ I I '-`--! -OVERTURNING-.._..-' -�A:y -44 .- - F..0 i , .G 1_G:-i� C' �.. f.Z7 �! ,� -� •3 S�� i No _holdown's-reo�'d El P5' 6516' Ho Idao.wn St'ra's to' Rim _Joist below , - i ► ' ❑ i Portal Frame w% "Simpson" 5T6224. straps fr6m.4x } ;post to continous header. ❑ HDU2, 55TB16 :@; Single 'pour,-SSTB20 @ 2 Pour ' • HDU-4; -SSTB20 pour, 55TB24- @ 2 Pouri ; COLLECTOR CCHORD' ❑ ( ) 16d's per top e splice ❑ G516 strap sp l ices ❑ 5T6224 strap splices 0 Drag Truss i i-Ve_ I ! 1 4 ! I I ! ! , I j SHEARWALLS- � ! i � I ! ! - �E � � �• � 4 f� ' �^! ' • � yrC© r� ��C_`•( � I ij' { ! i � I . '- i- i s I I 3/811' GDX, ply. I ,12o.e-. t ❑ j ' 3 coat laster j _ !_ � _ ( !. ),_gyp.._bd.-�w/ (.!-_ )@ ( -.) AT_.AL�L_�SUPPORTS I_ � (BLOCKED_• ANCHOR-BOL--TS -.1. L�. rI - C E3Cl specified Y2"l�� a.b;.'s; @ 6`,- , , (2) •.a_b s !peruwa I I_is , adequate anchor ! ,- A35 /RBC Fill . I{ - _ (.G'. _.�.'-_.__0--�---. E NONE REQ_ �D '! �� � -- - •�-- - - ;_. i _-- - • . _ . _ . R_ .. ;_ --OVERTURNING-__j.__ __��.' -- , -_ ! y.. i No holdown's re �❑ 0516° Holddown S !ra s to: Rim Joist below Portal ,Frome iw%. '"Simpson" S.T6224 straps from 4xi i `pbst-,to Gontinous header. i ❑ HD02, SSTB16'@' Single pour, 55TB20 @ -2 Pour - i'❑ '; HDU4; S5TB20--@ sirrg'.le; pour, SSTB24- @ 2 -Pour` -' COLLECTOR / CHORD-i- ❑ ( ) 16d's per top . e. splice ❑ G516 strap splices ❑ ST6224 strap splices ❑ Drag Truss I I I + ' 1 , f , 1 INE I ] WALLS. �i -.--SHEARWALLS._ ... ! .-� _ ._, .. _ – _-__ GDXpIy: w/'8d's @ 1.� x.1,12 o_c. t -- ❑ 3 coo plaster r i. ❑..i ( )_gyp .. bd 'w/ _.._@?_ll. _;. )�. AT�..ALL- SUPPORTS, _I �jBLOGKED - ANCHOR-BOLTS { - i _-- -i i- • ... t _ \`- ��,_` �j `' .� i ' p �'- ;-3 ,� S•� jl I- _ 1 , - i 1 ❑ ; GBG• sib6c,I ed %2'' i (PI 6.6.'s' @ 6'=0," o.c. �w/ min. 1 , 1(— 'a.b.,s per, wall i5_ioua _ -• ' 1 d _ Zai •;--'--, - — n- -A35 i -A35 / RBC -i - { Q I RBG s @ _ A35's @ , o.c Mfi I ' a ❑ + i ❑ I NONE REOV. �1_ -T__..� 11 O i No holdown's El r , ' G51& Holddown 5t`raps to Rim Joist below 1 _ ❑- Por. to L Frame jw%-'iSimpson " iST6' 224_ str,.aps from 4x; i I `post to continous heocler: -H HDU2, 'S-STB16 ,@, 5.0g10- -pour, SSTB20 @ 2 Pour- ' - HDU4;-55TB20 &--Sihele-pour, 55T524--,@- 2 FoUr� - i' COLLECTOR -/'CHORD., i - Ile— ❑ ( ) 16d's per top e 'splice ❑ G516 strap sp I ices ST6224 strap splices ❑ Drag Truss 5 r-IIr I t SH EARWALLS- Z i-_ i_ i � _ i 4 i l � i � j I j _I � i .I _ ' _ . ' . � . ` i i I_ t . � � L � 's. •� ' Q j �8e!'s,12 o.G: ' i❑ 3 goat plaster -i --� -' r. ❑ 1 (. )t_ bd _ w I -(I I @ I _)' AT ALL 'S.UPPORTS IBLOGKED . ,� .I.(I_ gyp - i ! - 1 I I ! -ANCHOR-BOLTS ! ! .Eg BG! specified y2" i (Pi a 1 s @ 6 O, o c. w/ min_ ; : _..__ I- i--1Qbiode,-T- i 2) � 'per w a I I Is q•ua . i- --!-❑--'- --%Z":�-; anchor; bp-I-tsl-@;--�----,---fi o.c-:-:----- - -' - :---�___---f--•i --� �--�--+---,- �_ -- i A35 i RBC - !. ' .; 3 r ! _1 j y' NONE REO V,- ! f i--'---IOVERTURNING.i.--1. .J f CAI i � r � i ; ❑. ' _ No holdown's r;e(� �a-;----- j-- i -•- -, - - .__ ... _.- - - i - - _... _ ._ . O ; G516 Holddo.wn 5t`rap5 to Rim Joist below I , I ' Portal Frame'w% "Simpsion".'5T622.4 straps from 4x'. { ' post to dontinous Ind.acler. � 1 El HOU2, S5TB16 1@ Single 'pour, SSTB20 2 Pour • '. ' i HDU-- SSTB20 @- Sing'Ie: pour, SSTB24- 2 Pour` ' COLLECTORTCHORID i ' �I � p t �'-a� �� O c � L° s�•��'�^@, `2 Cr � E � I-'� `�' yI-i;�e. -'- � ���"� � k "° �� "tee ❑ ( ) 16d'5 per top e splice ❑ G5I6 strap splices ❑ ST6224 strap splices ❑ Drag Truss .. r { VRA LI L 5 SHEARWALLS......_ '_ _: I _ I _. I Lit, j` I �- r yt.- i^• +- � t-- -T !- �...�. � _ �__�. � � _...,._i_ ..� -_ _� i _ i �� ' •�-1-. ,i__.....,_ I ' COX o_G. ► , j ' ;.. s _. I ❑ . r. (.. )...gyp...bd. w/_.(. )@ - (` ...I _ )I, .AT, ALL-,SUPFO-RTS, _ _ _-!BLOCKED. i I ' 1 _I L r I .ANCHOR' BOLTS ._ ! I _1 i I I ! _ I ! �► - ! . + . ----------- 3 - _ f i �hlO ; �GBGlspeciFied%2"j� a.b!.'sl @ 6"O" o.�.'w% min- __. j ! - (2) �a,b�s pe 7 _ a l I _Is adequate anchor--:` bo itst{- 1 -! o:c:'-- .J_. i A35 BC-_' I .i i '. '.. i. ., i •�, ! ( I _;.' f_. ,-a LM � ,,..�..,. _ �.. .i -i -i._. i- f'.-.i_ i� I ..1... _. J .� F 11 ElA35's _ ;.. of Gi. I i _ �❑ NONE REO D, i. r OVERTURNING-'--j 1 I , , I i I ' � , �_• ( 111. ( I '_.�. .� �_._ }_ ! Nolholdown's re' 'd _. -Holddown Straps to' Rlm-Joist below; EJ ! For.-tol.'.Fr.ame iw% '15imps!on" 1576224 straps from 4xj- ! ' ! ; ;post to continous• he;addr-.' i ! ' �• Ell HDU-2; SSTBl6 ;@i Single pour, 557820 �2 .Fou'r ' ❑ ' " H[DU4; ' SSTB20"�- Sing le: pour; -55'7824- -2 'Pour; .. -COLLECTOR %CHORD --r• E _ - _ ;-...�..;. _[. r .. ( .) l6d's pert op. splice ❑ 0516 strap sp I ices ❑ ST6224 strap splices ❑ Drag Truss = ! , SHEARWALLS•.. ! �_ � _ . 2Pr�-� ;�-. �' e SCP? a •.l�•�E � �� i i -' !� sj8'I GIDX I ply: w/ 'ad's @ I i4l i,12 3 coat plaster )� -AT.ALL iSUPPORTS,i J- -IBLOGKEQ 1 ! . ANCHOR BOLTS- GBG. specif ied %2.' ' db. 's� c 6`=0`' o.c. w/ min j -- - - s- - - - _ !(2)wall-Is;acJe uate -I i �- - �--%2--,� anchor---� bo I is-; @�- • / - :c-: -, -L- .._.__-- - -i -----+--_! . _ A35 / RBC i ` Q FIB G's 'Ca? O.G. i Ell j NONE REQ'D OVERT I , _. i ❑ No holdown's _r;ec�d i ; - O G516 Holddown Straps to'. Ri.m Joist be.ldw ! Portal Frame w% 'i5i`mpsion" i5T6224. straps from 4x` ' post to contjnous- header.:- , HDU2, 55TB16 ick; Single pour, 55TB20 •2 •Pour HDU4--, -55TB20--@--5ir1g'lel pour, 55-TB24- 2 Four. ; COLLECTOR /-QHORD ❑ ( ) 16d's per top e. splice 47 6516 strap splices - _L-> - ., ❑ 5T6224 strap splices ❑ Drag Truss o Project: Location: BREAK ROOM WINDOW Combination Roof And Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 5.2 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 143.1"/0 Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U3593 Dead Load 0.01 in Total Load 0.03 IN U2050 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1014 Ib 1014 lb Dead Load 763 Ib 763 Ib Total Load 1777 Ib 1777 Ib Bearing Length 0.81 in 0.81 in Span Length 5.2 ft Unbraced Length -Top 0 ft Roof Pitch 6 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.25 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Fb = 900 psi Cd=1.25 CF=1.20 Fv = 180 psi Cd=1.25 32.38 in2 E= 1600 ksi Fc -1 = 625 psi Controlling Moment: 2310 ft -Ib 2.6 ft from left support Created by combining all dead and live loads. Controlling Shear: -1777 Ib At support. Created by combining all dead and live loads. Adjusted Fb' = 1350 psi FV = 225 psi E' = 1600 ksi Fc --L'= 625 psi Comparisons with required sections: Reg'd Provided Section Modulus: 20.53 in3 49.91 in3 Area (Shear): 11.85 int 32.38 in2 s Moment of Inertia (deflection): 27.02 in4 230.84 in4 Moment: 2310 ft -Ib 5615 ft -Ib Shear: -1777 lb 4856 lb /Z Gregory A Peitz, Architect page !t 1 r / StruCalc Version 9.0.2.5 1/14/201610:56:51 PM Wall Load WALL = 90 plf j Roof Uniform Live Load: Side 1 Side 2 Roof Live Load RLL = 18 psf 18 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 3 ft 2 ft Non -Snow Roof Loaded Area RLA = 26 sf 390 FLOOR LOADING Combined Uniform Dead Load: wD = 293 plf Combined Uniform Total Load: Side 1 Side 2 plf Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 7.5 ft 0 ft Wall Load WALL = 90 plf j Roof Uniform Live Load: wL-roof = 90 plf Roof Uniform Dead Load: wD-roof = 84 plf Floor Uniform Live Load: wL-floor = 300 plf Floor Uniform Dead Load: wD-floor = 113 plf Beam Self Weight: BSW = 7 plf Combined Uniform Live Load: wL = 390 plf Combined Uniform Dead Load: wD = 293 plf Combined Uniform Total Load: wT = 683 plf Controlling Total Design Load: wT-cont = 683 plf Project: Location: LOWER COVERED PORCH HEADER Combination Roof And Floor Beam [2015 International Building Code(2012 NDS)] 5.51N'x10.5INx12.0FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 64.4% Controlling Factor: Deflection 13 �f Gregory A Peitz, Architect page StruCalc Version 9.0.2.5 1/14/2016 11:04:32 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN U855 Dead Load 0.20 in Total Load 0.37 IN U394 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2069 Ib 2069 Ib Dead Load 2416 Ib 2416 Ib Total Load 4485 lb 4485 Ib Bearing Length 1.25 in 1.25 in -- BEAM DATA Center Span Length 12 ft 12ft — Unbraced Length -Top 0 ft Roof Pitch 6 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.25 ROOF LOADING Camber Adj. Factor 1 Camber Required 0.2 Side 1 Side 2 Notch Depth 0.00 Roof Live Load Roof Dead Load RLL = 17.9 RDL = 15 psf psf 17.9 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW = 15 ft 2 ft 24F -V4 -Visually Graded Western Species . Non -Snow Roof Loaded Area RLA = 204 sf Base Values Adiusted FLOOR LOADING T. Bending Stress: Fb = 2400 psi Controlled by: Side 1 Side 2 Fb cmpr = 1850 psi Fb' = 3000 psi Floor Live Load FILL = 40 psf 40 psf Cd=1'25 Floor Dead Load FDL = 15 psf 15 psf Shear Stress: Fv = 265 psi Fv' = 331 psi Floor Tributary Width FTW = 1 ft 0 ft Cd=1.25 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Wall Load WALL = 90 plf Comp. -L to Grain: Fc -1= 650 psi Fc --L= 650 psi BEAM LOADING Controlling Moment: 13453 ft -Ib Roof Uniform Live Load: wL-roof = 305 plf 6.0 ft from left support , Roof Uniform Dead Load: wD-roof = 285 plf Created by combining all dead and live loads. Floor Uniform Live Load: wL-floor = 40 plf Controlling Shear: -4484 IbFloor Uniform Dead Load: wD-floor = 15 plf At support. Beam Self Weight: BSW = 13 plf Created by combining all dead and live loads. Combined Uniform Live Load: wL = 345 plf Combined Uniform Dead Load: wD = 403 plf Comparisons with required sections: Read Provided Combined Uniform Total Load: wT = 747 plf Section Modulus: 53.81 in3 101.06 in3 Controlling Total Design Load: wT-cont = 747 plf Area (5near): 20.31 inz 57.75 int Moment of Inertia (deflection): 322.82 in4 530.58 in4 Moment: 13453 ft -Ib 25266 ft -1b Shear: 4484 lb 12753 lb :i Project: Location: COVERED PORCH HEADER UPSTAIRS Roof Beam [2015 International Building Code(2012 NDS)] 3.5 INx10.5INx16.OFT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 141.8% Controlling Factor: Deflection i� NTT ';�rjGregory A Peitz, Architect page StruCalc Version 9.0.2.5 1/14/2016 10:44:23 PM DEFLECTIONS Center Reo'd LOADING DIAGRAM Section Modulus: 23.27 in3 64.31 in3 Live Load 0.22 IN U879 6.59 int 36.75 in2 Moment of Inertia (deflection): 139.61 in4 337.64 in4 Dead Load 0.22 in 5818 ft -Ib 16078 ft -Ib Shear: -1455 Ib 8116 lb Total Load 0.44 IN U435 92 plf Total Uniform Load: WT = 182 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 720 Ib 720 Ib Dead Load 735 Ib 735 Ib Total Load 1455 [b. 1455 Ib Bearing Length 0.64 in 0.64 in BEAM DATA Span Length 16 ft - tett -! Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES ROOF LOADING 24F -V4 - Visually Graded Western Species Side One: Base Values Adjusted Roof Live Load: LL = 18 psf Bending Stress: Fb = 2400 psi Controlled by.' Roof Dead Load: DL DL = 15 psf Fb_cmpr = 1850 psi Fb' = 3000 psi Tributary Width: = 3 ft Side Two: Cd=1.25 Shear Stress: Fv = 265 psi FV = 331 psi Roof Live Load: LL = 18 psf Cd=1.25 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Tributary Width: TW = 2 ft Comp. -L to Grain: Fc - L = 650 psi Fc - L = 650 psi Wall Load: WALL = 0 Controlling Moment: 5818 ft -Ib Non -Snow Roof Loaded Area: RLA = 80 plf 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -1455 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 23.27 in3 64.31 in3 Area (Shear): 6.59 int 36.75 in2 Moment of Inertia (deflection): 139.61 in4 337.64 in4 Moment: 5818 ft -Ib 16078 ft -Ib Shear: -1455 Ib 8116 lb pir SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16 ft Beam Self Weight BSW = 8 plf Beam Uniform Live Load: wL = • 90 plf Beam Uniform Dead Load: wD_adj = 92 plf Total Uniform Load: WT = 182 plf If 1 Project: L•.ocation: @RFB2 Combination Roof And Floor Beam [2015 International Building Code(2012 NDS)] 5.25 IN x 14.0 IN x 15.7 FT Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 97.3% Controlling Factor. Deflection DEFLECTIONS Center Live Load 0.23 IN U827 Dead Load 0.17 in Total Load 0.40 IN U474 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 3140 Ib 3140 Ib Dead Load 2347 Ib 2347 Ib Total Load 5487 Ib 5487 Ib Bearing Length 1.39 in 1.39 in Span Length 15.7 ft Unbraced Length -Top 0 ft Roof Pitch 0 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.25 Notch Depth 0.00 MATERIAL PROPERTIES RLL = Roof Dead Load 7.85 ft from left support Versa -Lam 3100 Fb - Boise Cascade RTW = Created by combining all dead and live loads. RLA = Base Values Adiusted Bending Stress: Fb = 3100 psi Fb' = 3809 psi Created by combining all dead and live loads. Cd=1.25 CF=0.98 Read Shear Stress: Fv = 285 psi Fv' = 356 psi Area (Shear): Cd --1.25 73.5 in2 Moment of Inertia (deflection): Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Controlling Moment: 21535 ft -Ib RLL = Roof Dead Load 7.85 ft from left support Roof Tributary Width RTW = Created by combining all dead and live loads. RLA = Controlling Shear: -5487 Ib wL-floor = 300 At support. Floor Live Load FLL = 40 psf Created by combining all dead and live loads. 15 psf Comparisons with required sections: Read Provided Section Modulus:. 67.84 in3 171.5 in3 Area (Shear): 23.1 in2 73.5 in2 Moment of Inertia (deflection): 608.49 in4 1200.5 in4 Moment: 21535 ft -Ib 54440 ft -Ib Shear: -5487 Ib 17456 lb 15 Gregory A Peitz, Architect aeeB .. - =, c� StruCalc Version 9.0.2.5 1/14/2016 10:47:20 PM Roof Live Load RLL = Roof Dead Load RDL = Roof Tributary Width RTW = Non -Snow Roof Loaded Area RLA = FLOOR LOADING wL-floor = 300 Side 1 Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width FTW = 7.5 ft Side 1 Side 2 20 psf 20 psf 15 psf 15 psf 3 ft 2 ft 78.5 sf Side 2 40 psf 15 psf 0 ft Wall Load WALL = 90 plf Roof Uniform Live Load: wL-roof = 100 pff Roof Uniform Dead Load: wD-roof = 75 plf Floor Uniform Live Load: wL-floor = 300 plf Floor Uniform Dead Load: wD-floor = 113 plf Beam Self Weight: BSW = 21 plf Combined Uniform Live Load: wL = 400 plf Combined Uniform Dead Load: wD = 299 plf Combined Uniform Total Load: wT = 699 pif Controlling Total Design Load: WT -cont = 699 plf Systems Plus Lumber Co. 1800. S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com I~ W 2 REVIEWPECTION AGENCY ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 CC T ducts Inspection, Inc. w FO CODE COMPI_TI E. 124 th Avenue Fabrication in compliance with a 2013 CBC SECTION 2303.4.2 Vancouver, WA 98684 IBC/IRC 2012 SECTIONS(2303.4/R802. I Oroof/R502.1 I floor) MAY 0 9 2016 Tel: (360) 449-3138 Fax: (360) 449-3953 iINTERWEST 04%TING GROUP engineering is valid ONLY - for trusses manufactured by Systems Plus Lumber Co. * TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Tnrsc Detail Title 1letail * = Tnrhideri Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C 113 Hat Truss over 6/12 2 Hat Truss under 6/12 213 Web Bracing Details 3 ✓ Valley Fill Frames 4 Open Face Jacks 5 ✓ Toe nail 6 V Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 ✓ BCSI at www.sbcindustrv.com BCSI-131 Summary Sheet at www.sbcindustrv.com Systems Plus Job Number 1504-039 BT44.TE Date 05/12/2015 Revision(s) COUNTY Customer Chance JAN 2 5 2016 Project Office Building Roof Trusses DEVELOPMENT .�c Location Chico, CA tt V 11,L" ` 04 1 --r-1� V PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-BI SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES U � d 0 .pS�,`• `, • yL i .: J , ,., `., j.' is .. • ' r' L:• ' R L" ..irk 1 `7i.•r } � _ r . - - 00-00-0£ 00-00-9 L : 00-00-b L - I ....... ..... ZOM J13(� i 00 or ;,' ' LOf ti '. zor--; • ° — zor r� OLdViv,J 60V sov LO C) "ill. _ O WIN • �l - C:, Cl SOd.:' s 00 Vov cov- M Zod- I CD F 1 LOd U zor zor ' Lor Or , �.. _ ..... . LOM . N. r N o N 0 o y- Job Truss Truss Type Qty Ply Chance " LOADING(psf) SPACING- 2-0-0 CSI. R44461909 1504-039 A01 Hip Girder 1 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.27 O Job Reference optional) a r a, uv,a raw w,riocn vv, nrvucrcavi , �n r.ocu s mar [/ zuio mi I ex Inauslnes, Inc. I ue may R ua:44:Ua 2Ula rage 1 ID:QBj Ira6OvldAyJm?KnvXBzQR1d-NZhtY8aDDFNIGIBB?ZGYSCSOrvsJFfq?tvgFXazHGUu -2.0.0 1 - 6.0.0 10.5.2 15-0-0 19-6-14 24-0-0 26-8-12 F 30.0.0 32 .0.0 2-0-0 3-3.4 2-8.12 4-6-14 4.6-14 45-2 2-0-12 3-3-0 2.0-0 Scale = 1:57.8 5x6 _ NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4x6 = NAILED 2x4 II NAILED 4x6 = NAILED 5x6 = a nn F,7 n .. ..o _ _. c __ _ c._ _ 4x8 = 20 II 4x8 = NAILED 2x4 II6x8 = 3x8 = NAILED 2x4 II NAILED 4x8 = 2x4 II 4x8 = HJC26 NAILED ' NAILED NAILED NAILED NAILED HJC26 33-0 6.0.0 10.52 15-0-0 I 19-6-14 24-0-0 I 26-8-12 30.0-0 Plate Offsets (X,Y)— [B:0 -4-0.0-1-151.[J:0-4-0.0-1-151 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 stabilily during construction is the responsibillity, of the erector. Additional bracing of the overall is the the building designer. For LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.27 O >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.85 Vert(TL) -0.79 O >455 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.19 J n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 167 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=2079/0-3-8 (min. 0-2-3), J=2079/0-3-8 (min. 0-2-3) Max Harz B=63(LC 31) Max UpliftB=-412(LC 8), J=-412(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3983/775, C -D=-3972/830, D -X=-3507/752, X -Y=-3509/752, E -Y=-3510/752, E -Z=-5506/1176, Z -AA= -5506/1176, F -AA= -5506/1176, F -AB= -5506/1176, AB -AC= -5506/1176, G -AC= -5506/1176, G -AD= -3510(752, AD -AE= -3509/752, H-AE=3507/751, H -I=-3972/830, I -J=-3983/774 BOT CHORD B -S=-074/3535, R -S=-674/3535, R -AF= -1033/5033, AF -AG= -1033/5033, Q-AG=1033/5033, P -Q= -1033/5033,P -AH= -1033/5033, O -AH= -1033/5033, O -AI= -1005/5033, AI-AJ=1005/5033, N -AJ= -1005/5033, N -AK= -1005/5033, AK -AL= -1005/5033, M-AL=1005/5033, L -M=-645/3535, J -L=-645/3535 WEBS D -R=-216/1389, E -R=-1835/431, E-0=0/293, E -O=-138/595, F-0=435/223, G -O=-139/596, G -N=0/292, G -M=-1835/430, H -M=-216/1389 NOTES- (14) 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; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (It=lb) B=412, J=412. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 17-11-4 oc max. starting at 6-0-6 from the left end to 23-11-10 to connect truss(es) J03 (1 ply 2x4 DF), H1 (1 ply 2x4 DF), J03 (1 ply 2x4 DF), H1 (1 ply 2x4 DF) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on oaae 2 Q?,pF ESS/0� I N 10- 'P� Z L,Q'76428 0� CIV11. OF CAI. Mav 19 9015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIL7473 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 stabilily during construction is the responsibillity, of the erector. Additional bracing of the overall is the the building designer. For p K• permanent structure responsibility of general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BC51 Building Component 1 V IITe 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 Mi Tek Industries, Inc. Tue May 12 08:44:06 2015 Page 2 ID:OBLIra6OvldAyJm?KnvXBzOR1d-riFFmUbr YV9uvmOYHon?P?BbJCY_6486ZPp40zHGUt 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert: A -D=-60, D -H=-60, H -K=-60, B -J=-20 Concentrated Loads (lb) Vert: D= -74(F) H= -74(F) P= -31(F) R= -265(F) M= -265(F) X= -74(F) Y= -74(F) Z= -74(F) AA=74(F) AB= -74(F) AC= -74(F) AD= -74(F) AE= -74(F) AF= -31(F) AG= -31(F) AH= -31(F) AI= -31(F) AJ= -31(F) AK -31(F) AL= -31(F) 5 s r p� WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111111-7473 rev. 0216,2015 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. �G• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ci is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTek• 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 eightsCA ASB1. Truss Truss Type Qty Ply nee Tob R4446t909 TJob 504039 AOt Hip Giber 1 1 - Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 Mi Tek Industries, Inc. Tue May 12 08:44:06 2015 Page 2 ID:OBLIra6OvldAyJm?KnvXBzOR1d-riFFmUbr YV9uvmOYHon?P?BbJCY_6486ZPp40zHGUt 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert: A -D=-60, D -H=-60, H -K=-60, B -J=-20 Concentrated Loads (lb) Vert: D= -74(F) H= -74(F) P= -31(F) R= -265(F) M= -265(F) X= -74(F) Y= -74(F) Z= -74(F) AA=74(F) AB= -74(F) AC= -74(F) AD= -74(F) AE= -74(F) AF= -31(F) AG= -31(F) AH= -31(F) AI= -31(F) AJ= -31(F) AK -31(F) AL= -31(F) 5 s r p� WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111111-7473 rev. 0216,2015 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. �G• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ci is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTek• 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 eightsCA ASB1. Job Truss Truss Type Qty PlyChance PLATES GRIP s MT20 220/195 Weight: 126 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 844481910 1504-039 A02 Hip 1 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Job Reference (optional) e ra r aro 1— L-13— I nrvuCrtJvrv, L•n r.ozu s Mar L/ Lu1J MI I eK Inausmes, Int. t ue May 1L u6:44:ur 2u17 vaBe 1 ID:QBj_Ira6OvldAyJm?KnvXBzQR1d-JypdzgcTlsdOV3La6 JOYdXNFifrjaQILD9McSzHGUs B-0.0 15-0-0 22-0-0 30-0-032-0-0 I 2.0-0 B-0-0 7-0.0 7.0-0 8.0.0 2-0-0 Scale = 1:57.8 4x5 = 3x8 = 4x5 = 3x6 i 3x4 = 3x6 = 2x4 II 3x4 = 3x6 1 s N )a 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 0.47 BC 0.41 WB 0.86 (Matrix -M) DEFL. in Vert(LL) -0.10 Vert(TL) -0.34 Horz(TL) 0.11 (loc) I/deft L/d 1 >999 240 I -K >999 180 F n/a n/a PLATES GRIP s MT20 220/195 Weight: 126 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins. BOT CHORD 2x4 DF No.1 &Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1320/0-3-8 (min. 0-1-8),F=1320/0-3-8 (min. 0-1-8) Max Harz B=80(LC 8) Max Uplift B=-1 10(LC 8), F=-110(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2017/203, C -D=-1698/185, D -E=-1698/185, E -F=-2017/191 BOT CHORD B -K=-403/1818, J -K=-205/2265, I -J=-205/2265, H -I=-205/2265, F -H=-341/1818 WEBS C -K=0/520, D-0-742/160, D-1=0/280, D -H=742/160, E -H=0/520 NOTES- (10) 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; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-" 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. j 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) B=110, F=110. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard Q?,OFESS/ON �1N10 C tiF�F�c �2 2 76428 z m p M EXP. 12/31/2016 ^� OF CAI. May 12,2015 Ak WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MIP7473 rev. 02/16/2015 BEFORE USE. Design vafd 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 MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IV I iTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 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 Dry Ply I 30-M 10-0.0 Plate Offsets (X.Y)— [B:0-1-4.Edge1, fH:0-1-4.Edgel 844461911ptional) �Reference 1504-039 A03 Nip 1 Suite 109 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 a Mar 27 2015 MTek Industries, Inc. Tue May 12 08:44:08 2015 Page 1 I D:QBj_Ira6Ovl dAyJm?KnvXBzQRt d-n8N?BAd5WAlt7DwmgigF4g4cw6yES93RZtuv8vzHGUr -2.0.0 S3-0 10-0-0 15-0-0 20.0-0 24-0-12 30.0-0 32.0-0 2-0-0 134 4$-12 SO -0 5-0-0 4-8.12 5-3-0 2-0-0 Scale = 1:57.8 410 = 3x4 = 4x4 = 4x5 = 3x8 = 3x5 = 3x8 = 4x5 = I 1 NIX) 10-M 20 -M 10-0-0 I 30-M 10-0.0 Plate Offsets (X.Y)— [B:0-1-4.Edge1, fH:0-1-4.Edgel iTek' responsibility of designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lene Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.20 J -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.61 J -L >589 180 BCLL 0.0 ' Rep Stress Incr YES WB. 0.33 Horz(TL) 0.10 H •n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 136 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF NoA&Btr G TOP CHORD BOT CHORD 2x4 DF No. t&Btr G ' BOT CHORD WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=1320/0-3-8 (min. 0-1-8), H=1320/0-3-8 (min. 0-1-8) Max Horz B=96(LC 8) Max UpliftB=-127(LC 8), 1­1=127(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2128/180, C -D=-1843/117, D -E=-1585/121, E -F=-1585/121, F -G=-1843/117, G -H=-2128/181 BOT CHORD B -L=-161/1846, K -L=-96/1772, K -S=-96/1772, S -T=-96/1772, J -T=-96/1772, H -J=-67/1846 . WEBS C -L=-289/187, D -L=0/515, E -L=-358/143, E -J=-358/143, F -J=0/515, G -J=-289/188 Structural wood sheathing directly applied or 4-0-1 oc puffins 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- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) B=127, H=127. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIf7PI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard o oFESS/ON N I0 ,y� CO LU 76428 m 0 M EXP. 12/31/2016 ^7 �FOFCAl.1F��� May 12,2015 ® WARNING. Verffy design Parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111II.7473 rev. 02H612015 BEFORE USE Design valid for use only with MTek connectors. This deign 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 erector. Additional permanent bracing of the overall structure is the the building iTek' responsibility of designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lene Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 itrus.Hel9hts.-CA95Fil.0 JobTruss 30-0-0 Truss Type Qry Ply Chance. LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP • R44461912 1504-039 A04 ... Hip 1 1 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.25 J -K >999 180 BCLL 0.0 ' Rep Stress Incr , YES Job Reference (optional) - - -•••- • ---•••--^ ^••--^-- • -^ . r.ozv s mar cr cuio mi k ex mausmes, inc. i ue may rz un:an:­iu zuib vagal ID:QBLIra6Ovl dAyJm?KnvXBzQRt d-kXVmbreL2nObMX49n7sj9F9wOwiXw2lkl BNODnzHGUp 2-0-0-8-63-0 12-0-0 18-0-0 2312 30.0-0 32-0.0 2-0-0 83.4 5.8-12 6-0-0 i.- 5-6-12 6-3-4 2-0-0 6x6 = 4x5 = Scale = 1:57.8 Axa = 3x5 = 2x4 11 3x4 = 3x8 = ., � 2x4 11 3x5 = 6-34 + 12-0-0 18-0-0 23-8.12 ' 30-0-0 6.3-0 5-8-12 6.0.0 5.8-12 6-3.4 Plate Offsets (X,Y)- fB:Edge 0-0-41 fG:O-M.0.0-41 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 0.35 Vert(LL) -0.07 J -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.25 J -K >999 180 BCLL 0.0 ' Rep Stress Incr , YES WB 0.34 Horz(TL) 0.10 G n/a " n/a BCDL 10.0 Code IBC2012/TPI2007 .(Matrix -M) Weight: 143 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G ' TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt D -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) B=1320/0-3-8 (min. 0-1-8), G=1320/0-3-8 (min. 0-1-8) Max Horz B=112(LC 12) Max UpliftB=-145(LC 8), G=-145(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2124/162, C -D=-1670/131, D -E=-1422/152, E -F=-1670/131, F -G=-2124/164 BOT CHORD B -M=-150/1830, L -M=-150/1830, K -L=-150/1830, K -T=-9/1421, J -T=-9/1421, I -J=-40/1830, G -I=-58/1830 WEBS C -K=-468/162, D -K=-8/411, E -J=0/411, F -J=-468/163 NOTES- (10) 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; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. mechanical truss to bearing ?O ESS/o N,91 connection (by others) of 7) Grovid plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=145, QQ 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "Semi-rigid 9) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. vj 'P2 CZ 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w76428 LOAD CASE(S) Standard U z m w p M EXP. 12/31/20160 * �1T� CIVIll- OF CALIF May 12,2015 . ®WARNING • Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02062015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for on individual binding 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 the building designer. For p of general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 1 V IITe'k• • 7777 Greenback Lane Suite 109 . - trus-H CA95rz1.0 Job Truss Truss TypeQty Ply Chance CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 R44461913 1504-039 A05 Hip 1 1 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.28 K -M >999 180 BCLL 0.0 " Job Reference (optional) --------------- 11- muy i ugn ID:QBj Ira6OvldAyJm?KnvXBzQRtd-gvcWOXgcaOGJcgDXvYuBFgEGwjNyOud1UVs7HgzHGUn -2-0-0 7-34 14 1-0 2282 30-0-0 2.0-0i2 7-3.4 -0 12 7.3-4 32-0 Scale = 1:57.8 6x6 = 4x4 = 2x4 11 3x5 = 3x4 = 3x8'= 2x4 11 3x5 7-3-416.0.0 22-B-12. 30-0-0 i. 7-3-4 6.8-12 2.0.0 6-8-12 - 7-3-4 Plate Offsets (X,Y)— fB:0-2-10,0-1.81.fG:0-2-10 0-1-81 May 12,2015 ® WARNING - Ve ffy design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.07 K -M >999 240 MT20 220/195 ' TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.28 K -M >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.61 Horz(TL) 0.10 G n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 149 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc purlins. BOT CHORD 2x4 DF No.18Btr G + BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I t Ilat' uide. REACTIONS. (Ib/size) B=1320/0-3-8 (min. 0-1-8),G=1320/0-3-8 (min. 0-1-8) Max Horz B=128(LC 8) Max UpliftB=-161(LC 8), G=161(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2082/185, C -D=-1504/152, D -E=-1256/177, E -F=-1505/152, F -G=-2081/186 BOT CHORD B -M=-245/1785, L -M=-175/1785, K -L=-175/1785, J -K=-13/1254, I -J=-49/1784, G-1=-141/1784 WEBS. C -M=0/276, C -K=-608/186, D -K=-39/382, E -J=-39/383, F -J=-605/187, F-1=0/274 NOTES- (10) 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=161, G=161. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard Q?,pFESS/ON �o�rNio y��F2� CI �2 2 w 76428 z m EXP. 12/31/2016 ^7 11 FCAL May 12,2015 ® WARNING - Ve ffy design parameters and READ NOTES ON THIS AND INCLUDED MI7EK 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 on individual building component. Applicability of design parameters and proper incorporation of component is responsiblity, 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 the building designer. For p ITek" responsibility of 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, Mexandria, VA 22314. - 1 V I 7777 Greenback Lane - Suite 109 itn,¢ Nwig�.-CA QS r �,aluvlc ��YU YVmocn , nrvvcn� , r ertlJ, IrV. IYtl May I<W:44: 19 LV la r'99e1 ID:OBj_Ira6Ov1dAyJm7K ,ZX OR1d cIkGRDhs60Wlr8NwOyxfK5KcrX_?sn9KypLEMZzHGUI 2 0-0 6 0 6 10-104 10- 1 6 15-0-0 19 0 8 19 -12 23-11-10 30-0-0 32-0 0 2-0-0 6-0-6 - 4-9-14 O 4.0-6 4.0-8 0- -0 4-9-14 6.0.6 2.0.0 ' - Scale = 1:58.4 4x4 E . I$ 20 II 6x8' _ / 30 = _ 20 I I 3x8 = Truss Truss Type Qty Ply ti0-6 4-9-14 8-3-8 - 4-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (roc) I/deft Ud TChanR44461914 /Job 1504-039 A06 Attic 5 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.47 L -M >772 180 BCLL 0.0 ' rence (optional)_ �,aluvlc ��YU YVmocn , nrvvcn� , r ertlJ, IrV. IYtl May I<W:44: 19 LV la r'99e1 ID:OBj_Ira6Ov1dAyJm7K ,ZX OR1d cIkGRDhs60Wlr8NwOyxfK5KcrX_?sn9KypLEMZzHGUI 2 0-0 6 0 6 10-104 10- 1 6 15-0-0 19 0 8 19 -12 23-11-10 30-0-0 32-0 0 2-0-0 6-0-6 - 4-9-14 O 4.0-6 4.0-8 0- -0 4-9-14 6.0.6 2.0.0 ' - Scale = 1:58.4 4x4 E . I$ 20 II 6x8' _ / 30 = _ 20 I I 3x8 = 3x4 = 6x8 = I EO -0 10-10-0 19-1-12 23-11-10 30.0-0 ti0-6 4-9-14 8-3-8 - 4-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (roc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL ,1.15 TC • 0.32 Vert(LL) -0.20 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.47 L -M >772 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) 0.11 H rl/a n/a BCDL 10.0 Code IBC2012lTP12007 (Matrix -M) Attic -0.15 L -M 650 360 Weight: 164 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. BOT CHORD 2x6 DF No.1 G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. K -N: 2x6 DF SS G JOINTS 1 Brace at Jt(s): P WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) B=1548/0-3-8 (min. 0-1-12), H=1548/0-3-8 (min. 0-1-12) Max Horz B=-137(LC 9) Max UpliftB=-46(LC 8), H=-46(LC 9) Max Grav B=1658(LC 2), H=1658(LC 2) 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3082/0, C -D-2792/0, D -E=-030/68, E -F=-630/69, F -G=-2792/0, G -H=-3082/0 BOT CHORD B -O=-4/2722, N-0=-4/2722, M -N=-4/2722, L -M=0/2447, K -L=0/2711, J -K=0/2711, H -J=0/2711 WEBS D -P=-1928/0, F -P=-1928/0, F -L=0/726, G -L=-589/231, D -M=0/726, C -M=-589/231 - NOTES- (14) 1) Unbalanced roof live loads have been considered for this design. i 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will j . fit between the bottom chord and any other members. i 5) Ceiling dead load (5.0 psf) on member(s). D -P, F -P; Wall dead load (5.0psf) on member(s).F-L,D-M 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. L -M �QF ESS/Q 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) B, H. QQ N,91 N 10 plate 9) This truss is designed in accordance with the 2012 International Building Code 2306.1 referenced ANSUTPI 1. �� ��T y �• section and standard "Semi-rigid 10) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CO 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 Ib down and 17 lb up at C� 0 76428 r^ 15-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. W0 Z m 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. of 0 m 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). EXP. 12/31/2016 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOADCASE(S) Standard. 1) Dead + Roof Live Lumber Increase=1.15, civil - (balanced): Plate Increase=1.15 q rFOF CAO May 12,2015 Continued on gage 2. - (. I ® WARNING - Vwfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI47473 rev. 07/16,2015 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and a for an individual building component, r MEMO{ G Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ci l is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the p q I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding. 1 V IITek• • 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 _. itrus.Heights' 15610 * ' Job Truss Truss Type 1504.039 A06 Attic SYSTEMS PLUS LUMBER CO, ANDERSON, CA 1 LOAD CASE(S) Standard , Uniform Loads (plf) Vert: A -E=-60, E-1=-60, B -M=20, L -M=-40, H -L=20, D -F=-10 Drag: F -L=-10, D -M=-10 Concentrated Loads (Ib) Vert: E=100(F) .. i 1 Qty Ply Chance 5 1 Job Reference (optional) 7.620 s Mar 27 2015 MTek Industries, ID:QBLIra6Ovl dAyJm9KnvXBzQR1 d-cIkGRDhs60W' R44461914 1:14 2015 Page 2 7sn9KypLEMZzHGUI 1 i 1 r 1 If j ; + f , 6 I t ® WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M11.7473 rev. 02162015 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. Brocing shown HV 11' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional bracing of the overall is the the building designer. For permanent structure responsibility of 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 _ Clm,s_HWgh_.o M _C 956] Job Truss Truss TypeQty 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 Ply Chance CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 844461915 1504039 A07 Hip 1 1 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.28 K -M >999 180 BCLL 0.0 ' Job Reference (optional) SYSTEMS EMS PLUS LUMBER CO, ANDERSON, GA 7.620 s Mar 27 2015 MiTek Industries, Inc. Tue May 12 DB:44:16 2015 Page 1 ID:QBLIra6Ovl dAyJm7KnvXBzQR1 d-Ygsl svj6edmk4SXJ8Nz7PWPywLluKiodP7gKQRzHGUj 2 0-0 7-3-414 0 0 1Ma 22-8-12 30-0-0 32-D-0 2.0-0 7-3.4 6.8-12 2-0-0 6$-12 7-3-0 2-M Scale m 1:57.8 ty N n of 6x6 = 4x4 = —1 - 2x4 It 3x5 = 30 = 3x8 = 2x4 11 3x5 '; 7-3-4 14 0 16-0-0 22-8.12 30-0-0 7-3.4 -- 6$12 2-0-0 6-&12 7-1.4 Plate Offsets (X,Y)— IB:0-2-10.0-1-81.IG:0-2-10.0-1-81 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 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.07 K -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.28 K -M >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.10 G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 149 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc purlins. BOT CHORD 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied of 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer tel t' REACTIONS. (Ib/size) 8=1320/0-3-8 (min. 0-1-8), G=1320/0-3-8 (min. 0-1-8) Max Horz B=128(LC 8) Max Uplift B=-1 61 (LC 8), G=161(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2082/185, C -D=-1504/152, D -E=-1256/177, E -F=-1505/152, F -G=-2081/186 BOT CHORD B -M=-245/1785, L -M=-175/1785, K -L=-175/1785, J -K=-13/1254, I -J=-49/1784, G -I=-141/1784 WEBS C -M=0/276, C -K=-008/186, D -K=-39/382, E -J=-39/383, F -J=-605/187, F-1=0/274 NOTES- (10) 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; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=161, G=161. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard QROF ESS/ON �o�cN/o Ui v lFi42�3 z m EXP. 12/31/2016 ^7 * „ i *, \OF CAI. May 12,2015 WARNING - Verfry design Pemmetens and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 07/16,2015 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 bracing of the overall is the the building designer. For MiTek" permanent structure responsbifity, of 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, Alexandrio, VA 22314. Suite 109 Citrus -Height _CA -95610 Job Truss Truss TypeQty LOADING(psf) Ply Chance DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 • R44461916 1504-039 A08 Hip 1 i BC 0.33 Vert(TL) -0.25 J -K >999 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference Loptionall Sf CMS PLUS LUMtlCK W. ANUhKSUN, VA 7.620 s Mar 27 2015 MTek Industries, Inc. Tue May 12 08:44:19 2015 Page 1 I D:QB)_Ira6Ovl dAyJm?KnvXBzQR1 d-zFX9Uw1?wY8JxvGtpWXgl91 S6YmeX7X3543?1 mzHGUg -2-00 6 I 152-0-20 + 23$1 + 30-0-0 2-0.0-0-0 -02 .3.4 -1 6 5A-12 6-3-0 32 6x6 = 4x5 = Scale = 1:57.8 3x5 = 20 I) 3x5 = 3x4 = 3x8 = 2x4 II 3x5 = [a Plate Offsets (X,Y)— [B:Edge,0-0-41, [G:O-M 0-0-41 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 0.35 Vert(LL) -0.07 J -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.25 J -K >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.10 G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 143 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt D -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) B=1320/0-3.8 (min. 0-1-8), G=1320/0-3-8 (min. 0-1-8) Max Horz 3=112(LC 12) Max UpliftB=-145(LC 8), G=-145(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2124/162, C -D=-1670/131, D -E=-1422/152, E -F=-1670/131, F -G=-2124/164 BOT CHORD B -M=-150/1830, L -M=-150/1830, K -L=-150/1830, K -T=-9/1421, J -T=-9/1421, I -J=-40/1830, G -I=-58/1830 WEBS C -K=-468/162, D-0-8/411 1, E -J=0/411, F -J=-468/163 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 1kQF ESS/ONq 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=145, QQ G=145. �� IN 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Co 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w O 7642 $ Z m U LOAD CASE(S) Standard IX * EXP. 12/31/2016 ^7 C[V['t- TFOF CAt�F May 12,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev. OV16,2015 BEFORE USE. Design volid 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 responsibility of the erector. Additional bracing the is the the building designer. For NiiTek' permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSIITP11 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 eighth r.A 95639 . Job Truss Truss Type Qty Ply Chance 1;504-039 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid R44461917 .. A09 Hip 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.61 J -L >589 180 Job Reference (optional) • � • � • •�� -� ^ r p,•.."�„ r.c<u s mar cr cum mi l ex alausmes, inc. i ue may iz uu:cn:" zum rage 1 ID:QBLIra6Ovl dAyJm?KnvXBZQRI d-NgDl7yntDTWuoN_SUe4Xenf?OlkW kUW Vn2Hfe5zHGUd -2-0-0 S3-0 10.0-0 150-0 20.0-0 24-8-12 30.0-0 32-0.0 2-0-0 S3-4 4-8-12 5-0.0 SO -0 4-&12 534 2-0-0 Scale = 1:57.8 4x4 = - 3x4 = 4x4 = 1 I j I 1 I 4x5 = 3x8 = 3x5 = 3x8 = 4x5 = 10-0-0 20-0-0 30-04) 10-0-0 1 D -M 10-M M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.20 J -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.61 J -L >589 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.10 H n/a n/a BCDL 10.0 l Code IBC2012/TP12007 (Matrix -M) . Weight: 136 Ib FT = 20% , LUMBER- BRACING - f TOP CHORD 2x4 DF No. 18Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2x4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer . 1 t I ti REACTIONS. (Ib/size) B=1320/0-3-8 (min. 0-1-8),H=1320/0-3-8 (min. 0-1-8) Max Horz B=96(LC 8) Max UpliftB=-127(LC 8), 1-1=127(1_C 9) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2128/180, C -D=-1843/117, D -E=-1585/121, E -F=-1585/121, F -G=-1843/117, G -H=-2128/181 BOT CHORD B -L=-161/1846, K -L=-96/1772, K -S=-96/1772, S -T=-96/1772, J -T=-96/1772, H -J=-67/1846 WEBS C -L=-289/187; D -L=0/515, E -L=-358/143, E -J=-358/143, F -J=0/515, G -J=-289/188 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=127, H=127. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard Q?,OF ESS1O/V N10 y�G' 76428 z m Of O M CMI. OF CAI.' May 12,2015 I Q1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mn EK REFERANCE PAGE MIP7473 rev. 02H612015 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. t �• j, Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown gp is for lateral support of Individual web members only. Additional temporary bracing to insure stabiity, during construction is the responsibility of the PTA iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ryT i fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane I Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 I Job Truss Truss Type Qty Ply Chance Plate Grip DOL • TC 0.47 TCDL 10.0 Lumber DOL R44461918 BC 0.41 1504-039 A10 Hip 1 1 BCDL 10.0 Code IBC2012fTP120i (Matrix -M) Job Reference (optional) �, v. c,.w �6wv 6v,., M w, ANDERSON, A r.ocu s mar a —o mi i ex industries, mc. rue may a ua:an:ea 201i5 rage i ID:QBj_Ira60vl dAyJm?KnvXBzQR1 d-JDL2Xep714mr2g8rc36?kCkHzZSeCGdoFMmmizzHGUb -2_-0-0 B-0-0. 15-0-0 22-0-0 30-M 32.0-0 2-0-0 8-0-0 7-0-0 - 7.0.0 8-0-0 2-M Scale = 1:57.8 4x5 = 3x8 = 4x5 = 3x6' i 3x4 = Jxa — 2x4 11 3x4 = 3x6 C LOADING (psf) SPACING -20-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 TCDL 10.0 Lumber DOL 1.15 BC 0.41 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 BCDL 10.0 Code IBC2012fTP120i (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud/Std G DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.10 1 >999 240 MT20 220/195 Vert(TL) -0.34 I -K >999 .180 Horz(TL) 0.11 F n/a n/a Weight: 126 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-14 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 i REACTIONS. (Ib/size) B=1320/0-3-8 (min. 0-1-8), F=1320/0-3-8 (min. 0-1-8) Max Horz B=80(LC 8) Max Uplift B=-110(LC 8), F=-110(LC 9) , FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2017/203, C -D=-1698/185, D -E=-1698/185, E -F=-2017/191 BOT CHORD B -K=-403/1818, J -K=-205/2265, I -J=-205/2265, H -I=-205/2265, F -H=-341/1818 WEBS C -K=0/520, D -K=-742/160, D-1=0/280, D-1-1=7421160, E -H=0/520 NOTES- (10) 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; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=110, F=110. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _ 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard -SOF ESS/o NIO coP�OTtiF�Ftic �2 2 W Q 76428 z m Of EXP. 12/31/2016 'C10 - May 10 - May 12,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 111II-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 6 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 p erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 V I iTek• 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 Qtnm 8]0 I ID:QBLIra60vldAyJm?KnvXBzQR1d-CcOgwZBzcPbxSseostiPnov56vox5gkFPc97d3zDyOh -2-0-0 �_i 8.60 1052 15-0-0 I 19814 } 24-0-0 { 28.8.12 30.0-0 32� 2-0.0 334 2-8-12 452 4814 4814 452 2-8.12 33-4 2-0-0 Scale = 1:57.8 6)S = NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2x4 II NAILED NAILED NAILED 6x8 = 3x5 = 2x4 II WC26 NAILED NAILED 2x4 II D, 4x6 — ^• 3x8 —v NAILED NAILED NAILED 3x5 = NAILED NAILED NAILED LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-&15 oc pur ins. { BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 DF Stud/Std G MtTek recommends that Stabilizers and required cross bracing be installed during truss enaction, in accordance with Stabilizer REACTIONS. A9 bearings 163-8 excet (lb) - Max Horz 8=63(LC 8) Max Uplift All uplift 100 Ib or less at jolnt(s) 0 except 8=259(LC 27), T=263(LC 27), S=-186(LC 28), R=153(1_C 21), P--401(LC 20), J=-526(LC 30) Max Grav A9 reactions 250 tb or less at joint(s) except 6=288(LC 40), T=352(LC 24), S=630(LC 1), R=563(LC 43), P=1329(LC 44), J--917(LC 44), 0=31O(LC 44) FORCES. (Ib) -Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-084/401, C-0=389/445, D -Y=406/506, Y -Z=254/354, E-AA=1175/628, AA-AB=337/480, F-AB=1731477, F-AC=1401477, AC-AD=218/477, G-AD=4%/508, G -AE= -7591276, AE -AF -758/449, H -AF -7801600, 1-1-1=1309/767, I,I=1428/964 BOT CHORD B-T�323MK P -A1=343/363, O-P�VW756, O-AJ=269!756, N-AJ=199/756, N-AK=266/1133, AK-AL=239/1133, M-AL=417/1133, L -W-594/1254, J -L=-83111274 WEBS C -T=285/282, C -S=281/289, D -R 78/354, E -R=295/386, E -P=-526/466, F -P=-449/227, G -P=14491556, G -N=78/394, FI -N=-451/320, H -M=43/489 NOTES- (16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasdg87mph; TCDLlF6.Opsf; BCDL=6.0psf; h=25R; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 30 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 6) " This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 0 except Qt=1b) 8=259, T=263, S=186, R=153, P--401, J=526. 9) This buss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIRPI 1. 10) This truss has been designed for a total drag load of 2200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-0-0 for 73.3 plf. 11) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. i 12) Use USP HJC26 (With 16d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 17-11-4 oc max. starting at 6-0-6 from the left end to 2311-10 to connect truss(es) J03 (1 ply 2x4 DF), Ht (1 ply 2x4 DF), J03 (1 ply 2x4 DF), H1 (1 ply 2x4 DF) to back face of bottom chord. Continued on oaae 2 C',, ,01 ESS/ON ,ozN►o tiF�F�c 76428 zv n EXP. 12/3112016 �FOF & WARIMIG - V.W design Pmartw . arsd READ NOTES ON THIS AND INCLUAW IUIEX REFERANCE PAGE WF7473 rev. OVIM15 BEFORE USE. Design valid for use only with Welt connectors This design is based only upon parameters shown and Is for an Individual building component. Applicability 1y design parameters and proper'Incarpora8on of component is responsibility of butlm ng designer- riot tam designer. Brodng shown Is for lateral support of Individual web members rnfy. Additional temporvy bracing g to Insure stability during construction, is the responsibility of the erecta. Addilkm pemwnenf hroci g of the overall shueture Is the responsibilliy of the building designer. For general guidance regordeg M iT®k' fabrication cluoBly control storage. delivery. erection and broci g. consult ANSVMI Quality Cdlerto. OS5-09 and BCSI Mica a Component Safety brimi . n avoaoble inures Truss Plate Institute, 781 N. lee Sheet. Suite 312. Alexandria. VA 22314. 7777 Greenback Lane Suke 109 arAin Mav 22,2015 10-52 I. _ 1560 4S2 4514 _ Ite-3.91 138 19814 333 I 24-60 1 28$12 i 30-0-0 452 2-8-12 3-3-4 Plate Offsets (X.Y)— IB:0Sd.0-1-131.fJ:04I4.0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.03 M -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.08 M -N >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.74 Horz(rL) 0.02 J n/a n/a ,- BCDL 10.0 Code IBC20121TP12007 (Matra -M) Weight 167 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-&15 oc pur ins. { BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 DF Stud/Std G MtTek recommends that Stabilizers and required cross bracing be installed during truss enaction, in accordance with Stabilizer REACTIONS. A9 bearings 163-8 excet (lb) - Max Horz 8=63(LC 8) Max Uplift All uplift 100 Ib or less at jolnt(s) 0 except 8=259(LC 27), T=263(LC 27), S=-186(LC 28), R=153(1_C 21), P--401(LC 20), J=-526(LC 30) Max Grav A9 reactions 250 tb or less at joint(s) except 6=288(LC 40), T=352(LC 24), S=630(LC 1), R=563(LC 43), P=1329(LC 44), J--917(LC 44), 0=31O(LC 44) FORCES. (Ib) -Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-084/401, C-0=389/445, D -Y=406/506, Y -Z=254/354, E-AA=1175/628, AA-AB=337/480, F-AB=1731477, F-AC=1401477, AC-AD=218/477, G-AD=4%/508, G -AE= -7591276, AE -AF -758/449, H -AF -7801600, 1-1-1=1309/767, I,I=1428/964 BOT CHORD B-T�323MK P -A1=343/363, O-P�VW756, O-AJ=269!756, N-AJ=199/756, N-AK=266/1133, AK-AL=239/1133, M-AL=417/1133, L -W-594/1254, J -L=-83111274 WEBS C -T=285/282, C -S=281/289, D -R 78/354, E -R=295/386, E -P=-526/466, F -P=-449/227, G -P=14491556, G -N=78/394, FI -N=-451/320, H -M=43/489 NOTES- (16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasdg87mph; TCDLlF6.Opsf; BCDL=6.0psf; h=25R; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 30 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 6) " This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 0 except Qt=1b) 8=259, T=263, S=186, R=153, P--401, J=526. 9) This buss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIRPI 1. 10) This truss has been designed for a total drag load of 2200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-0-0 for 73.3 plf. 11) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. i 12) Use USP HJC26 (With 16d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 17-11-4 oc max. starting at 6-0-6 from the left end to 2311-10 to connect truss(es) J03 (1 ply 2x4 DF), Ht (1 ply 2x4 DF), J03 (1 ply 2x4 DF), H1 (1 ply 2x4 DF) to back face of bottom chord. Continued on oaae 2 C',, ,01 ESS/ON ,ozN►o tiF�F�c 76428 zv n EXP. 12/3112016 �FOF & WARIMIG - V.W design Pmartw . arsd READ NOTES ON THIS AND INCLUAW IUIEX REFERANCE PAGE WF7473 rev. OVIM15 BEFORE USE. Design valid for use only with Welt connectors This design is based only upon parameters shown and Is for an Individual building component. Applicability 1y design parameters and proper'Incarpora8on of component is responsibility of butlm ng designer- riot tam designer. Brodng shown Is for lateral support of Individual web members rnfy. Additional temporvy bracing g to Insure stability during construction, is the responsibility of the erecta. Addilkm pemwnenf hroci g of the overall shueture Is the responsibilliy of the building designer. For general guidance regordeg M iT®k' fabrication cluoBly control storage. delivery. erection and broci g. consult ANSVMI Quality Cdlerto. OS5-09 and BCSI Mica a Component Safety brimi . n avoaoble inures Truss Plate Institute, 781 N. lee Sheet. Suite 312. Alexandria. VA 22314. 7777 Greenback Lane Suke 109 arAin Mav 22,2015 I Truss Truss Type Qty Ply a lJob 844567267 1JCohR"* 1504-039 A11 Kip Godes 1 1 i b a. SYSTEMS PLUS LUMBER C.O. ANDERSON. CA 7.620 5 Mar 27 2015 MTek Wketries, Inc. Frl May 22 10:03:15 2015 Page 2 ID:QBLIra60v1dAyJm?KnvXBzQRld-goyC7vCbNijo4OD?QbDeKOSGa18Ag7 PGGV99WzDyOg NOTES- (16) 13) Fill all nail holes when: hanger is in contact with lumber. 14) 'NAILED' indicates 3-10d (0.148X3') or 3-12d (0.14M.25') toe -nails. For more details refer to MTeWs.ST-TOENAIL Detail. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) - Vert: AD --60. D -H=-60, H -K=.60, 84-20 Concentrated Loads (Ib) Vert: D=74(8) H=74(B) 0�1(B) S=265(8) M=265(8) 0=311 (B) Y=74(B) Z=74(B) AA=74(B) AB=74(B) AC=74(B) AD=74(B) AE=74(B) AF=74(B) AG= -31(B) AFF -31(B) At -31(B) AJ --31(B) AK=31(B) AL= -31(B) t JAWARMM - Ve ft I sign paarretne and READ NOTES ON TOM AND OlCLW ED 60rEK REFENANCE PAGE 481-7472 rev. 02N6/2015 BEFORE USE Design valid for use only with Mirek connectors. This This design's based aupon parameters shown. and Is for an individual budding component.♦ Applicob3d ly design Parameters and proper men comoration of component is resppmb0iy of building designer - not truss designer. Bracing shown is ter lateral support of irsdivtdu tl web member only. Addriond temporary bracing to 6e stoWty during construction is the resporsibEty of the erector. Additional permanent broking of the overafl structure k the responsbEily of the building designer. For general guidance regardeg 1 V I iTek n fabricatioquControl ntrol storage, delivery.re emotion and brvci g, Consult ANSUTPII Quality C&ed4 056.89 and SCSI SuO�m rg Component 7777 Greenback Lane Sally bdormdion available from Truss Plate institute. 781 N. Lee Street. Suite 312 Alexandria. VA 72314. Suite 109 1 Job Truss Truss Type Qty Ply Chance LUMBER- BRACING - M iTek" TOP CHORD 2x4 DF No.1&Btr G TOP CHORD ,244461920 1504-039 Ht Diagonal Hip Girder 4 1 Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MITek Industries, Inc. Tue May 12 08:44:30 2015 Page 1 ID:QBLIra6OvldAyJm?KnvXBzQRtd-8NiJohuuLwXlmbb?yJDPzT K7 ZQc9xhdlD4wdzHGUV 2-10-11 4-5.8 8-5-13 2-10.11 4-5$ 4-0.6 Scale = 1:22.1 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 NO Code IBC2012rrP12007 CSI. TC 0.43 BC 0.13 WE 0.11 (Matrix -M) DEFL. in Vert(LL) -0.01 Vert(TL) -0.03 Horz(TL) 0.00 floc) I/deft L/d E -F >999 240 E -F >999 180 E n/a n/a PLATES GRIP MT20 220/195 Weight: 39 Ib FT = 20% LUMBER- BRACING - M iTek" TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) B=419/0-4-9 (min. 0-1-8), E=263/Mechanical Max Harz B=143(LC 7) Max Uplift B=-159(LC 4), E=-05(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -J=-553/395, C -J=-325/58 BOT CHORD B -L=-444/562, F -L=-115/282, F -M=-115/282, E -M=-115/282 WEBS C -E=-305/98 NOTES- (11) 1) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E except (jt=1b) B=159. SOF ESS/0 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. QQ /V,91 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �� POT N IO y� F 9) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. �fiC 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LU7642 8 Z m U LOAD CASE(S) Standard IX O M 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 EXP. 12131/2016 Uniform Loads (plf) Vert: A -D=-60, E -G=20 Concentrated Loads (Ib) 15CIVIL Vert: J=118(F=59,B=59)L=45(F=22,B=22) TFOF C AL\F May 12,2015 ® WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 02/16,2015 BEFORE USE " Design valid for use only with Mi'lek 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 bracing of the is the the building M iTek" permanent overall structure responsibility of 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 uus_Heights,-CA_95BJ Job Truss Truss Type Oty PlyChance 20.0 Plate Grip DOL • TC 0.17 TCDL 10.0 R44461921 1504-039 - J01 Jack -Open 6 1 " WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Job Reference (optional) a, �, crvia r crt vv, , v r.ozu a Mar zr Lul MI I eK Inauslnes, Inc. I ue May 1L W:44:34 Lulb nage 1 ID:OBj Ira6OvldAyJm?KnvXBzQR1d-18xge3xPO91BFDvmB91LBJ936bzXY_ZGYwBH3OzHGUR -2-0-0 1-10-15 2-0-0 1-10-15 A LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 TCDL 10.0 Lumber DOL - 1.15 BC 0.05 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF Stud/Std G REACTIONS. (Ib/size) C=26/Mechanical, B=242/0-3-8 (min. 0-1-8), D=4/Mechanical Max Harz B=67(LC 8) Max UpliftC=-15(LC 8), B=-61(LC 8) Max GravC=26(LC 1), B=242(LC 1), D=24(LC 3) , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Scale: Vol' DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.00 G >999 240 MT20 220/195 Vert(TL) -0.00 G >999 , 180 Horz(TL) -0.00 B n/a n/a .Weight: 9 Ib FT = 20% BRACING-, TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc puffins. 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 LOAD CASE(S) Standard ® WARNING - Vedly design peremeters end READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 0111114473 rev. 02(1612015 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 fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. Q�oFESS/0/V pi N 10 y� �F2c CO �2 Z L 76428 z m a � * EXP. 12/31/2 6H T�TFOF CAOF���\P May 12,2015 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Chance PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 844461922 1504-039 J02 Jack -Open 8 1 BC 0.19 Vert(TL) -0.02 D -G >999 180 BCLL 0.0 ' Rep Stress Incr Job Reference (ootionall ...... _...... ......._.. �.... ., mey i. uo.•w... av a .age , ID:QBj_Ira6Ov1 dAyJm?KnvXBzQRt d-RjdzG4zHh4Pm6geLtlr2lxnaMox3lLJiEuQygjzHGUO -2-0-03-1415 2.0-0 - 3-1415 Scale= 1:17.1 A 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 0.17 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.02 D -G >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc puffins. BOT CHORD 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=84/Mechanical, B=313/0-3-8 (min. 0-1-8), D=32/Mechanical Max Horz B=104(LC 8) Max UpliftC=-46(LC 8), B=-59(LC 8) Max Grav C=84(LC 1), B=313(LC 1), D=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 , 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) C, B. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473re, 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 responsiblllity, 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. ,Q)Q?,pF ESS/p/V P�pTNl �O tiF�Ftic �2 Z CD 76428 v rn EXP. 12/31/2016 ^� s? CIV11. �TFOF CAL MiTek' 7777 Greenback Lane Suite 109 May 12,2015 `eI Job Truss Truss Type Ory Ply Chance PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 20% LUMBER. BRACING - structure responsibility of general guidance regarding fabrication• quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component TOP CHORD 2x4 DF No.18Btr G 844461923 1504-039 J03 Jack -Open - 20 1 r A %61 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Job Reference (optional) SYSTEMS CMS PLUS LUMBER CO. ANDERSON, GA 7.620 s Mar 27 2015 Mrrek Industries, Inc. Tue May 12 08:44:36 2015 Page 1 ID:OBj_Ira6OvldAyJm7KnvXBzOR1d-vvBLTO vSNXdjgDX07MI19JkyCDKUoZsTY9VC9zHGUN 6-0-0 2-0-0 6-0-0 Scale = 1:22.2 I 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 0.25 BC 0.51 WB 0.00 (Matrix -M) Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsblity, of building designer - not truss designer. Bracing shown DEFL. in Vert(LL) -0.03 Vert(TL) -0.10 Horz(TL) 0.00 (loc) I/def! Ud D -G >999 240 D -G >697 180 B n/a n/a PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 20% LUMBER. BRACING - structure responsibility of general guidance regarding fabrication• quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component TOP CHORD 2x4 DF No.18Btr 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. r A %61 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=134/Mechanical, B=410/0-3-8 (min. 0-1-8), D=51/Mechanical Max Horz B=143(LC 8) Max UpliftC=-74(LC 8), B=-67(LC 8) Max Grav C=134(LC 1), B=410(LC 1), D=90(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-557/54 BOT CHORD B -D=-191/657 NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �QF ES$/� 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q 4/,9l LOADCASE(S) Standard �c��N10 h� F� �z 76428 z m o � * EXP. 1231/2016ti May 12,2015 ® WARNING - Vedfy design Parameters end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 011II-7473 ne, 02/16,2015 BEFORE USE Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsblity, 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 B the responsibillity, of the erector. Additional permanent bracing of the overall is the the building designer. For p p structure responsibility of general guidance regarding fabrication• quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component - ITOk• 7771 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 71314. Suite 109 r A %61 /rut -mss Job Truss Truss Type Oty Ply Chance 1.15 - 10.0 Lumber DOL 1.15 R44461924 1504.039 LAY61 GABLE 2 ..� 1 ' Jab Reference fantionall note s mar zr zum mi r eK mausmes, Inc. r ue may tz Ud:44:Ja zum rage t ID:QBj_Ira6OvldAyJm7KnvXBzQR1d-N61jhm1XDhfUL nj itXrMswHcgwDE59iCv2kczHGUM 8.11-017-9-15 • 8.11-0 8-11-0 4x4 = F 3x4 // LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC20121TP12007 LUMBER - TOP CHORD 2x4 DF Stud/Std G BOT CHORD 2x4 DF No.18Btr G OTHERS 2x4 DF Stud/Std G T S - R Q P O N M L 17-9-15 17-9-15 CSI.' DEFL. in floc) I/deft Ud TC 0.14 Vert(LL) n/a n/a 999 BC 0.04 Vert(TL) n/a n/a 999 WB 0.11 Horz(TL) 0.01 - K n/a n/a (Matrix) BRACING - TOP CHORD BOTCHORD WEBS 3x4 \\ Scale = 1:60.8 PLATES GRIP MT20, 220/195 Weight: 126 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt F -P, G -O, E -Q MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-9-15. (lb) - Max Harz A=-237(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) K, P, O, Q except A=-113(LC 6), L=-123(LC 9), M=-117(LC 9), N=-135(LC 9), T=-123(LC 8), S=-117(LC 8), R=133(LC 8) - Max Grav All reactions 250 Ib or less at joint(s) A, K. P, L, M. O, T, S. Q except N=265(LC 16), R=263(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-333/209, J -K=-304/164 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) K, P, O, Q except (jt=1b) A=113, L=123, M=117, N=135, T=123, S=117, R=133. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard ® WARNING - Verffy deslgn parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11.7473 rev. 021182015 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 miss 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 Safety information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. - Q?,pFESS/0k pTNlO yF�Ftic �'L Z 76428 z m 0 ;10 EXP. 12/31/2016 ^� CC F0F CAL May 12,2015 MiTek' 7777 Greenback Lane Suite 109 4r :' -MiTek, a MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: 1504-039 Fax 9161676-1909 Chance . The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R44461909 thru R44461924. My license renewal date for the state of California is December 31, 2016. Lumber design values are in'accordance with ANSI/TPI 1 section 63 These truss designs rely on lumber values established by others. a QROFESS/pv ` I N IO tiF �F2c ' 76428 rn * EXP. 12/31(2016 cSj'9r 'CIV May 12,2015 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-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. 'r- Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/; . Center plate on joint unless x, y /4 indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury offsets are 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 BCSI. 0-1/ �� c1-2 c2-3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 16 -WEBS 4 wide spacing, c� 5 p O = u 3 '�'�� 3 e M may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never C) �° u stack materials on inadequately braced trusses. 00 a- 4. Provide copies of this truss design to the building C7-8 C6-7 cs-s O— For 4 x 2 Orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- 149' from outside all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. P THE LEFT. 1 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR-131 1, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. . 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or specified. by text in the bracing section of the 13. Top chords must be sheathed or purlins provided at output. Use T Or I bracing spacing indicated on design. If Indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING - Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTekOO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal — – 19. Review all portions of this design (front, back, words pictures) before use. Reviewing pictures alone Plate Connected Wood TfUSS Construction.and is not sufficient. DSB-89: Design Standard for Bracing. ® BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 PURLIN GABLE DETAIL Mill/SAC - 12 7/15/2005 PAGE 1 OF 4 Q FIRST COMMON PURLIN GABL ___NO3_ l I THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. SEE DETAIL #2- / SEE DETAIL JACKS MiTek Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR, HIP TRUSS. 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 SEE SHEET 2 OF 2 FOR ALL DETAILS ® WARNM • 9arl& drslgn parametc s and READ NOTES ON TfIIS AND INCLUDED AD= REFERFWCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mtiek connectors: This design's based only upon poromelers shown. and is for on InciViduol building component. Applicabl8ly-of design paromenters and proper.incorpordflon of component is responslb2ty of building designer - not. truss designer. &acing shown s for latero( support of individual web members only. Additional lempora y bracing to Insure stability during construction Is the responsibility of tho erector. Additional permanent' bracing of the overall structure'' is the responsibility of the building designer. For general guidanceregarding fabrication. quality-eontrol,.sioroge, delivery, erection and bracing. consull ANSIM111 Quilty Crttoda, DSB•89 and BCS11 BuBding Component ' Safoy Information ovbilobte from Trus, Plate.lnsfitute, 583 D'Onohto Drive. Madison, WI 53719. NO. 0074486 EXP, 12-31-16 APR 2 8 2015 7777 GreenaacK l2ne m Suite 109 atrus Heights, CA, 9507 M i7 p ti PURLIN GABLE DETAIL IVIIIISAC - 12 7/15/2005 PAGE 2 OF 4 I ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER DETAIL #2 THE PURLIN GABLE DOES ALIGN WITH THE END OF THE FLA TOP CHORD SECTION . \ 'PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSSTOP CHORD DETAIL #4 DETAIL ##1 . APEX _ J4�\ o Q. 0. D 0 Mtn f- DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER JG. I ® WARNING . 4orlb design pa—netem and JWAD NOTES aN mS AND INCLUDED JdnZK REFERENCE PAGE MU -7473 REPDRE USE. Doslgn void for use onls• wflh M Tek conneclom This design h bo ed ony u n4n poronu ers shown.�at�d h for on fndMdual bu0dtng ---pone A p6cob16ty of design poromeniers and proper Incorporallon o�t.omponent is rezpo�bl6ly of bu(Itlin designer- not truss designer. Bra r7 Is for lateral supppari of mdMduai wob members ony. Addlfiono temporary brodng to rksure siab@ty duringFconsirucllon Is respons @ly erector. Additional pemwnsi nil bracingg of the ovdail shuclure h the responsibf9lyy of the buildingg clesgner. or general guidance regard ng fabrlaalion. quolty co ge; de3v'. erection and bracing, consult ANSI/1PI1 Quality CAloda, DSB-69 and 9CSli B ndln, Camponoi Safety Informceon avollable from Tnm Piate lmillule. SO D'Onofno Drive, Madison, WI53719. Qw osoo 0 NO: C074486 EXP. 12-31-15 OFCAL APR 2 8 2015 7777 Greenback lane ®®® S to 109 C r, Heights. CA, 9561 MOW mtTek Industries, Inc. ®ice © lilm Western Division MMO-iii� W-0 16d SINKER OR 16d BOX ---ml• O.C. SPACING BY OTHERS THE TOP OF THE HIP GIRDER - ' Ina TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM. EDGE OF THE PURLIN GABLE ALIGNS WITH THE LEFT FACE OF THIS TRUSS QGP 16d NAILS JQe�� QGP/ AND BEARS ON TOP. 6" O.C., ALTERNATE DETAIL I ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER DETAIL #2 THE PURLIN GABLE DOES ALIGN WITH THE END OF THE FLA TOP CHORD SECTION . \ 'PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSSTOP CHORD DETAIL #4 DETAIL ##1 . APEX _ J4�\ o Q. 0. D 0 Mtn f- DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER JG. I ® WARNING . 4orlb design pa—netem and JWAD NOTES aN mS AND INCLUDED JdnZK REFERENCE PAGE MU -7473 REPDRE USE. Doslgn void for use onls• wflh M Tek conneclom This design h bo ed ony u n4n poronu ers shown.�at�d h for on fndMdual bu0dtng ---pone A p6cob16ty of design poromeniers and proper Incorporallon o�t.omponent is rezpo�bl6ly of bu(Itlin designer- not truss designer. Bra r7 Is for lateral supppari of mdMduai wob members ony. Addlfiono temporary brodng to rksure siab@ty duringFconsirucllon Is respons @ly erector. Additional pemwnsi nil bracingg of the ovdail shuclure h the responsibf9lyy of the buildingg clesgner. or general guidance regard ng fabrlaalion. quolty co ge; de3v'. erection and bracing, consult ANSI/1PI1 Quality CAloda, DSB-69 and 9CSli B ndln, Camponoi Safety Informceon avollable from Tnm Piate lmillule. SO D'Onofno Drive, Madison, WI53719. Qw osoo 0 NO: C074486 EXP. 12-31-15 OFCAL APR 2 8 2015 7777 Greenback lane ®®® S to 109 C r, Heights. CA, 9561 MOW .13 a PURLIN GABLE DETAIL . MII/SAC - 12 7/15/2005 PAGE 3 OF 4 JP B1 PURLIN MITek Industries, Inc. Western Division PURLIN GABLE =R OR 16d BOX LING BY OTHERS IGS t... H.,A-B L 71 ` 0-:U..l r-L.a !8' MIN \16d SINKER OR 16d BOX O.C. SPACING BY OTHERS 01 HIP SET TRUSS 1 I ,ff, b I f _ ® WARMXG . yertjg design parametam and READ N07ZS ON= AND SNCLGDED S 77ER REFERENCE PAGE MN -7473 BEFORE DS& Desiggn wild Iw VVsse onN wllh bL7ek cohneclon. �hh dedgn h'bosed only upon paramel- shown and Iw an Individual bulldi- compone Apppl�rabib of tleslgn pwamenters and proper eorporotlon o component Is responzibitly of bulidinp designer -not Inns designer. BrodnO Is iw loleralYssVV�poA of mtlMdual web members ony. Addillana� lempwary 6roGng to Insure slabl0ty iluringFconslruclion !� the responslbiNly fabrication. 1,torAdulao�al er'rw sen txo d g oe lh ereclbn and tWoc the respo�1.1SN of Iho buadingg ddesigner, w general gu dance regarding q y g wry, ng, consul ANSI/IPII Quality Nforfa. OSB -89 and BCSI7 Building Componei Safety Inlorsna8on available. from Truss Plate Insillule. 583 D'Onofdo Drive. Modison,.Wl 53719. NO. C074416 EXP, 12-31-15 Ilk CIVIL >�P OF'CAIhOQI APR 2 8 2015 7777 Greenback lane Sidle 109maw CI Ws HelOhts, CA, 0501 MOW W MI Tek Industries, Inc. Western Division 16d SINKER OR 16d BOX. ` TYPICAL _ � RIDGE BLOCKING PURLIN GABLE C J` •FIRST COMMON ZX BLOCKIN W/CONNECTIONS • c• yj �= W/FRAMING CONNECTORS 'c ' ' •' ST HI BY OTHERS. ' +"...._ '2-0-0 MAXDET�.. t -4 _ •. � , . •`ry rY {g�gpj SUAIL Nary -• - - •! , ,'i• ; • 00-12 TIGHTLY SET JOI` � � r_,__—._.- -• �-- t. � ` x• ' mom- L *T�' t ,. •%•; 'I .. :�\ PURLINWGABLE 2>, . •• _ `•ice I .� !' ' ji, j, ' Y l ice!! I • _ - •�. - •�� - .. • HIP SET TRU S , dr ROOF SHEATHING BY.OTHERS 1 9. • - a O ' — ! D E TA I L 4 S U Plica / ' , r I • _f , { • + �� :A •+ /: HIP'SET TRUSS 0-0-,2 • ROOF SHEATHING AND DIAPHRAGM' Q�QFE NAILING BY OTHERS NO. C074486 1 ,. t q� \ PULIN GABLE HIP gOFC2"1AEiCO , 1 f APR 2 8 2015 Nil ! b ®ETU U 0 L':0 I tl A.. 0 LLQSUA a ,• ® 109 WARNING - Verify designpmamct m lsnd REAP NOTES ON TA7S AND INCLUDED Xn7X REFERENCE PAGE ZW--.7473 BEFORE USE. - mB Greenback Lane M " " w Wus-Heights, Ga..9561 Dost n valid lo� use only with Mdek connectors: jFils design a bused 'p. upon parameters shown and i for an Individual building component. App�cabf61v o design pporamenlers and proper meorporal on o component b respon ly of bu Idmpp designer •�nof.tivss daslgner.Bracing�shown b for lalerafsuppport of rI itiNidual web members only. Addl�rono� lempormy brodng to fnsur� sto�5ty duringaonstructfon h,lho responslbllGly of the - erector.' Additional permanent brodnp of the overall structure b the responsibl6N of thebu kilns ddesigner. general guldonce regarding ! . fabricalbn,,-.' control, storage, delNery, erection and bracing, consult ANSfRPiI Qua111y Crllorla..OSB-89 and BC517 Building Component - , - : �, �p.��©�® - Soloty information available from Truss Plate Institute, 583 D'Onoldo Drive. Madison, WI53719.ke H tl, 4�. PURLINI GABLE DETAIL" ' MIUSAC - 127/15/2005 PAGE 4 OF 4 -' MI Tek Industries, Inc. Western Division 16d SINKER OR 16d BOX. ` TYPICAL _ � RIDGE BLOCKING PURLIN GABLE C J` •FIRST COMMON ZX BLOCKIN W/CONNECTIONS • c• yj �= W/FRAMING CONNECTORS 'c ' ' •' ST HI BY OTHERS. ' +"...._ '2-0-0 MAXDET�.. t -4 _ •. � , . •`ry rY {g�gpj SUAIL Nary -• - - •! , ,'i• ; • 00-12 TIGHTLY SET JOI` � � r_,__—._.- -• �-- t. � ` x• ' mom- L *T�' t ,. •%•; 'I .. :�\ PURLINWGABLE 2>, . •• _ `•ice I .� !' ' ji, j, ' Y l ice!! I • _ - •�. - •�� - .. • HIP SET TRU S , dr ROOF SHEATHING BY.OTHERS 1 9. • - a O ' — ! D E TA I L 4 S U Plica / ' , r I • _f , { • + �� :A •+ /: HIP'SET TRUSS 0-0-,2 • ROOF SHEATHING AND DIAPHRAGM' Q�QFE NAILING BY OTHERS NO. C074486 1 ,. t q� \ PULIN GABLE HIP gOFC2"1AEiCO , 1 f APR 2 8 2015 Nil ! b ®ETU U 0 L':0 I tl A.. 0 LLQSUA a ,• ® 109 WARNING - Verify designpmamct m lsnd REAP NOTES ON TA7S AND INCLUDED Xn7X REFERENCE PAGE ZW--.7473 BEFORE USE. - mB Greenback Lane M " " w Wus-Heights, Ga..9561 Dost n valid lo� use only with Mdek connectors: jFils design a bused 'p. upon parameters shown and i for an Individual building component. App�cabf61v o design pporamenlers and proper meorporal on o component b respon ly of bu Idmpp designer •�nof.tivss daslgner.Bracing�shown b for lalerafsuppport of rI itiNidual web members only. Addl�rono� lempormy brodng to fnsur� sto�5ty duringaonstructfon h,lho responslbllGly of the - erector.' Additional permanent brodnp of the overall structure b the responsibl6N of thebu kilns ddesigner. general guldonce regarding ! . fabricalbn,,-.' control, storage, delNery, erection and bracing, consult ANSfRPiI Qua111y Crllorla..OSB-89 and BC517 Building Component - , - : �, �p.��©�® - Soloty information available from Truss Plate Institute, 583 D'Onoldo Drive. Madison, WI53719.ke H tl, 4�. JULY 11, 2011 LATERAL TOE -NAIL DETAIL ST -TOENAIL MiTek USA, Inc. Page 1 of 1 NOTES:1.. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER 0 0o AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. - SQUARE CUT VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. ° EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45-00o U2 U\ VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES, ONLY SIDE VIEW SIDE VIEW (2x4 3 NAILS 2 NA 2 NAILS r� �I NEAR SIDE \\ II NEAR SIDE. i FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2x6) fes- 4 NAILS NEAR SIDE ,I i ----I FAR SIDE -�-� NEAR SIDE FAR SIDE 45 DEGREE ANGLE TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005_ (Ib/nail) BEVEL CUT DIAM. SYP DF HF I SPF I SPF -S 2 NAILS .131 88.1 80.6 69.9 68.4 59.7 - p I.135 93.5 85.6 74.2 72.6 I 63.4 .162 118.3 108.3 93.9 91.9 80.2 6 45.00* z.128 Z SIDE VIEW 84.1 76.9 66.7 65.3 57.0 3 NAILS 3 .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 I 82.8 I 72.3 rNi a .120 1 73.9 1 67.6 58.7 1 57.4 50.1 O .128 ' 84.1 I 76.9 66.7 I 65.3 57.0- b .131 88.1 80.6 69.9 68.4 59,7 cn .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. ° EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45-00o U2 U\ VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES, ONLY SIDE VIEW SIDE VIEW (2x4 3 NAILS 2 NA 2 NAILS r� �I NEAR SIDE \\ II NEAR SIDE. i FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2x6) fes- 4 NAILS NEAR SIDE ,I i ----I FAR SIDE -�-� NEAR SIDE FAR SIDE 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS �-q I' /I NEARSIDE �- NEAR SIDE 45.00* SIDE VIEW x 3 NAILS 3 NEAR SIDE \ I-� NEAR SIDE NEAR SIDE SIDE VIEW (2x6) �-�-4 NA -ILS NEAR SIDE --i NEAR SIDE -� NEAR SIDE NEAR SIDE }� 1 I DETAIL FOR COMMONAND EBRD JACKSILII/SAC _ 8 -40PSF 11/25/2013 PAGE 1 ! t� `1'"' 1 I M1Tek Industries, Inc. ®® R TCLL ao.o Plates Increase 1.15 BRACING Western Division TCDL 14.0 (Lumber Increase 1.15 ;TOP CHORD Sheathed. ILAN BCLL o.o Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. BCDL .. 10.0 _I-... ...... :.. MINIMUM LUMBER SIZE AND GRADE i TOP CHORD 2 X 4 OF No. 1 & BTR G I LENGTH OF =XTEIJSION BOT CHORD 2 X 4 OF No. 1 & BTR G As DESIGN REQ' D 2U' -0 4i SPLICE CAN EITHER BE 3X6 MT20 PLATES iAX OR 22" LONG 2X4 SCAB CENTERED AT SPLICE "1 W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE © I W/ (.131'X3.0" MIN) NAILS (d1 3" O.C. 2 ROWS / ! NOTE: � ` •,-------...-"• !. TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. "tel f SUPPORT AND CONNECTION BY OTHERS OR 2-16d CJMMON WIRE (0.162 -DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED a 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5- LGT) TOE.NAILS CONN. W2 led COMMON WIRE (0:162"DIA. X 3.5" LGT) TOE NAILS B-0-0 .. .. _... —� NO. C7b426 S -U-0 EXP_. 12-31-14 EXT. -Js CAS l �. NIL - ' _.....-- ......_..__ I i 2—Q-0 t -: ` t OF EXT. i I EXT. 2_0_a ��... ..: _..... _.._.._�: ... Nov 2 5 2013 ' CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS IF BOTTOM CHORD IS 6'-0" LONG OR LESS i LUMBER MAY BE 2X4 OF STUD/STD G rri 1�✓ i 3X6 — BOTTOM CHORD LENGTH MAY BE 2'-0" BJ OR A BEARING BLOCK. CONN. W2 16d COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRE SSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 1PARA2'VG - Vrr(jj design. pnraaretars and R -'—,D NOTES ON THIS AAM INCLUDED MITER REFERFNCF- PAG% Mri.7473 BEFORE OSE. • 17777 Greenback Lane Design valid for use only with M11ek connectors. This design is based only upon porometers shown• and is for an individual building component. Suite 109 OW Applicability of design poromenters and proper incorporation o! component is respon4bBily of building designer - not truss designer. Bracing shown I Citrus Heights. CA, 9561 is for lateral support of individual web members only.Addtional tem respo bracing to insure stability construction g i the re regarding of the erector. Additional Permanent of the overall structure is the responsibility, of the building designer. For general guidance regarding fabrication. quolify control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. 058.89 and SCSI( Building Component ���m Safety Information available from Truss Plate Institute. 583 VOnofrio Drive, Madison. WI 53719. I B [MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE DO �I 0 oI� O OD MiTek USA, Inc. i) MiTek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (lbs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A I B �C^�I D C ( D -:-—.---~—F- 10'-0"1886 1886 1 1 6 0 2829 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 '- 140" 1 150 1 47 3 1 347 2021 -2358 2358 3536 1886 1886 + 2829 16'-0" 1006 117 9 1179 1768 18'-0" 894 1048 1048 1572 3143y� 4715 20'-0" 805 943 943 1414 y size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- TRI ISS RRAfINI; INSTAI I ATIn1 M 11nP ANn PRnni a^.T SPRl:1PIl:—l— TRUSS W EB 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 2-1 Od NAILS (SEE NOTE 4) GENERAL NOTES TYPE I BRACING MATERIALS 1. DIAGONAL BRACING IS REWIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM ISTD 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'x2.5') FOR 1x4 BRACES, 2-10d (0.131'x 3') FOR 24 and 2x4 BRACES, AND 3.104 (0.131'x3') FOR 2xB BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-80 (0.131'7(2.5') NAILS FOR 1x4 LATERAL BRACES. 2-1od (0.131.4-) NAILS FOR 24 and 2x4 LATERAL BRACES, AND 3.104 (0.131')3') 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. —.0cindustry.com and w .Winst.org D 2 X 6 43 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TOSPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL.. 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- TRI ISS RRAfINI; INSTAI I ATIn1 M 11nP ANn PRnni a^.T SPRl:1PIl:—l— TRUSS W EB 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 2-1 Od NAILS (SEE NOTE 4) IN BC■SSI-B1 SUMMARY SHEEN' -GUiIIDE FQR HANQLI►NG, IINSTALLI�I�1G, RESTRAIIVIIING A b BRAC�IING OF TRUSSES B 1 Spans over 60' may require complex permanent bracing. Please always consult a Registered Design Professional. GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the Los trusses no estan marrados de ninglin modo que frequency or location of temporary lateral restraint idendfiquelafrecuenciaolocalizad6nderestriccicin lateral and diagonal bracing. Follow the recommendations yarriostre diagonal temporales. Use las recomendadones for handling, installing and temporary restraining de manejo, instalacicin, restn'ccidn yamostre temporal de and bracing of trusses. Refer to SCSI -Guide to los trusses. Vea el folleto acct- Guia de Buena Practica Good Practice for Handling. Installing Restraining para el Maneio, Instalacicin. Restricci6n vArrostre de los 8 Bracing of Metal Plate Connected Wood Trusses de Madera Conecfados con Plats de Metal*** TrUccac*** for more detailed information. para informacidn mas detallada. Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizadones de iescriccicin lateral permanents o individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la 63*** for more information. All other permanent hoja resumen SCSI -B3*** para mas informaddn. EI bracing design is the responsibility of the building recto de los disenos de arriostres permanentes son la designer. responsabilidad del disenaclor del edifido. AWARNING The consequences of improper handling, erecting, installing, restrainingI, and bracing can result in a collapse of the�tf'� structure, or worse, serious personal injury or death.a , iADVERTENCL41 EI resultado de un manejo, levantamiento, instalacldn, restriccicin y arrisotre incorrecto puede ser la caida de la estructura o aun peor, heridos o muertos. _ Al®E3 Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, eon feet, hands and head when working with trusses. m ISI Udlice cautela al quitar las ataduras o los pedazos de metal de sujetar para evitar dano a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal pat ojos, pies, mans y cabeza cuando trabaja con trusses. ACWTM Use XQWMN Utilice special care in cuidado especial en windy weather or dias ventosos o terra near power lines de cables elecincos o and airports. de aeropuertos. Spreader bar for truss HANDLING - MANEJO EEME]Avoid lateral bending. Evite la fiexl6n lateral. EMThe contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. EI contiadsta bene la responsabilidad de recibir, descargar y almacenar adecuadamente IDS trusses en la obra. Descargue los trusses en la tlerra liso pard prevenir el dano. " O O 0 Use proper rig- Use equipo apropiado ging and hoisting para levantar e equipment. improviser. DO NOT store NO almacene unbraced bundles vertfcalmente los upright. trusses sueltos. 0 TfllSSes may be unloaded directly on The ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8'(2.4 m) to 10'(3 m) on -center (D.C.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. St los trusses estaran guardados para mas de una Sentara, porgy bloqueando de altura sufidente detras de la pila (S) DO NOT store on de les trusses a 8 hasta 10 pies en centro (o.c.). uneven ground. . 0 For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana,ON VIA rubra los paquetes para protegerios del ambience. Refer to BCST*** for more detailed information _ pertaining to handling and jobsite storage of = trusses. y, Vea el folleto BCSI*** para informaddn mas detal- lada sobre el manejo y almacenado de los trusses en area de trabtjo. NO almacene en den'a desiguaL HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DONT overload the crane. Top Chord Temporary Lateral Restraint (TCTLR) Spacing NO sobrecargue la grua. Espaciamiento del Arriostre Temporal de la Cuerda Superior NEVER use banding to lift a bundle. 10'(3 m) o.c. max. NUNCA use las ataduras para levantar un paquete. e 0 A single lift point may be used for bundles of 8'(2.4 m) o.c. max. top chord pitch trusses up to 45' (13.7 m) and 0 parallel chord trusses up to 30' (9.1 m). 6'(1.8 m) o.c. max. Use at least two lift points for bundles of top®WARNING Do load chord pitch trusses up to 60' (18.3 m) and paral- not over supporting structure with truss bundle. lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch fADVERTENCIA! No sobrecargue la trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de >45'(13.7 m). trusses. Puede usar un solo lugar de levantar para pa- 0 Place truss bundles in stable position. quetes de trusses de la cuerda superior haste 45' puce paquetes de trusses en una posicidn y trusses de cuerdas paralelas de 30'o menos. Use por to mens dos puntos de levantar con astable. grupos de trusses de cuerda superior inclinada 0.3m hasta 60'y trusses de cuerdas paralelas hasta Maio. Bow 45: Use por to mens dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60'y trusses de cuerdas paralelas mas de 45' MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES = Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pito para levantar puede 60' or less hater dam"o al truss. Approx. l/2 y truss length Tagline TRUSSES UP TO 30' 9.1. y TRUSSES HASTA 30 PIES Locate Spreader bar (3 10'Arta m) I.;nraadnr bar above or sdffbadc O.C. max. mid -height Toe-inT_oe-in Spreader bar 12 to -�I 2/3 truss length Tagline Spreader bar 2l3 to _ II TRUSSES UP TO 60' (18.3 m) I•_ 314 tNss length TRUSSES HASTA 60 PIES Tagline TRUSSES UP TO AND OVER 60' (18.3 m) - TRUSSES HASTA Y SOBRE 60 PIES -� 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sosterl sada truss en posicidn con equipo de grtia hasta que la restrioddn lateral temporal de la cuerda superior este instalado y el truss este asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' ` ' Trusses 30' t . "- (6.1 m) or �i���' j (9.1 m) or r less, support less, support at near peak. quarter points. Soporte Soporte de tecta al ph o los cuartos los trusses I F Trusses up to 20' -)♦I de tramo los f Trusses up to 30' de 20 pies o (6.1 m) trusses de 30 (9.1 m) menos. Trusses hasta 20 pies pies o mens. Trusses hasty 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-B2*** for more 4 To*2x4 Chord Temporary information. �U, ral Restraint Vea el resumen BCSI-B2*** para mas infor-LR) macibn. in. 0 Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de derra para el primer truss directamente en linea con sada una de las filas de restacddn lateral temporal de la cuerda superior (vea la tabla en la pr6xima Brace first truss columna). f securely before erection of additional (S) DO NOT walk on trusses. unbraced trusses. NO Gamine en trusses 4 sueltos. i STEPS TO SETTING TRUSSES LAS'MEDIDAS DE LA INSTALAC16N DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instale los arriostres de dere. 2) Instale el primero truss y ate seguramente al arriostre de Berra. 3) Instale los pr6ximos 4 trusses con restriccicin lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los plans de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restriccidn lateral temporal y arriostre diagonal para la cuerda inferior (vea atiajo). 7) Repita este proced/miento en grupos de cuatro trusses hasta que todos los trusses esten instalados. Refer to SCSI -82*** for more information. Vea el restimen 8CSI-B2*** para mas informacidn. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES RESTRICCIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporaryrestraint and bracing of PCTs. Este metodo de restriccicin y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 02. Vea la parte superior de la columna para la restriccicin y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10'(3 m) o.c. max. (9.1 m) lapped at least two trusses. 30'(9.1 m) - 8'(2.4 m) o.c. max. 45'(13.7 m) 0 45'(13.7 m) - 6'(1.8 m) o.c. max. 60'(18.3 m) Out -of -Plumb 60'(18.3 m) - 4'(1.2 m) o.c. max. 80'(24.4 in)* *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consulte a un Professional Registrado de Diseno para trusses mas _ de 60 pies. 0 See BCSI-82*** for TCTLR options. Vea el BCSI-02*** para las options de TCTLR. EMRefer to SCSI -B3*** for - Gable End Frame restraint/bracing/ A reinforcement information. Para information sobre restriccidn/ TCTLR arriostre/refuerzo para Armazones Hasdales vea el resumen BCSI-B 10" or Note: Ground bracing not shown for clarity. Truss attachment 0 Repeat diagonal braces for each set of 4 trusses. required at support(s) Repita los arrisotres diagonales para sada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROSSECUNDARIOS LATERAL RESTRAINT & DIAGONAL BRACING ARE VERYIMPORTANT &A RESTRICCI I N LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Diagonal - � Bottom chords Diagonal braces every 30 truss spat SO' (3 m) - 15' (4.6 m) max. Same spacing as bottom Note: Some chord and web member. chord lateral restraint not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or a%ut grea or Cl men CLR splice reinforcement Truss Member [2,_ CL R A Minimum 212x_ Scab block centered over splice. Attach to CLR with minimum 8-1 6d t.5 (0.13516).51 nails each side of splice or as specified by the Building Designer. - SECTION A -A Truss Member 10'(3 m) - 15' (4.6 m) max. Note: Some chord and web members not shown for clarity. Diagonal braces every SO truss spaces 20'(6.1 m) max. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCIUN Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X1 10' 3 m) or Diagonal bracing Repeat diagonal bracing EM Refer to 15'(4.6 m)* every 15 truss spaces 30' BCSI-B7*** for more (9.1 m) max. information. Vea el resumen SCSI -B7*** para mas informaci6n. Apply diagonal brace to vertical Material Height webs at end of cantilever and at 12" (305 mm) ' bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15'(4.6 m) o.c. for 4x2 chords. 8"(203 mm) 0 INSTALLING - INSTALAOWN Out -of -Plane [71 Tolerances for Out -of -Plane. Out -of -Plumb Max. Bow Truss Length Tolerancias para Fuel -de -Plano. 3/4" 12.5' Max. Bow DI50 D (k.) 19 mm 3.8 m nf- Length -►1 _ __/ _ 1/4" 1' 7/8" 14.6' Length -► (6 mm) 0.3m 22 mm (4.5 in Maio. Bow 1/2" 2' 1" 16.7' r Max. Bow o ; 13 mm 0.6 m 25 mm 5.1 m f � 3/4" 3' 1-118" 18.8' L f- Length w I: d Plumb 19 mm 0.9 m 29 mm 5.7 m - line 1" 4' 1-1/4" 20.8' ' Tolerances for f 25 mm 1.2 m 32 mm 6.3 m Out -of -Plumb. 1.1/4" 5' 1-3/8" 22.9' Tolerdncias para Di5o max I 32 mm 1.5 m 35 mm 7.0 m Fuel-de-Plomada. 1.1/2" 38 mm 6' 1.8m 1-1/2" 25.0' 38 mm 7.6m 1-3/4" 7' 1.3/4" 29.2' CONSTRUCTION LOADING45 mm 2.t m 45 mm 8.9 m CARGA DE CONSTRUCCIUN 2" x8' 2" 233.3' 51 mm a2.4 m 51 mm 10.1 m DO NOT proceed with construction until all lateral ,restraint and bracing is securely and properly in place. i NO proceda con la construccidn hasta que Codas las restric- clones laterales y los arnostres esten co/ocados en forma apropiada y Segura. G t DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de mont6n. Vea el resumen BCSI-84*** para mas informacidn. Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8"(203 mm) Clay Tile 34 tiles high NEVER stack materials near a peak or at mid -span. ' NUNCA amontone los materiales terra de un pico. DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individuales. Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. ) Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES SmRefer to BCSI-B5.*** Truss bracing not shown for clarity. Vea el resumen BCSI-85. *** G DO NOT cut, alter, or drill any structural member of a truss unless - r specifically permitted by the truss design drawing. NO Corte, altere o per bre ningun miembro esbuctural de un truss, a mens que este especificamente permiddo en el dibujo del diseno - del buss. - Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construccidn o han sido alt,-rados sin la autor- izaddn previa del Fabricante de Trusses pueden hater nulo y sin efecto la garanb"a limitacia del Fabricante de Trusses. "'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. To view a non -printing PDF of this document, visit sbdndustrycorn/bl. NOTE: The truss manufacturer and buss designer rety on the presumption that the contractor and (carne operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on arty given project. If the contractor begeves it needs assktaace in some aspect of the construction project, it should seek assistance from a oempetem party. The methods and procedures outlined in this document are intended to ensure Mat the overall Construction techniques employed will put the susses Into Place SAFELY. These moommendabons for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel undyed with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or mntrartor. It is not intended that these recommendations be Interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing cruses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roots and all the interrelated structural building components as determirned by the contractor Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SM M -M M. .oto wsooro TRUSS PLATE INSTITUTE 6300 Enterprise lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 • sbcindusW.com 703/683-1010 • tpinst.org HOJA RESUMEN DE LA GUTA DE BUENA PRACTICA PARA EL MANE�10, I10 STALACION, RESTRICCION Y �eg'bis anos mas de 60 pies pueden requerir arriostre permanents complejo. Por favor, siempre Consulte a un Profesionatrado a Diseno. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Chance Residence Calculation Date/Time: 10:04, Tue, Apr 19, 2016," ;' Page I of 8 Calculation Description: Title 24 Analysis Input File Name: 14193.xml j MAV n) nndn GENERAL INFORMATION 01 t 01 Project Name Chance Residence 03 IN ERWEST 02 Calculation Description Title 24 Analysis BY P 03 Project Location Sandhill Court Compliance Margin Pery/eytkl t 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 135 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ftZ) 1184 15 Number of Zones 2 16 Slab Area (ftZ) 0 17 Number of Stories 2 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ftZ) N/A 21 Glazing Percentage (1/61)18.6% COMPLIANCE RESULTS 01 Building Complies with Computer Performance f 02 This building incorporates features that require field testing and/or verification by a certified HERS rater,under the supervision ofa CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below PERMIT# BUTTE COU t1L-VIL_VVL—V 1 VLl Registration Number: 215-N0149676B-000000000-0000 Registration Date/Time: 2016-04-19 10:24:47 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 HERS Provider: CalCERTS inc. Report Generated at: 2016-04-19 10:04:43 PC rC �NER USE(S�l RY 04 05 06 DATE // BY Energy Use (kTDV/ftZ-yr) Standard D�s�g� Prt dosed Design Compliance Margin Pery/eytkl t Space Heating 41.90 N Q 39.18 2.75 6.6% Space Cooling 84.yp�`j 97.74 -12.90 -15.2% IAQ Ventilation 1 1.94 0.00 0.0% Water Heating 19.41 11.87 7.54 38.8% Photovoltaic Offset ---- -15.27 15.27 --- Compliance Energy Total 148.12 135.46 12.66 8.5% Registration Number: 215-N0149676B-000000000-0000 Registration Date/Time: 2016-04-19 10:24:47 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 HERS Provider: CalCERTS inc. Report Generated at: 2016-04-19 10:04:43 PC CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Chance Residence Calculation Date/Time: 10:04, Tue, Apr 19, 2016 Calculation Description: Title 24 Analysis Input File Name: 14193.xmi REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • PV System: 2.0 kW HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 8 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: , • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow _ • Verified EER + • Verified SEER + , • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing • Ducts located entirely in conditioned space Domestic Hot Water System Verifications: ` • --None -- f ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components.iricluded in'the performance compliance approach for Uie Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not•regulated by"Title 24, Part 6 (such as dJmestic'appliances and c_onsumer'electr`onics) and accounting for the annual TDV energy offset by an on-site renewable energy system. `a 14 !'= � <. -TlP e_` 1 t,, i• *EN '!_ 0 Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 210.77 198.11 12.66 6.0% * 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 Chance Residence 1184 1 4 2 0 1 M a Registration Number: 215-N0149676B-000000000-0000 Registration Date/Time: 2016-04-19 10:24:47 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-19 10:04:43 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Chance Residence Calculation Date/Time: 10:04, Tue, Apr 19, 2016 Calculation Description: Title 24 Analysis Input File Name: 14193.xml CF1 R -PRF -01 Page 3 of 8 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 1st Floor Zone Conditioned Res HVAC1 107 9 DHW Sys 1 Gross Area (ft2) 2nd Floor Zone Conditioned Res HVAC1 1077 9 DHW Sys 1 Right OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Northeast Wall 1 st Floor Zone R-13 Wall 45 Right 40 0 90 Southeast Wall 1 st Floor Zone R-13 Wall 135 Front 24 0 90 Southwest Wall 1st Floor Zone R-13 Wall 225 Left 80 0 90 Northwest Wall 1st Floor Zone R-13 Wall 315 Back 48 0 90 Northeast Wall 2 1st Floor Zone R-13 Wall 45 Right 40 0 90 Southeast Wall 2 1st Floor Zone -'R-1 3ti.Wall 135 Front f. 24 0 90 R-30 Roof 1st Floor Zone R-38 Roof Attic ' ' } t, 1077 Raised Floor 1 st Floor Zone R-19 Floor No Crawlspace 1077 Northeast Wall 3 2nd Floor Zone R'13 Wall r ' 45 t —0 Right ' 4 135 80 90 Southeast Wall 3 2nd Floor Zone R-13 Wall 135 Front 160 71.5 90 Southwest Wall 2 2nd Floor Zone R-13 Wall 225 Left 270 0 90 Northwest Wall 2 2nd Floor Zone R-13 Wall 315 Back 320 69 90 Northeast Wall 4 2nd Floor Zone R-13 Wall 45 Right 135 0 90 Southeast Wall 4 2nd Floor Zone R-13 Wall 135 Front 160 0 90 R-30 Roof 2 2nd Floor Zone R-38 Roof Attic 1077 Raised Floor 2 2nd Floor Zone R-19 Floor No Crawlspace 1077 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic 1 st Floor Zone Attic Roof st Floor Zone Ventilated 4.84831 0.1 0.85 No No Attic 2nd Floor Zone Attic Roof2nd Floor Zone Ventilated 4.84831 0.1 0.85 No No Registration Number: 215-N0149676B-000000000-0000 Registration Date/Time: 2016-04-19 10:24:47 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-19 10:04:43 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Chance Residence Calculation Date/Time: 10:04, Tue, Apr 19, 2016 Calculation Description: Title 24 Analysis Input File Name: 14193.xml CF1 R -PRF -01 Page 4of8 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 Northeast Windows Window Northeast Wall 3 (Right -45) ---- -- 1 80.0 0.40 0.35 Insect Screen (default) Southeast Windows Window Southeast Wall 3 (Front -135) -- --- 1 71.5 0.40 0.35 Insect Screen (default) Northwest Windows Window Northwest Wall 2 (Back -315) -- - - 1 69.0 0.40 0.35 Insect Screen (default) OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 R07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Cavity / Frame: no insul. / 2x4 Top Child 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Rooflst Floor Zone ^ Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board Cavity /Frame: R -1312x4 Exterior Finish: Wood R-13 Wall Exterior Walls < IWood Framed Wall J + ;- 2x4'@ 16 in: O.C. t.. � } R 13 S ? `0:095; Siding/sheathing/decking Inside Finish: Gypsum Board Ceilings (below Cavity / Frame: R-9.1 / 2x4 R-38 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 Over Floor Joists: R-28.9 insul. • Floor Surface: Carpeted • Floor Deck: Wood Siding/sheathing/decking R-19 Floor No Crawlspace Exterior Floors Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.050 Cavity/ Frame: R -19/2x6 • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Roof2nd Floor Zone Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required -- Registration Number: 215-N0149676B-000000000-0000 . Registration Date/Time: 2016-04-19 10:24:47 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-19 10:04:43 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Chance Residence Calculation Date/Time: 10:04, Tue, Apr 19, 2016 Calculation Description: Title 24 Analysis Input File Name: 14193.xmi CF1 R -PRF -01 Page 5 of 8 WATER HEATING SYSTEMS 01 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency input Rating Tank Exterior_ Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Instantaneous 0.9 0.83 120000:Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 Distribution System 1:HVAC Fan 1:1 System SPACE CONDITIONING SYSTEMS 01 `.: 02-! �'3► 03�' �.04) '- 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Cooling Component 1:Heating Component 1:Air Other Heating and Cooling Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 Distribution System 1:HVAC Fan 1:1 System HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 96 AFUE Registration Number: 215-N0149676B-000000000-0000 Registration Date/Time: 2016-04-19 10:24:47 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-19 10:04:43 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Chance Residence Calculation Date/Time: 10:04, Tue, Apr 19, 2016 Calculation Description: Title 24 Analysis Input File Name: 14193.xml CF1 R -PRF -01 Page 6 of 8 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 SplitAirCond 12.599 16 Not Zonal . Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 " { 9('703',1. ,F' WN 01 :: r 406 02 03 04 05 06 07 Name Verified Duct Design Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 Required DuctslnAll ' 'Sealed and, tested _ I, Vs— 61~' r^' Conditioned, zone Air Distribution System None 1-hers-disty HVAC DISTRIBUTION - HERS VERIFICATION} 01 02 " { 9('703',1. ,F' WN f 05 L,"' :: r 406 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Required Not Required Not Required Not Required - - HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 Registration Number: 215-N0149676B-000000000-0000 Registration Date/Time: 2016-04-19 10:24:47 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-04-19 10:04:43 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Chance Residence Calculation Date/Time: 10:04, Tue, Apr 19, 2016 Calculation Description: Title 24 Analysis Input File Name: 14193.xml CFI R -PRF -01 Page 7 of 8 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 49.34 0.25 Default 0 Required s 4 1 Registration Number: 215-N0149676B-000000000-0000 Registration Date/Time: 2016-04-19 10:24:47 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-19 10:04:43 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Chance Residence Calculation Date/Time: 10:04, Tue, Apr 19, 2016 Calculation Description: Title 24 Analysis Input File Name: 14193.xm1 CF1 R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: �,Q,,, c��a / ala'?2 """ Atousa Yazdanfar CJ Company: Signature Date: Energy Compliance Services 2016-04-19 10:07:09 Address: CEA/HERS Certification Identification (If applicable): 5702 Hersholt Avenue City/State/Zip: Phone: Lakewood, CA 90712 562-461-3749 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. . 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency,for approval with this building permit application. Responsible Designer Name: ;� ` FlF ( + 1 • �C �� t a Responsible Designer Signature:- {f a ` �� h �rC��CIiZ Greg Peitz -S'' j,� dsi 'F # .i Company: `+� ; .1 Date.Signed: Gregory A. Peitz Architecture 2016-04-19 10:24.47. Address: License: 383 Rio Lindo Ave na City/State/Zip: Phone: Chico, CA 95926 530-894-5719 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 215-N0149676B-000000000-0000 Registration Date/Time: 2016-04-19 10:24:47 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-19 10:04:43 a BUILDING ENERGY ANALYSIS REPORT. PROJECT: Chance Office Sandhill Court Chico, CA Project Designer: Greg Peitz Architect 383 Rio Lindo Avenue Chico, CA 95926 (530) 894-5719 Report Prepared by: x Atousa Yazdanfar Energy Compliance Services REVIEWtu 5702 Hersholt Avenue FOR CODE COMPLIANCE Lakewood, CA 90712 562 461-3749 MAY 0 9 2016 • Y ' PERMIT # 8/<v INTERWEST BUTTE COUNTY DEVELOPMENT SERVICES CONSULTING G R O I IP REVIEWED FOR COD OMPLI E DATE S 11116 BY �t�Job Number: 14193 RECEIVED MAY 0 3 2016 Date: INTERWEST 4/29/2016 CONSULTING GROUP The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. Ener Pro 6.7 by Ener Soft User Number: 5634 ID: 14193 PC,?, TABLE OF CONTENTS Cover Page Table of Contents Form PRF -01-E Certificate of Compliance Form ENV -MM Envelope Mandatory Measures EnergyPro 6.7 by EnergySoft Job Number: ID: 14193 User Number: 5634 1 2 3 22 Project Name: Chance Office NRCC-PRF-01-E Page 1 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml A. PROJECT GENERAL INFORMATION 1.F Project Location (city) Chico 7. # of dwelling units 0 2. CA Zip Code 19.5. 8. Standards Version Compliance2015 3. Climate Zone 11 9. Compliance Software (version) EnergyPro 6.7 4. Total Conditioned Floor Area 571 ft2 10. Building Orientation (deg) (E) 135 deg 5. Total Unconditioned Floor Area 0 ft2 11. Permitted Scope of Work NewComplete 6. # of Stories (Habitable Above Grade) 1 12 Building Type(s) Nonresidential B. COMPLIANCE RESULTS FOR PERFORMANCE COMPONENTS § 140.1 BUILDING COMPLIES 1. Energy Component 2. Standard Design (TDV) 3. Proposed Design (TDV) 4. Compliance Margin (TDV) S. Percent Better than Standard Space Heating 19.5. 59.0 -39.5 -202:6% Space Cooling 153.3 151.9 .. 1.4 0.9% Indoor Fans 154.0 52.5 101.5 65.9% Heat Rejection - Pumps & Misc. -- -- Domestic Hot Water 32.0 3.5 28.5 89.1% Indoor Lighting 56.8 96.5 -39.7 -69.9% COMPLIANCE TOTAL 415.6 363.4 52.2 • 12.6% Receptacle 110.2 110.2 0.0 0.0% Process - - Process Ltg TOTAL 525.8 473.6 52.2 9.9% ` CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 2 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml C. PRIORITY PLAN CHECK/ INSPECTION ITEMS (in order of highest to lowest TDV energy savings) 1st Indoor Fans: Check envelope and mechanical Compliance Margin By Energy_Component (from Table B column 4) Indoor Fans i j t Domestic Hot Water } i I + Space Cooling 1 Heat Rejection t 2nd Domestic Hot Water: Check mechanical _ 3rd Space Cooling: Check envelope and mechanical 4th Heat Rejection: Check envelope and mechanical 5th Pumps & Misc.: Check mechanical+ Pumps & Misc. x ! z + + Space Heating t Indoor Lighting 6th Space Heating: Check envelope and mechanical 7th Indoor Lighting: Check lighting } . • Penalty Energy Credit D. EXCEPTIONAL CONDITIONS E: HERS VERIFICATION This Section Does Not Apply F. ADDITIONAL REMARKS None Provided CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 3 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY Identify which building components use the performance or prescriptive path for compliance. "NA"= not in project For components that utilize the performance path, indicate the sheet number that includes mandatory notes on plans. Building Component Compliance Path Compliance Forms (required forsubmittal) Location of Mandatory Notes on Plans Envelope ® Performance NRCC-PRF-ENV-DETAILS (section of the NRCC-PRF-01-E) ❑ Prescriptive NRCC-ENV-01 / 02 / 03 / 04 / 05 / 06-E ❑ NA Mechanical ® Performance NRCC-PRF-MCH-DETAILS (section of the NRCC-PRF-01-E) ❑ Prescriptive NRCC-MCH-01 / 02 / 03 / 04 / 05 / 06 / 07-E ❑ NA Domestic Hot Water ® Performance NRCC-PRF-PLB-DETAILS (section of the NRCC-PRF-01-E) ❑ Prescriptive NRCC-PLB-01-E ❑ NA Lighting (Indoor Conditioned) ® Performance NRCC-PRF-LTI-DETAILS (section of the NRCC-PRF-01-E) _ ❑ Prescriptive NRCC-LTI-01 / 02 / 03 / 04 / 05-E NA Covered Process: Commercial Kitchens ❑ Performance S2 (section of the NRCC-PRF-01-E) ❑ Prescriptive NRCC PRC Ol/ 03-E ® NA Covered Process: Computer Rooms ❑ Performance S3 (section of the NRCC-PRF-01-E) ElPrescriptive NRCC PRC Ol/ 04-E ® NA Covered Process: Laboratory Exhaust ❑ Performance S4 (section of the NRCC-PRF-01-E) ❑. Prescriptive NRCC-PRC-01/09-E ® NA CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 4 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY The following building components are only eligible for prescriptive compliance. Indicate which are The following building components may have mandatory requirements per Part 6. Indicate relevant to the project. which are relevant to the project. Yes NA Prescriptive Requirement Compliance Forms Yes NA Mandatory Requirement Compliance Forms Lighting (Indoor Commissioning: §120:8 ❑ ® NRCC-LTI-01 / 02 / 03 / 04 / 05-E ❑ ® Simple Systems NRCC-CXR-01 / 02 / 03 / 05-E Unconditioned) §140.6 ❑ ® Complex Systems NRCC-CXR-Ol / 02 / 04 / 05-E ❑ ® Lighting (Outdoor) §140.7 NRCC-LTO-01 / 02 / 03-E ❑ ® Electrical: §130.5 NRCC-ELC-01-E ® Lighting (Sign) §140.8 NRCC-LTS-01-E ❑ ® Solar Ready: §110.10 NRCC-SRA-01 / 02-E Covered Process: §120.6 NRCC-PRC-01-E ® Parking Garage . NRCC-PRC-02-E ❑ ® Solar Thermal Water NRCC-STH-01-E ❑ ® Commercial Refrigeration. NRCC-PRC-05-E Heating: §140.5 ❑ - ® Warehouse Refrigeration NRCC-PRC-06/07/08-E ❑ ® Compressed Air NRCC-PRC-10-E ❑ ® Process Boilers NRCC-PRC-11-E CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 5 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV) — Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms (required for submittal) Pass Fail Envelope ® NRCI-ENV-01-E - For all buildings ❑ ❑ ❑ NRCA-ENV-02-F- NFRC label verification for fenestration ❑ ❑ Mechanical ® NRCI-MCH-01-E - For all buildings with Mechanical Systems ❑ ❑ ® NRCA-MCH-02-A- Outdoor Air ❑ ❑ ® NRCA-MCH-03-A — Constant Volume Single Zone HVAC ❑ ❑ ❑ NRCA-MCH-04-H- Air Distribution Duct Leakage ❑ ❑ ❑ NRCA-MCH-05-A- Air Economizer Controls ❑ ❑ ® NRCA-MCH-06-A- Demand Control Ventilation ❑ ❑ ❑ NRCA-MCH-07-A — Supply Fan Variable Flow Controls ❑ ❑ ❑ NRCA-MCH-08-A- Valve Leakage Test ❑ ❑ ❑ NRCA-MCH-09-A —Supply Water Temp Reset Controls ❑ ❑ NRCA-MCH-10-A- Hydronic System Variable Flow Controls. ❑ ❑ ❑ NRCA-MCH-1I-A—Auto Demand Shed Controls ❑ ❑ ❑ NRCA-MCH-12-A- Packaged Direct Expansion Units ❑ ❑ ❑ NRCA-MCH 13-A- Air Handling Units and Zone Terminal Units ❑ ❑ ❑ NRCA-MCH-14-A- Distributed Energy Storage ❑ ❑ ❑ NRCA-MCH-15-A—Thermal Energy Storage ❑ ❑ ❑ NRCA-MCH-16-A- Supply Air Temp Reset Controls ❑ ❑ ❑ NRCA-MCH-17-A— Condensate Water Temp Reset Controls ❑ ❑ ❑ NRCA-MCH-18-A- Energy Management Controls Systems _ ❑. ❑ . ❑ NRCV-MCH-04-H- Duct Leakage Test ❑ ❑ CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 6 of 19 ' Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV) — Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms (required forsubmittal) Pass Fail Plumbing ® NRCI-PLB-01-E - For all buildings with Plumbing Systems ❑ ❑ ❑ NRCI-PLB-02-E - required on central systems in high-rise residential, hotel/motel application: ❑ ❑ NRCI-PLB-03-E - Single dwelling unit systems in high-rise residential, hotel/motel application. ❑ ❑ ❑ NRCI-PLB-21-E - HERS verified central systems in high-rise residential, hotel/motel application. _. _ _.. ❑ ❑ ❑ NRCI-PLB-22-E - HERS verified single dwelling unit systems in high-rise residential, hotel/motel application. ❑ ❑. ❑ NRCV-PLB-21-H- HERS verified central systems in high-rise residential, hotel/motel application. ❑ ❑ ❑ NRCV-PLB-22-H - HERS verified single dwelling unit systems in high-rise residential, hotel/motel application. ❑ ❑ ❑ NRCI-STH-01-E - Any solar water heating ' ❑ ❑ Indoor Lighting ® NRCI-LTI-01-E - For all buildings ❑ ❑ ❑ NRCI-LTI-02-E -Lighting control system, or for an Energy Management Control System (EMCS) ❑ ❑ ❑ NRCI-LTI-03-E - Line -voltage track lighting integral current limiter, or for a supplementary overcurrent protection panel used to only line -voltage track lighting 1:1 C3energize ❑ NRCI-LTI-04-E - Two interlocked systems serving an auditorium, a convention center, a conference room, or a theater ❑ 13 ❑ NRCI-LTI-05-E -Lighting Control Credit Power Adjustment Factor (PAF) ❑ ❑ NRCI-LTI-06-E - Additional wattage installed in a video conferencing studio ❑ ❑ ❑ NRCA-LTI-02-A - Occupancy sensors and automatic time switch controls. ❑ ❑ ❑ NRCA-LTI-03-A - Automatic daylighting controls ❑ ❑ ❑ NRCA-LTI-04-A - Demand responsive lighting controls ❑ ❑ Outdoor Lighting ❑ NRCI-LTO-01-E — Outdoor Lighting ❑ ❑ ❑ NRCI-LTO-02-E- EMCS Lighting Control System ❑ ❑ ❑ NRCA-LTO-02-A - Outdoor Lighting Control ❑ ❑ Sign Lighting ❑ NRCI-LTS-01-E —Sign Lighting ❑ ❑ Electrical ❑ NRCI-ELC-01-E - Electrical Power Distribution ❑ ❑ Photovoltaic ❑ NRCI-SPV-01-E Photovoltaic Systems ❑ ❑ CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 7 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV) — Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms (required for submittal) Pass Fail Covered Process ❑ NRCI-PRC-01-E Refrigerated Warehouse ❑ ❑ ❑ NRCA-PRC-01-F- Compressed Air Systems ❑ ❑ ❑ NRCA-PRC-02-F- Kitchen Exhaust ❑ OW ❑ NRCA-PRC-03-F- Garage Exhaust ❑ ❑ ❑ NRCA-PRC-04-F- Refrigerated Warehouse- Evaporator Fan Motor Controls ❑ ❑ NRCA-PRC-05-F- Refrigerated Warehouse- Evaporative Condenser Controls ❑ ❑ ❑ NRCA-PRC-06-.F- Refrigerated Warehouse- Air Cooled Condenser Controls ❑ ❑ ❑ NRCA-PRC-07F- Refrigerated Warehouse- Variable Speed Compressor ❑ ❑ ❑ NRCA-PRC-08-F- Electrical Resistance Underslab Heating System ❑, ❑ I. ENVELOPE GENERAL INFORMATION (See NRCC-PRF-ENV-DETAILS for more information) 1. Total Conditioned Floor Area 571 ft2 S. Number of Floors Above Grade 1 Confirmed 2. Total Unconditioned Floor Area OW 6. Number of Floors Below Grade 0 v IU . a T. 3. Addition Conditioned Floor Area 0 ft2 4. Addition Unconditioned Floor Area 0 ft2 7. Opaque Surfaces & Orientation 8. Total Gross Surface Area 9. Total Fenestration Area 10. Window to Wall Ratio North Wall 270 ft2 80 ft2 29.6% ❑ ❑ East Wall 320 ft2 40 ft2 12.5% ❑ ❑ South Wall 270 ft2 0 ft2 00.0% ❑ West Wall 306 ft2. 83 ft2 27.1% ❑ ❑ Totaf 1,166 ft2 203 ft2 17.4% ❑ Roof. 0 ft2 0 ft2 00.0% ❑ ❑ CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 8 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml J. FENESTRATION ASSEMBLY SUMMARY § 110.6 Confirmed 1. 2. 3. 4. 5. 6. 7. S. 9. 9. Surface Name Surface Type Area (ft') Framing Type _ Continuous R -Value U -Factor/ F -Factor / C -Factor UP •+ N 4 '^ Supp Heat Supp VT ExteriorWall Fenestration Assembly Name / Fenestration Type Certification Method' Assembly Method Area ft' Overall Overall Overall ; N CU Tag or I.D. 0 NA F -Factor: 0.730 N U -factor SHGC VT Complex °) Double Vertica I Fenestration DefaultPerformance SiteBuilt 203 0.60 0.57 0.53 N ❑ ❑ 1 Newly installed fenestration shall have a certified NFRC Label Certificate or use the CEC default tables found in Table 11x6 -A and Table 110.6-B. Site -built fenestration less than 1,000 ftz, or more than or equal to 1,000 ft-, see Reference Nonresidential Appendix NA6. Z Status: N - New, A - Altered, E - Existing n Taking compliance credit for fenestration shading devices? (if "Yes", see N RCC- P R F- E N V -D ETAI LS for more information) K. OPAQUE SURFACE ASSEMBLY SUMMARY § 120.7/ § 140.3 Confirmed L 2. 3. 4. 5. 6. 7. S. 8. 9. Surface Name Surface Type Area (ft') Framing Type Cavity R -Value Continuous R -Value U -Factor/ F -Factor / C -Factor UP •+ N 4 '^ Supp Heat Supp R-19 WaII17 ExteriorWall 1166 Wood 19 NA U -Factor: 0.072 N ❑ ❑ Slab On Grade23 Underground Floor 571 NA 0 NA F -Factor: 0.730 N ❑ ❑ 1 Status: N - New, A - Altered, E - Existing L. ROOFING PRODUCT SUMMARY § 140.3 This Section Does Not Apply M. HVAC SYSTEM SUMMARY (see NRCC-PRF-MCH-DETAILS for more information) § 110.1 / § 110.2 Dry System Equipment 1 (Fan & Economizer info included below. in Table N) Confirmed 1. 2. 3. 4. S. 6. 7. 8. 9. 10. 11. System Type ` Total Heating Supp Heat Supp Supp Heat Total Coolingv+ Efficiency Acceptance Testing ; to T. Equip Name Equip Type a (Simple or Qty Output Source (Y/N) Output Output Required? (Y/N) •* N N _ Complex °) (kBtu/h) (kBtuh) (kBtu/h) s a Cooling Heating one -3 SZAC (SpIit3Phase) Simple 1 60 ___tZone No 0 35 SEER -16.0 AFUE-92.0 Yes N ❑ ❑ CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 9 of 19 Project Address: Sandhill Court Chico - Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml Wet System Equipment Pumps Confirmed Confirmed 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 1 22. 23. 24. SZAC Air ❑ ❑ Economizer Type v N ed Capacity Rated Capacity Tank Service Hot Water, Primary Only TSP ❑ VSD VSD d N TSP Equip Name Equip Type Qty Vol (gal) Efficiency Standby Loss Ext. R Qty GPM HP Control CFM HP BHP (inch Control Value WC) Takagi T -K22 Instantaneous 1 1 120 EF: 0.840 NA NA NA NA NA No I N ❑ ❑ 1 Dry System Equipment includes furnaces, air handling units, heat pumps, etc. Z Wet System Equipment includes boilers, chillers, cooling towers, water heaters, etc. 3 Simple Systems must complete NRCC-CXR-03-E commissioning design review form 4 Complex Systems must complete NRCC-CXR-04-E commissioning design review form 5 A summary of which acceptance tests are applicable is provided in NRCC-PRF-MCH-DETAILS 6 Status: N - New, A — Altered, E — Existing Discrepancy between modeled and designed equipment sizing? (if "Yes", see Table F. "Additional Remarks" for an explanation) No N. ECONOMIZER & FAN SYSTEMS SUMMARY' § 140.4 Confirmed 1. 2. 3. 4. S. Equip Name Equip Type Controls Outside Supply Fan Return Fan Zone one -3 SZAC Air ❑ ❑ Economizer Type v N o, Plant - DHW1- SHW Service Hot Water, Primary Only TSP ❑ ❑ TSP Equip Name (if present) CFM CFM HP BHP (inch Control CFM HP BHP (inch Control WC) WC) Zone one -3 283 1 1000 0.230 0.230 0.73 ConstantVolume NA NA NA NA NA NoEconomizer ❑ ❑ 1 Mechanical ventilation calculations and exhaust fans are included in the NRCC-PRF-MCH-DETAILS section O. EQUIPMENT CONTROLS § 120.2 Confirmed 1. 2. 3. oV, 4 Equip Name Equip Type Controls No DCV Controls Zone one -3 SZAC No Economizer ❑ ❑ No Supply Air Temp. Control Plant - DHW1- SHW Service Hot Water, Primary Only Fixed Temperature Control, No DDC ❑ ❑ P. SYSTEM DISTRIBUTION SUMMARY § 120.4/ § 140.4(i) This Section Does Not Apply CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 10 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml Does the Project Include Zonal Systems? (if "Yes", see NRCC-PRF-MCH-DETAILS for system information) No Does the Project Include a Solar Hot Water System? (if "Yes", see NRCC-PRF-MCH-DETAILS for system information) No Multifamily or Hotel/ Motel Occupancy? (if "Yes", see NRCC-PRF-MCH-DETAILS for DHW system information) No Q. INDOOR CONDITIONED LIGHTING GENERAL INFO (see NRCC-PRF-LTI-DETAILS for more info)3 § 140.6 Confirmed 1: 2. 3. _ 4. 5. - Occupancy Type 1 Conditioned Floor Area Z Installed Lighting Power Lighting Control Credits Additional (Custom) Allowance N O1 (ftz) (Watts) (Watts) Area Category Footnotes . Tailored Method (Watts) C] El (Watts) Office (250 square feet in 571 970 0 0 0 ❑ ❑ floor area or less) ' Building Totals: 571 970 0 . ' See Table 140.6-C 2 See NRCC-LTI-01 -Efor unconditioned spaces 3Lighting information for existing spaces modeled is not included in the table f .. f CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 11 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml R. INDOOR CONDITIONED LIGHTING SCHEDULE (Adapted from NRCC-LTI-01-E)1 § 130.0 Luminaire Schedule (includes all permanent installed lighting in conditioned space, and portable lighting over 0.3 w/ft' in offices) Installed Watts (Conditioned) Confirmed Name or Item Tag Complete Luminaire Description (i.e., 3 -lamp fluorescent troffer, F32T8, one dimmable electronic ballast) Watts per luminaire P How Wattage is Determined Total Number Luminaires Installed Watts Pass Fail CEC Default from NA8 According to §130.0(c) Al 6" Recessed 16 Yes No 15 240 ❑ ❑ A2 6" Recessed. downlight 16 Yes No 4 64 ❑ ❑ , B 23" Pendant 63 Yes No 2 126 ❑ C 3 lamp vanity 48 Yes No 2 96 ❑ ❑ D Ceiling fan light 80 Yes No 3 240 ❑ ❑ E Surface Wrap around 108 Yes No 1 108 ❑ ❑ F Interior wall sconce 32 Yes No 2 64 ❑ ❑ J Interior wall sconce 32 Yes No 1 32 ❑ ❑ llf lighting power densities were used in the compliance model Building Departments will need to check prescriptive forms for Luminaire Schedule details. Sl. COVERED PROCESS SUMMARY — ENCLOSED PARKING GARAGES § 140.9 This Section Does Not Apply S2. COVERED PROCESS SUMMARY—COMMERCIAL KITCHENS § 140.9 This Section Does Not Apply 4 S3. COVERED PROCESS SUMMARY— COMPUTER ROOMS §140.9 This Section Does Not Apply S4. COVERED PROCESS SUMMARY— LABORATORY EXHAUSTS § 140.9 This Section Does Not Apply T. UNMET LOAD HOURS This Section Does Not Apply CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 12 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml U. ENERGY USE SUMMARY Electric (kWh/yr) Natural Gas (therms/yr) Total Annual Baseline 9927.29 171:449 Total Annual Proposed 7965.6 193.974 CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 R Y CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office - NRCC-PRF-01-E Page 13 of 19 Project Address:. Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml DOCUMENTATION AUTHOR'S DECLARATION STATEMENT § 10-103 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Atousa Yazdanfar Company: Energy Compliance Services Signature: At toKfa YI/azy,/air fai , Address: 5702 Hersholt Avenue Signature Date: City/State/Zip: Lakewood CA 90712 CEA Identification (If applicable): Phone: 562 461-3749 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: - 1 I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am_ licensed in the State of California as a civil engineer, mechanical engineer, electrical engineer, or I am a licensed architect. 2 I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. 3 I affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure Business and Professions.Code Sections 5537, 5538 and 6737.1. type of work de ribed as exempt pursuant to Responsible Envelope Designer Name: Greg Peitz - Company: Greg Peitz. Architect Signature - Address: 383 Rio Lindo Avenue - Date Signed: City/State/Zip: Chico CA 95926 Declaration Statement Type: Phone: (530) 894-5719 Responsible Lighting Designer Name: - _Signature: Company: Title: . License #: I • Address: Date Signed: City/State/Zip: Declaration Statement Type: Phone: Title: Lic Responsible Mechanical Designer Name: - specify - Company: Signature: - Address: Date Signed: City/State/Zip: Declaration Statement Tj p Phone: Title: License #: CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 N Project Name: Chance Office NRCC-PRF-01-E Page 14 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml NRCC-PRF-ENV-DETAILS -SECTION START A. OPAQUE SURFACE ASSEMBLY DETAILS Confirmed 1. 2. 3. 4. w N '^ — Surface Name Surface Type Description of Assembly Layers Notes 3 Stucco - 7/8 in. n O m R-19 WaII17 ExteriorWall Vapor permeable felt - 1/8 in. -� ❑ ❑ Wood framed wall, 16in. OC, 5.5in., R-19 Z D Z D x Gypsum Board - 1/2 in. m v 3 Slab On Grade23 UndergroundFloor < m CA ❑ ❑ B. OVERHANG DETAILS (Adapted from NRCC-ENV-02-E) This Section Does Not Apply C. OPAQUE DOOR SUMMARY This Section Does Not Apply NRCC-PRF-MCH-DETAILS -SECTION START A. MECHANICAL VENTILATION AND REHEAT (Adapted from 2013-NRCC-MCH-03-E) Confirmed 1. DESIGN AIR FLOWS 2. VENTILATION (§ 120.1) v N N 3 3 n O m A M v -� Z D Z D x O m v 3 G) 2 < m CA Z (? . t 7o A r 3 O C r O r1 Z ? Z T m Z G1 Z T z T_ r2 C O C C C t1 O O < i� m Z Z < n T CONDITIONED '�'D OD *+� �_ �+_ m 3� 3 D TZ < ZONE NAME OO = 3 A 70 n m m z v m m n 3 8 r 3 z T p y r A O Z N DT 70 3 Z ` Z< v G) Z 61 < v C D^ A m =• Mm. O T r Z D 9 O T 3 O C 70 7o A N m Z " $ 1 -Zone One Zone one -3 1,000 NA NA NA NA N Zone one -3 571 0.25 19 7.5 141 283 NA N ❑ ❑ TOTAL 571 19 141 283 NA ❑ CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 15 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml B. ZONAL SYSTEM AND TERMINAL UNIT SUMMARY § 140.4 1. 2. 3. 4. 5. 6. 7. 8. Confirmed 9. 10. 11. Rated Capacity Airflow (cfm) Fan (kBtuh) - v T System ID System Type Qty Economizer Zone Name 0) o, Heating Cooling Design Mina Min' BHP Cycles ECM Type kBtuh N — Insulation Storage Tank Takagi T -K22 NaturalGas Instantaneous Ratio Nonrecirculating 120 Motor 0 NA Zone One5-TRM 1. Uncontrolled 1 NA NA NA 1 -Zone One 1000 NA NA NA NA ❑ ❑ ❑ C. EXHAUST FAN SUMMARY This Section Does Not Apply D. DHW EQUIPMENT SUMMARY — (Adapted from NRCC-PLB-01) § 110.3 Confirmed 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. DHW Name Fuel Type QtY Distribution Rated Input Efficiency Pilot Energy External Tank Vol Standby Loss Vol. of Suppl. N d Type kBtuh (Btu/h) Insulation Storage Tank Takagi T -K22 NaturalGas Instantaneous 1 Nonrecirculating 120 EF: 0.840 0 NA 1 0 NA ❑ ❑ E. MULTI -FAMILY CENTRAL DHW SYSTEM DETAILS This Section Does Not Apply F. SOLAR HOT WATER HEATING SUMMARY (Adapted from NRCC-STH-01) This Section Does Not Apply 0 CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 l0 e•-1 0 N N E rn a x Qo u Io LL O e'•I DO M ry ci E W « 10 O m o c Z LL O al d m ii U > j 1a c Z U 0 L u u � w � v 0CL O U E CU s o U c 3 L /a a! U 1n Z N Q. H o iu v 1n Mv c Z Q E U a a L r! N Z _O I— V W N Fa-' W J LL 1� a U V Z Fail o 1:1 ❑ E LL o� 0 Pass ❑ ❑ ❑ LL ❑ ❑ ELMS MCH -18A al w C � a d Condenser Water O CL MCH -17A Reset Controls a � O w+ M C Supply Air Temp. Reset m .N MCH -16A , v c m a U � v TES Systems « MCH-1SA O O O QJ C 9 c n E c 0 0 Dist. Energy Storage o v MCH -14A DX AC V fa C y N E 3, o O o o 12 Auto FDD for Air & N � O o �,o MCH -13A Zone d li O O O O Q c 0 FDD for DX Units �o MCH -12A Y c al O CL O U 10 C Auto Demand Shed ai m O — C MCH -13A �v @ O Control LO N LO W L jl0 Y > C CO o J N a --I Hyd. Variable Flow Y C u a E MCH -30A Control W ar D O � W w o Supply Water Temp. 1 0. a MCH -09A Reset C V E Cr J Valve leakage MN MCH -08A u - U2 C Y O a, N u Z +_ CL Supply Fan VAV MCH -07A L u ca u °0 U 00 Q N N u MCH -06A DCV U 1 O x W fax C CL ar o = o 0 E c«. Q u U w 0 m v aa) Economizer Controls r aa) V1 Q MCH -OSA Q O LL a m `u a C C C C Ca Z .. E C c o oc ai °c ai oc MCH -04A Air Dist. Ducts N Ia H C C W O 10 ar 0 O Single Zone Unitary Z U MCH 03A x c io w a1co L tO U Outdoor Air � W u �+ CL Q d MCH -02A x Q � O — r' 5 ' Y Q O O O _ H O w � O 0 0 0 — 0 Z; O E a w c U Z o > w C V Y Q = c 0 ` vii c m c a m a + a2 u Z a •> a0 2 O LU CU 19 a N O y M 2 0 C G y CT C F H N (D C C W i ci L r! N Z _O I— V W N Fa-' W J LL 1� a U V Z v ar 0 Cc al C7 t✓ 0 OL W Cr v C OL E U ❑ ❑ ❑ ❑ E LL w c M ❑ ❑ ❑ ❑ c ` N ' CL c � a d O � a � � d — H w+ > Y v a U � 6 j O O O O C 9 c c 0 0 V fa C y 3, o O o o O '-' N � O o �,o O d li O O O O Q 0 Y c O U 10 ai m O — C �v O 0 LO N LO L jl0 Y > C CO o J N a --I M Y C W ar D W w o 0. a C s J u - U2 C Y C a, Z +_ CL u _ L u ca u °0 00 Q N N N w U 1 O w C E N ar o = o 0 E c«. w .0 w 0 m v aa) aa) r aa) Q c ar a m `u a C C C C Q �+ ~ E C c o oc ai °c ai oc H C C O 10 ar 0 O � c io F C aci u L tO U � J � O — r' Y Q O O O 0 H a, 0 0 0 — 0 Z a E a w c w c c w C V Y c v :3 ai a a a a Z -- E a w 2 4? 2' �. H 3 ci a7 a L 0' M6 M Q CO Cr M J V1 E C 2 O raLn v `1 T O w0. C y mO N to Ln E N ^' V Z v u `- u_ ,. u u _u Oar U 0 r tt: 0 O O O O 0 Z O u U a, a, a) W L O C C O m - u0 0 N C 0 N C 0 N 0 N Z m J e-1 ri -4 e-1 Q to 11; VI N v ar 0 Cc al C7 t✓ 0 OL W Cr v C OL E U Project Name: Chance Office NRCC-PRF-01-E Page 17 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml A. INDOOR CONDITIONED LIGHTING CONTROL CREDITS (Adapted from NRCC-LTI-02-E) § 140.6 Lighting Control Credits Schedule (includes all lighting controls installed in conditioned space for Control Credit Calculation General lighting power from special function areas (see Table E) Confirmed compliance credit per §140.6(a)2 and Table 140.6-A) 0 If Acceptance. Test Required 4 0 Location in Occupancy Type (must meet Type/Description of Lighting NA Watts of Power Control Credit NA NA Building requirements of Table 140.6 A) Control (i.e., partial on occupancy # of Units Controlled Adjustment Watts sensor, manual dimming, etc.) Lighting Factor Pass Fail S -1 -Zone One Office (250 square feet in floor . -none specified 1 240 0.00 0 ❑ ❑ area or less) S -1 -Zone One Office (250 square feet in floor none specified 1 108 0.00 0 ❑ ❑ area or less) S -1 -Zone One Office (250 square feet in floor none specified 1 64 0.00 0 El El area or less) S -1 -Zone One Office (250 square feet in floor none specified - 1 32 0.00 0 1:1 Elarea or less) B. INDOOR CONDITIONED LIGHTING MANDATORY LIGHTING CONTROLS (Adapted from NRCC-LTI-02-E) § 130.1 This Section Does Not Apply �130.1(o) =Manual area controls; §130.0(b) = Multi Level; §130.1(c) =Auto Shut -Off; §130.1(d) =Mandatory Daylight, • §130.1(e) =Demand Responsive C. TAILORED METHOD LIGHTING POWER ALLOWANCE SUMMARY AND CHECKLIST (Adapted from NRCC-LTI-04-E) § 140.6 General lighting power (see Table D) 0 General lighting power from special function areas (see Table E) NA Additional "use it or lose it" (See Table G) 0 Total watts 0 D. GENERAL LIGHTING POWER (Adapted from NRCC-LTI-04-E) § 140.6-D This Section Does Not Apply E. GENERAL LIGHTING FROM SPECIAL FUNCTION AREAS (Adapted from NRCC-LTI-04-E) § 140.6(c) 3H Room Number Primary Function Area Illuminance Value (LUX) Room Cavity Ratio (Table G) Allowed LPD Floor Area (ft') Allowed Watts Confirmed Pass Fail NA NA NA NA NA NA NA ❑ ❑ Note: Tailored Method for Special Function Areas is not currently implemented • CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 18 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml F. ROOM CAVITY RATIO (Adapted from NRCC-LTI-04-E) Rectangular Spaces Room Number Task/Activity Description . Room Length (ft) Room Width (ft) Room Cavity Height (ft) RCR Confirmed' Pass Fail NA NA NA NA NA NA ❑ ❑. Non -Rectangular Spaces This Section Does Not Apply Note: All applicable spaces are ustea unaer me Non-Keaangmar zpaces rame G. ADDITIONAL "USE IT OR LOSE IT" (Adapted from NRCC-LTI-04-E) 1. 2. 3. 4. Allowed Watts Confirmed Wall Display Combined Floor Display and Task lighting Combined Ornamental and Special Effects Lighting . Very Valuable Merchandise V, o H c 0 0 0 0 0 El ❑ S. Wall Display This Section Does Not Apply 6. Floor Display and Task Lighting This Section Does Not Apply 7. Combined Ornamental and Special Effects Lighting This Section Does Not Apply 8. Very Valuable Merchandise This Section Does Not Apply • CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 Project Name: Chance Office NRCC-PRF-01-E Page 19 of 19 Project Address: Sandhill Court Chico Calculation Date/Time: 22:28, Fri, Apr 29, 2016 Compliance Scope: NewComplete Input File Name: 14193 Office.xml H. INDOOR &OUTDOOR LIGHTING ACCEPTANCE TESTS & FORMS (Adapted from NRCC-LTI-01-E and NRCC-LTO-01-E) § 130.4 Declaration of Required Acceptance Certificates (NRCA) —Acceptance Certificates that must be verified in the field. (Retain copies and verify forms are completed and signed to post in for: Field Inspector to verify). Test Description Indoor Outdoor Confirmed NRCA-LTI-02-A. NRCA-LTI-03-A NRCA-LTI-04-A NRCA-LTO-02-A Equipment Requiring Testing or Verification # of units Occ Sensors / Auto Time Switch Auto Daylight Demand Responsive Outdoor Controls N T Occupant Sensors 0 ❑ ❑. ❑ ❑ ❑ ❑ Automatic Time Switch 0 ❑ ❑❑ El ❑ ❑ .Automatic Daylighting 0 ❑ ❑ ❑ O - ❑ ❑ Demand Responsive 0 ❑ ❑ ❑ IT ..❑ ❑. Outdoor Controls 0 ❑ ❑ ❑ ❑ ❑ ❑ 4` CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-04052016-760 Report Generated at: 2016-04-29 22:28:51 •r ENVELOPE MANDATORY MEASURES: NONRESIDENTIAL ENV -MM Project Name Date Chance Office 4/29/2016 DESCRIPTION Building Envelope Measures: §110.8(a): Installed insulating material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20 Chapter 4, Article 3. §110.8(c): All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. §110.8(f): The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R -value of no less than R-13 between framing members. §110.7(a): All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. Manufactured fenestration products and exterior doors shall have air infiltration rates not exceeding 0.3 cfm/ft.z of §110.6(a): window area, 0.3 cfm/ft.Z of door area for residential doors, 0.3 cfm/ft.Z of door area for nonresidential single doors (swinging and sliding), and 1.0 cfm/ft.2 for nonresidential double doors (swinging). §110.6(a): Fenestration U -factor shall be rated in accordance with NFRC 100, or the applicable default U -factor. §110.6(a) : Fenestration SHGC shall be rated in accordance with NFRC 200, or NFRC 100 for site -built fenestration, or the applicable default SHGC. §110.6(b): Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). Ener Pro 6.7 by Ener Soft User Number: 5634 RunCode: 2016-04-29T22:29:13 ID: 14193 Page 22 of 22