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HomeMy WebLinkAboutB16-1928 056-120-106} J o CA o' u C r q pr F i f v O • _ .. � .. r ov m J GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5-119 PROJECT: I have reviewed the truss submittal for the above project and all loading design criteria have been met. Gregory A. Peitz Architect , 'N \�1� �I�iISIC'� BUTTE Cour SEP .V 12016 DEVELOPMENT SERVICES Le GREGORY A. PEITZ ARCHITECT 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 Structural Calculations for: '��S i Nc_ o kr s Sfqcp- BUTTE COUNTY SEP ,01 2016 DEVELOPMENT SERVICES BUTTE COUNTY DEVELOPMENT SERVICES R �/ WED FOR %®D OI�IPLIANCE sv— ( r4 -0N' JAStructuraRDesign Data - Residential.doc DESIGN DATA Code used: 2013 California Building Code Floor loading: Live loads: Uninhabitable attics w/o storage: 10psf, Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf Dead load —10lbs/square foot BUTTE COUNTY BUILDING DIVISION APPROVED 1 Roof loading: Live loads: 201bs/SF J C>(2 ajNW Dead loads: Typical roof —14 lbs/SF Metal roof Wind loading: Basic 3 -second gust wind speed (mph) 110 Wind importance factor, 1 1.00 Wind exposure category C Internal pressure coefficient, GCpi +/-0.18 Seismic: Seismic importance factor, 1 1.00 Mapped spectral response acceleration; Ss 0.70 Sl 0.25 Site class D Design spectral response coefficients; SDS 0.579 SDI 0.317 Seismic design category D Basic seismic -force -resisting systems) Bearing wall system — plywood shearwalis Seismic response coefficient(s), Cs 0.089 Response modification factor(s), R 6.5 Analysis procedure; Equivalent lateral force procedure BUTTE COUNTY BUILDING DIVISION APPROVED 1 R WIND ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1. Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: C (section 26.7) 4. Kzt = 1.0 (section 26.8) 5. X = 1.21 (figure 28.6-1) 6. Roof slopes: 26.57° (6/12) 7. Mean roof height: 15 ft. PS = X Kt Ps3o (eq. 28.6-1) Wind Pressures Roof internal zone: (7.80 psf) (.6) = 4.68 psf Roof end zone: (8.87 psf) (.6) = 5.33 psf [(2)(4.68psf) + (5.33psf)] / 3 = 4.90 psf average overall wind pressure Wall internal zone: (20.98 psf) (.6) = 12.59 psf Wall end zone: (28.22 psf) (.6) = 16.93 psf [(2)(12.59psf) + (16.93psf)] / 3 = 14.04 psf average overall wind pressure BUTTE COUNTY BUILDING DIVISION APPROVED 21 z iA F,L /4 zg.d1 sal iI;Y'S ✓/ Co,{J, 13 u ( L, 0 t /v C-) W I hj o '/l In << = L I - o " Qb 2S,o, `I_KC) f i2� �a.v —t7 L 3 �Zg t (F)(+7 (U o-s-� BUTTE COUNTY /� y BUILDING DIVISION _ APPROVED - .� SH EARWALLS Ci ■ ■ LINE R' = 2.25'�-NALLS= �� .�. 3:Y -e' _ 3/8" GDX ply. w/ 8d's (! ",12 o.c. 5 coat plaster g -&- f q'5 ( ) gyp. bd. w/ ( AT ALL 5UPPORTS, BLOCKED ANCHOR BOLTS -a- Z. '�/ cl c w 3 GBG specified )/" 0 0.b -'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" (P anchor bolts @ O.C. A35 / RBC ❑ RBC's ® O.C. 91 A55's o.c. ❑ NONE REa'D OVERTURNING t r ❑ No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal f=rame w/ "Simpson" 5T6224 straps from 4x post to continous header. HDU2, 55TB16 @ Single pour, SSTB20 @ 2 Pour ❑ HDU4, SSTB20 @ Single pour, 5ST524 @ 2 Pour COLLECTOR / CHORD BUTTE COUNTY BUILDING DIVISION APPROVED ❑ ( ) 16d'5 per top E splice 0516 strap sp I ices 2 w Vim. ❑ 5T6224 strap splices LINE . L RZ = 'Z- z 5"--VgALLS= SHEARWALLS ® 3/8" GDXp ly. w/ 8d's @ Cr `x,12 o.c. El coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS GBG specified Y2" 0 a.b.'s @ 6'-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts @ O.C. A35 / RBC ❑ RBC's � o.c. o.c. ❑ NONE REOV OVERTURNING 0,(o T 1. No holdown's req'd ❑ G516 Holddown Straps to Rim Joist below ❑ Portal f=rame w/ "Simpson" 137622.4 straps from 4x post to continous header. ❑ 'HDU2, 55TB16 @ Single pour, 55TB20 @ 2 Pour ❑ HDU4, 55TB20 @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD BUTTE COUNTY BUILDING DIVISION ❑ ( ) 16d's per top e splice APPROVED G516 strap splices �pp F vt` ❑ 5T6224 strap sp I ices ❑ Drag Truss LINE R,�j= (,73("- HALLS= SH EARWALLS N 'Z0,0E + 17-0` 2-0,a (. ?,S - I / :3,z.- c�,C� ttf ot 3/8" GPX ply. w/ ad's @ x,12 o.c.. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS 12 GBG specified Y2" 4> a.b.'s @ (0'-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts @ 0.0. A'= / 00t% ❑ RBC's @ O.C. A55's @ tf o.c. ❑ NONE REa'D OVERTURNING b. 4 vq Z ��ZI3z-) it No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal f=rame w/ "Simpson" ST6224 straps from 4x post to continous header. ❑ HDU2, S5TB16 @ Single pour, 5STB20 @ 2 Pour ❑ HDU4, SSTB20 @ Single pour, SSTB24 @ 2 Pour COLLECTOR / CHORD 6rA. a t P- BUTTE COUNTY ❑ ( ) 16d's per top g splice BUILDING DIVISION lC516 strap sp I ices ❑ 5T62244 strap splices ❑ Drag Truss 40 LINE r3 R b= 2-00- ViALL5= SHEARWALLS 2.0c l 2-t,'5 = P0cl '(l GPXp ly. w/ 8d's @ � 1,12 o.c. El coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT. ALL SUPPORTS, ANCHOR BOLTS GBG specified Y2" 0 a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts @ O.C. A 01e i nnn ❑ RBC's @ o.c. ❑ NONE REQ D OVERTURNING BLOCKED P� oz- f)�p Z.p() 10. 6 $1 No holdown's recL'd ❑ G516 Ho Iddown Straps to Rim Joist be low ❑ Portal f=rame w/ "Simpson" 5T6224 straps from 4x post to continous header. ❑ HDU2, 5STB16 @ Single pour, 55TB20 @ 2 Pour ❑ HDU4, 55TB20 @ Single pour, 5ST524 @ 2 Pour COLLECTOR / CHORD BUTTE COUNTY b t< b 7 S� - BUILDING DIVISION ❑ ( ) 16d's per top T splice APPROVED ❑ C516 strap sp 1 ices ❑ 5T6224 strap splices 1771 Drag Truss ¢G 000 4�LL, ruruw sas og ®m C 0 z *114 /,,( /�(ec� ; /ate . L. pq_- ,Q k1 -7c- //---1/C-17-S t S L G LaC( V ' 1- ( r� Cd�OcJS 6-7 L�jrJ• l o5c)) 9/15) z.c�73 e BUTTE COUNTY BUILDING DIVISION APPROVED fza `Zrt_ c, 5 p.S- %,/ S BUTTE COUNTY UT 12 DEVELOPMENT SERVICES 114 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`h Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4!R802.10roof/R502.1 Ifloor) TRUSS ENGINEERING LAYOUT YES X NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B lA 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 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 n, Systems Plus Job Number Date 08/24/2016 Customer Simons 1608-090 V1 W. tr- BUTTE Revisions) 1'o PERMIT # SEP .O 121 Project Location Butte County, CA 16 DEVELOPMENT PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES ri L I!E- C-C'e Lr SIMONS 1608-090 ROOF TRUSS LAYOUT BUTTE COUNTY SCALE: NTS nits Ptus L n8 . Co. 40-00-00 o A02(19) o a 0 0 0 ao N S I KFRAM C �rC �ZmLLI ®90 Mus z I STICKFRAME �6:� Job Truss Truss Type Qty Ply SIMONS TCLL SPACING- 2-0-0 R48225163 1608-090 A01 GABLE 2 1 PLATES GRIP (Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.51 Vert(LL) 0.01 Jab Reference fo tional v u i ovn� rwo wmor=R t,�, MIVUCRJVIV, �H 8.01u s Apr 20 2016 MiTek Industries, Inc. Tue Aug 23 16:28:36 2016 Page 1 ID:_XjuNMLevcWOEgc?6jclenyl I?2-EQyiUaXphU7w3a6MgNEd KBRhWTNkEKSIjQ2jKxykvhv -2-0-0 , 14-0-0 28-M 30-0-0 2-0-0 14-0-0 14-0-0 2-0-0 Scale = 1:52.1 3x6 = J K L I M H N 6.00 12 G O F P E C D n R C AE AO AC S n AF 3x6 = AB n AG AA o AH Z At Y q AJ X r? B AL AK W Y V IJ Y Io ` 3x6 3.00 12 ?ia"Zu 5W ✓I S 3x6 Ccs n/ ri 'lam' T)w S V270 tr- CGA rl LY2 V. 14-0-0 2ao 14-0-0 14-0-0 ate Offsets (X,Y)- [B:0-2-7.Q:.1-8],(K:0-3-O.Edg�,_(T:0-2-7 0-1-81 (ps40.0 TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP (Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.51 Vert(LL) 0.01 U n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(TL) 0.01 U n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 T n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH Weight: 134 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 28-0-0. (lb) - Max Horz B=129(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) B, T, V, W. X, Y, Z, AA, AB, AL, AK, AJ, AI, AH, AG, AF Max Grav All reactions 250 Ib or less at joint(s) AD, AE, AC, W, X, Y, Z, AA, AB, AK, AJ, At, AH, AG, AF except B=549(LC 16), T=549(LC 16), V=382(LC 1), AL=382(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS S -V=-322/114, C -AL= -322/115 NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times Flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, T, V, W, X, Y, Z, AA, AB, AL, AK, AJ, Al, AH, AG, AF. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) AD, AE, AC, V, W, X, Y, Z, AA, AB, AL, AK , AJ, Al, AH, AG, AF. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED �p�ESS/olv Q ONIO co C 76428 z WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only wiih MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Suite 109 Citrus Hei hts CA 95610 eN Atinuct 93 9f11 Job r Truss Truss Type Qty Ply SIMONS WEBS 2X4 OF Stud/Std G 'Except' TCLL 40.0 SPACING- 2-0-0 CSI. 848225164 1608-090 A02 Scissor 19 1 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.47 L >719 Job Reference optional J T J I CIVIJ rLUA LUIVIDCK UV, ANUCKJUN, UA 8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Aug 23 16:28:37 2016 Page 1 ID_XjuNMLevcWOEgc?6jclenyll?2-icW4hwXRSoFnhkhYE5mssO rOsY?zfJRx4oHtOykvhu 2-0-0 5-1-5 9-6-10 14-0 0 18-5-6 22-10.11 28-0-0 30-0 0 2-0-0 5-1-5 4-5-6 4-5-6 4-5-6 4-5-6 5-1-5 2-0-0 Scale = 1:52.1 5x6 II 4x10 I-6-10 14-0-0 1 it -5 62210-11 28-0-0 5-1-5 a_5_R a_S_a I ....-� LOADING (ps TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 OF Stud/Std G 'Except' TCLL 40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud (Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.47 L >719 240 TCDL 10.0 Lumber DOL 1.15 BC 1.00 Vert(TL) -0.94 L -M >356 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.68 H n/a n/a cu-nl ,nn Code IBC2012(rP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 OF Stud/Std G 'Except' E -L: 2X4 DF No.2 G PLATES GRIP MT20 220/195 Weight: 125 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. REACTIONS. (Ib/size) B=1880/0-5-8, H=1880/0-5-8 Max Harz B=129(LC 10) Max Uplift B=-157(LC 10), H=-157(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-5332/378, C -D=-4725/298, D -E=-3674/175, E -F=-3674/191, F -G=-4725/163, G -H=-5332/258 BOT CHORD B -N=-386/4780, M -N=-388/4814, L -M=-232/4307, K -L=-44/4307, J -K=-144/4814, H -J=-144/4780 WEBS E -L=-84/2786, F -L=-1296/212, F -K=0/298, G -K=-477/166, D -L=-1296/210, D -M=0/298, C -M=-477!151 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) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) B, H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=157, H=157. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION �p�ESS/O QNq� ONIO p C 76428 z r 0 EXP.12/31/20J6 ti OF August 23,201 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 1010312015 BEFORE --• rev. USE. Design valid for use only witfi MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabirily to MiTek and prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 7777 Greenback Lane 22314. Suite 109 W1 a MiTek 0 Re: 1608-090 SIMONS MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R48225163 thru R48225164 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. O9�of ESS/O/V44 4P��(ONIO F•� UCo 0 q C 76428 W Z :O * EXR 12/31/2016 ti c � qr� August 23,2016 Hernandez, Marcos IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. BUTTE COUNTY BUILDING DIVISION APPROVED 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 OT14ER 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-B 1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWIN BUS j NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. BUTT �V U IV I Y BUILDING DIVISION NO CUTTING DRILLING NOTCHING OR RIM M OF ANY TRUSS MEMBER IS PERMI T D. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y - i�- /4 offsets are indicated. 6 4 8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property • Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides Of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. �� 0-1/ 16 ci-2 c2-3 2. Truss bracing must be designed by an engineer. For 4 wide truss spacing, individual lateral braces themselves 0 WEBS czq may require bracing, or alternative Tor I Ow h p bracing should be considered. = u 3 O 3. Never exceed the design loading shown and never IL aU stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c� e cb-� cs e designer, erection supervisor, property owner and plates 0-'A6' from outside BOTTOM CHORDS all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR-131 1, ESR-1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATfRaBRACING LOCATION 12. Lumber be the used shall of species and size, and + Indicated by symbol shown and/or ` Trusses are designed for wind loads in the plane of the in all respects, equal to or better than that specified. by text in the bracing section of the may) truss Unless otherwise shown. 13. Top chords must be sheathed or purlins provided at indicated output. Use T or I bracing spacing on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 Q section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEX-OR0I � established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTekO All Rights Reserved 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 Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal 19. Review all portions of this design (front: back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 MINIMUM ER05ION AND 5EDIMENT CONTROLS FOR PROJECT5 DISTURBING LE55 THAN ONE ACRE THE BMP'5 (BEST MANAGEMENT PRACTICES) LISTED BELOW MUST BE IN PLACE DURIN6 THE RAINY SEASON (OCTOBER 15 THROU6H ` APRIL 15) AND MAY BE REQUIRED AT OTHER TIMES BASED ON WEATHER AND SITE CONDITIONS IWWJC+IOUT THE YEAR. THE BMPS LISTED ARE MINIMUM REQUIREMENTS AND ADDITIONAL BMPS COULD BE REQUIRED BASED ON 517E CONDITIONS. I. STABILIZED ENTRY: PROVIDE MINIMUM 5" TO 6" FRAGTVRED ROCK 50' LONG x 15' WIDE BY 6' DEEP OVER CONSTRUCTION GRADE FABRIC. 2. ALL SOILS TRACKED ONTO PAVED ROADWAYS MUST BE GLEANED ON A DAILY BASIS. WHEN 5TREE75 ARE WET OR DURING A RAIN EVENT THERE SHALL BE NO TRACKIN6 OF SOILS ONTO THE STREET. 3. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR SIDEWALKS. 4. ROCK BA65 (MINIMUM 2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PRO -.ECT SITE. 5. INTERNAL FILTERS SHALL BE PLACED INSIDE EACH DRAIN INLET. 6. TRASH BARS SHALL BE PLACED AGRO55 THE BACK OF ALL DRAIN INLETS. T. STABILIZE ALL DISTURBED SOILS IN THE FRONT YARD AREAS WITHIN 15' OF THE BACK CURB OR SIDEWALK. (STRAW OR EROSION BLANKETS MAY BE USED FOR THIS APPLIGATIOW 8. STABILIZE ALL SLOPES WHERE EROSION COULD OCCUR AND CAUSE SILT RUN OFF. (STRAW, VISQUEEN OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION) 4. ALL PAINT, FUEL, CONSTRUCTION PRODUGT5 ETC. SHALL BE STORED IN A COVERED LOCATION AWAY FROM SIDEWALKS AND STORM DRAIN INLETS. 10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE SITE MUST BE KEPT OFF OF STREETS AND SIDEWALKS AND A LEAST 50' FROM THE NEAREST STORM DRAIN. II. ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL MUD BOXES, PAINT BUCKETS, GLEANING MATERIAL CONTAINERS, ETC,. COME IN CONTACT WITH ANY RAINFALL OR STORM WATER RUNOFF. 12. PROVIDE A DESIGNATED AREA FOR CONCRETE WASHOUT. HAY BAILS LINED WITH VISQUEEN MAY BE USED FOR THIS APPLICATION. ROLLAWAY BINS MAY ALSO BE USED. ALL CONCRETE WASHOUT 5Y5TEM15 SHALL BE PLACED OFF OF THE PAVED STREETS. 13. AFTER INSTALLATION OF THE ABOVE ITEMS ARE COMPLETE, A MAINTENANCE PR06RAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMPS. 54'1.5' (E) DRIVEWAY 0� I I J41 I (E) PROPANE I (E) WELL \' \ I CONCRETE & PAINT NA5HOUT � (�) Acca 12c/acv \ RESIDENTIAL METER \ MAIN SERVICE / �\ / WATER (E) FOOT PATH TANK L (E) 1280 S.F. RESIDENCE W/ AN �- EXI5TING 125A ELECTRICAL 5UBPANEL L_ ELECTRICAL -EXISTING CONDUIT RESIDENCE n q3'O t 5'-0" MIN. ExIsnNG (E) SEPTIC GONG.�� PANK D TA 1 W/ TRAILER r 1 ----- EXISTING AG. BUILDING (N) 5" MIN. 1 5ENER CLR. 1 LINE (E) LEACH FIELD 'n 1 9C a 1 1 BUTTE COUNTY OCT 12 2016 DEVELOPMENT 1 SERVICES 51 TE FLAN 1 I I 1 EQUIPMENT STORA6E I 1 I" WATER LINE I �Y FUEL 8 MATERIAL 1 STORAGE 5TRAN ROLLS, 60 1 LINEAR FT. 1 FROM BLD6. 1 1 I 1 I 1 1 I 1 PERMIT # —8 1 1, —r? C BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIAN ?foRTH DATE 1011-1 J11, BY _ —TO-0" E (L OWNER: 5HER1 51MON5 51TE INFO: x786 COHA55ET ROAD SHEET GREGORY A. P E I T Z ADDRE55: CI'7&6 COHA55ET ROAD GOHA55ET, GA . ARCHITECT GOHA55ET, GA ?.51 AORE5 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894.5719 PHONE: APN: 056-120-106 of: ONE