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HomeMy WebLinkAboutB15-2004Engineering eJob 10/15/2015 This eJob is prepared exclusively for: Homewood Truss (5824) PO Box 5010 Marysville, CA 95901-8501 Work Order: 0080615 Job Customer: Bryan Moore Job Name: New Residence Job Address: Lone Tree Road Gridley,, CA Alpine ID: T508233.J536410 BUTTE COUNTY OCT 2 6 2015 DEVELOPMENT SERVICES 8.)S-d00q rtcicc I hereby verify that this document was prepared by me or under.my direct supervision and that I am a duly Licensed Professional Engineer. I am responsible for the design of each component detail only -- not for the proper manufacture of the components. This document is no longer valid if any modifications are made to it. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 PERMIT # &r- 7� V © BUTTE COUNTY DE _LOPMENT SERVICES REVIEWED FOR . CODE COMPLIANCE DATE .7al BY(( - REVIEWED FOR CODE COMPLIANCE NOV 0 3 2015 INTERWEST CONSULTING GROUP ,. . •��rl Ikvri ry( Wdl if' -40 : Sh—hi.1 10 12 N J6 Je J9 JR J6 J• J2 10 BUT BUILD APF N PH (530) 743-8855 New Resiclernce Fax (530)743-8856 B r y a n M o o r e HOMEWOOD TRUS S CO _ Zlorie Tree Road Gridley, CA 5033 F E AT H E R R I VE R B LV D OLIVEHURST, CA 95901 SALES REP: -BW DUE DATE: 06/10/15 OSGNR/CHKR: AW / BW TC Live 20.00 psf TC Dead '14.00 psf BC Live 0.00 psf BC Dead 8.00 psf Total 42.00 psf Y- JIG J17 11'9 J21 J23 J2s J21 119 1v ps WO#: 0080615 SCALE: 1"=8' 0" Date: 6/11/2015 10:35 DurFac-Lbr 1.25 DurFac-Plt : 1.25 O.C. Spacing: 2 Design Spec: CRC -2013 #Tr/#Cfg: 136 / 55 ALPINE Engineering. eJob 10/15/2015 Table of Contents Page No. Truss Label 1 Al 4 AG 7 133777] 10 B6 13 C1 16 CAP2 19 CAPS 22 D1 25 D3 28 EG 31 H3 34 J12 37 J15A 40 J19 43 J23 46 J8 49 L2 52 L5 55 PG Page 1 Page No. I Truss Label A2 61 8 134 11 67 14 C2 17 CAP3 20 CAPD 23 D2 26 F DD 29 H1 32 12 35 F J13 38 J16 41 J2 44 J4 47 J9 50 L3 53 M13 56 RG Page No. Truss Label A3 6 62 9 11 B5 12 11 B8 15 CAP1 18 71. CAP4 21I CG 24 D2S 27 1 El 30 H2 33 14 36 J15 39 J17 42 J21 45 J6 48 L1 51 L4 54 IF M6 Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 BUTTE COUNTY BUILDING DIVISION APPROVED w ALPINE rti itsaf :1Sc�ir: Engineering eJob 10/15/2015 Truss Engineer Design Responsibilities The engineer's signature on this design certifies that the individual component depicted, -if built with the materials and to the placements and tolerances specified, will bear the loads shown on the drawing. Users of the component are responsible for determining that any as -built component conforms to the design. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineer's seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI 1 Chapter 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical loads down to the foundation, the design of the foundation or analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document. A wet or embossed seal copy of this engineering document is available upon request. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 BUTTE COUNTY BUILDING DI iSIORi APPOW ALP,INE ..rY��6�L'P�li'.+3�AP1'i Engineering eJob 10/15/2015 Required Details* Other Available Details* htti)://www.itwbcg.com/trussconnections.ohr). *Sealed versions of these details are available upon request. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 BUTTE COUNTY BUILDING DIVISION APPROVED Job Name: New Residence Truss ID: Al Qty: 5 BRG X -LOC REACT SIZE REQ 'DTC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) Support C&C Wind Non -Wind 1 0- 2-12 1460 5.50" 1. S6" BC 2x4 DFL #1 & Btr. Fabrication Bearings Tolerance = 20.0% designed for an FcPerp value of the 1 -63 lb 2 24- 7- 4 1460 5.50" 1.56" MAX DEFLECTION (span) WEB 2x4 DFL STANDARD Kcr (creepp factor) - 2.00 lesser of the truss chord lumber value or 2 -63 lb HORIZONTAL REACTION(5) L/999 MEM 7-8 (LIVE) LC 40 Refer to Ioint QC Detail Sheets for 625 for IRC/IBC all bearings. truss values are based on support 1 -218 lb L= -0.18" D= -0.14" T= -0.31" Cq factors and Rotational Tolerances. BCLL. testing plate and approval as required by IBC 1703 support 2 218 lb --- loins Locations =_� �1 6 0- 0- o Loaded for 10 PSF non -concurrent PLATING BASED ON GREEN LUMBER VALUES. and ANSI/TPI and are reported in ESR -1118. This truss is designed using the 0- o- 0 2 6- 0- 0 7 8- 4- 0 20 psf Live Load applied to bottom chord in ASCE7-10 Wind Specification Bldg Enclosed =Yes, 3 12- 5- 0 & 16-16- o 4 1e- s - .o 9 24-10- o accordance with IBC/IRC code provisions. Truss Location =Not End Zone s 24-10- 0 6 7 8 Exp Category C CRITICAL MEMBER FORCES: Bldg Length 89.42 ft, Bldg Width = 30.00 ft - TC COMP. DUR.)/ TENS.(WR. CSI 1-2 -1892 1.25)/ 70(1.60 0.28 Mean roof height = 14.32 ft, mph = 110 2-3 -1699 1.25 / lis 1.60 0.30 q CIVIL. A.OFPPR O Occupancy Category II, Dead Load = 13.2 psf 3-4 -1703 1.25 / 141 1.60 0.27 V'inector plates are Alpine Wave 20 ga., unless preceded by •H' for High Strength 20 ga.,'S' for Super Designed as Main Wind Force Resisting System 4-5 -1874 1.2S / 68 1.60 0.27 Strength 18 Be. Plates are to be positioned per Joint Detail Reports. - Low-rise and Components and Cladding Bc COMP.(DUR.)/ TENS.(" CSI **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! DIR: Bryan Moore DIR: Dri Tributary Area = 50 sqft 6-7 / 1496((((((1.25))) 0.49 e-M-00080615_L00007_J00001 W0: Dri veJ�L0080615_L000 /\ Trusses require cudreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow me latest edition of SCSI (Building Component 7-8 / 976 1.25 0.47 8-9 / 1471 1.25 O.SO SLC = 42 WT/PLY : 154 - / \ l�\V rd Safety Information. by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord sial] have a property attached rigid catling. Locations shown WB COMP.(OUR. / TENS.( UR.) CSI 20.00 S f Li veDu r L=1.25 P=1.25 r� r1 2-7 -365(1.253/ 120(1.60) 0.14 3-7 -27 1.fi0 / 737(((1.253) 0.30 TC SnOW (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 31 1.2S 1.60 4-8 p l�r��\V\1111 other position as shown above antl on the !oink Details report, unless noted otherwise. shown above and n Alpine, a division of 17W Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the truss In TC Dead -362 % 120 0.14 Rep Mbr Bnd / Comp / Tens AN /TW COMPANY conformance with ANSIRPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professlonal engineering responsibility 12-5-0 I __ 12-5-0 1 2 3 4 5r 8.00 8.0 5X6 8-1-11 9_9 ZL21.5X3 SHIP 3X8 2 3X8 _ 04-5 3X4 5X6 0-45 B2 P�OF�1p/v 'Y W:508 W:508 ��\j T. TqH F 13:1460 R:1460 Jy U:-63 U:-63 f 24-10-0 No. C 72160 6 7 8 9' BUTTE COUNTY BUILDING DIVISION q CIVIL. A.OFPPR O V'inector plates are Alpine Wave 20 ga., unless preceded by •H' for High Strength 20 ga.,'S' for Super 10/15/2015 Strength 18 Be. Plates are to be positioned per Joint Detail Reports. 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! DIR: Bryan Moore DIR: Dri (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. e-M-00080615_L00007_J00001 W0: Dri veJ�L0080615_L000 /\ Trusses require cudreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow me latest edition of SCSI (Building Component Dsgn r: AW SLC = 42 WT/PLY : 154 - / \ l�\V rd Safety Information. by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord sial] have a property attached rigid catling. Locations shown TC Live 20.00 S f Li veDu r L=1.25 P=1.25 r� r1 for permanent webs shag have bracing unless o per sections 83. B7 or 870, as applicable. Appy pates to sato face of buss andP TC SnOW (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 ��� p l�r��\V\1111 other position as shown above antl on the !oink Details report, unless noted otherwise. shown above and n Alpine, a division of 17W Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN /TW COMPANY conformance with ANSIRPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professlonal engineering responsibility BC L l V e 0.00 S f P 1.15 / 1.10 / 1.10 2870 N. Groat SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is (he responsibility of the Building BC Dead 8.00 psf 0. C. Spaci n9 2- 0- 0 Designer per ANS4TPl I Sec.2 • TRUSPLUS 6.0 VER' T6.5.20 Fo morolnlormationscothis(ab'sgenoa notesDagoendthesewobstos: ALPoNE:wmvalo'ne'hv.eom:TPl:www.tains.aa:wlca:•-:::•�btimaeaw.em:lcc:www�d.feem -Bldg 9 Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: New Residence Truss ID: A2 Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Str. Designed per ANSI/TPI 1-2007 Tolerance = 20.0% UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 0- 2-12 1334 5.50" 1.50" 1460 5.50" 1.56" BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Fabriation c Bearings designed for an FcPerp value of the 1 -23 lb 2 24- 7- 4 MAX DEFLECTION (span) : Kcr (creep factor) - 2.00 lesser of the truss chord lumber value or 2 -63 lb HORIZONTAL REACTIONS) L/999 MEM 7-8 (LIVE) LC 40 Refer to 3oint QC Detail Sheets for 625 for all bearings. IRC/IBC truss values are based on support 1 -218 lb L= -0.18" D= -0.14" T= -0.31" Cq factors and Rotational Tolerances. BCLL. plate testin and approval as required Id IBC 1703 support 2 218 lb . »m= ]oi nt Locations -� Loaded for 10 PSF non -concurrent LUMBER VALUES. and ANI/TPI and are reported iii ESR -1118. This truss is designed using the 1 0- 0- 0 6 0- 0- 0 2 6- 0- 0 7 8- 4- 0 PLATING BASED ON GREEN 20 psf Live Load applied to bottom chord in • TRUSPLUS 6.0 VER' T6.5.20 ASCE7-10 Wind Specification Bldg Enclosed Yes, 3 12- 5- 0 8 16- 6- o 4 18- 5- 0 9 24-10- 0 accordance with IS code provisions. Truss Location Not End Zone 5 24-10- o CRITICAL MEMBER FORCES: Exp Category C Bldg Length = 89.42 ft, Bldg Width - 30.00 ft OUR TENS.(WR.) CSI TC COMP.11.25 Mean roof height = 14.32 ft, mph = 110 1-2 -18921.25)/ 74(1.60) 0.28 2-3 -16991.25)/ 139(1.60) 0.30 Occupancy Category II, Dead Load = 13.2 psf 3-4 -17031.253/ 141((1.60)) 0.27 Designed as Main Wind Force Resisting System 4-5 -1874 / 68 1.60 0.27 - Low-rise and Components and Cladding BC COMP.(OUR.)/ TENS.(OUR .) CSI Tributary Area = 50 sgft 6-7 / 1496(1.25) 0.49 7-8 "/ 916((1.253 0.47 8-9 / 1471 1.25 O.so WB COMP. (DUR.)/ TENS. WR. CSI 2-7 -365(((1.25)))/ 131((1.6 0.14 3-7 (1.fi0)/ 737(1.25 0.30 _42 3-8 35((((1.6033/ 763((1.25 0.31 4-8 362 1.25 / 120 1.60 0.14 8-1-11 2 0-4-5 3X8 12-5-0 12-5-0 1 2 3 4 5 8.00 5X6 9-1-9 SHIP 2 0-4-5 B1 B2 W:508 W:508 R:1334 RA 460 U:-23 U:-63 BUTTE COUNTY 24-10-0 � q BUILDING DI is-io ,9 7 8 9 are Alpine Wave 20 ga., unless preceded by 'H" for High Strength 20 ga., -S• for Super as are to be positioned per Joint Detail Reports. yS�u.T. J rt 7 No. C 72160 C1 1%, ,P Q�Or 10/15/2015 268 - Homewood Truss (CA) /\ **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! mcIMPORTANT*, FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses requireby TPl a caro in fabricating, handling, shipping, installing and brecin9. Refer st entl shall No latest edition of OCSI (Building . Unless Sated Information, to by TPI and WTCA) ror safety accedes prior to performing a these functions. Installers a pr protide temporarybrecin9 Per BCSI. Unless -led oNerwise, lop ctwrtl dra0 have property attached structural sheathing and bottom clwrd shad have a properly attached rigid ca'd'mg. Locations shown CUSt: Bryan moore DIR: Drive_M 0080615_1-00007_]00001 Wil: Dri ve�L0080615_L000 Ds gn r : AW #LC = 42 WT/PLY: 150 TC Live 20.00 psf L i veDu r L=1.2 5 P=1.2 5 r� ri ror permanent lateral resbalnt webs shell have barn. Installed per BCSI sectbns B3, B7 or 870, as eppllcabte. Apply Palos to each lace el Imss and TC Snow(Pf) 0.00 psf SnowDu r L=1.15 P=1.15 (] 11 li��\V\IJII ��� IF position as mown elxwe and on me lams Details repos. amass noted omerwlse. n Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from [his drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mb r 8nd / Comp / Tens Ll AN ITW COMPANY conformance with ANSI/TPI 1, or fm handling, shipping. msm0aeon 8 bracing of busses' A this drawing or coverpage listing this drawing, indicates acceptance of professional engineering responsibility BC Live e 0.00 pS f 1.1 S / 1.10 / 1.10 2820 N. Groat SW Pkwy. Grand Prairie, TX 75050 seal on solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng . 2- 0- 0 Designer perANSUTPII Sec.2 For morn infomadonseemisiob'ageneralnotespageand(howwebsilos: Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 • TRUSPLUS 6.0 VER' T6.5.20 ALPINE: ' TPI: ' WTCA: am= ICC: Job Name: New Residence Truss ID: A3 Qty: 3 BRG X -LOC REACT SIZEREQ'D R:8246 TC 2x4 DFL #1 & Btr. -:CPM]=PLATE MONITOR USED -See Joint Report- UPLIFT REACTIONS) Support C&C Wind Non -Wind BUILDING 1 0- 2-12 11067 5.50" 3.93" BC 2x8 DFL #2 Designed per ANSI/TPI 1-2007 ., Tolerance 20.0% 1 -270 lb BC Live ve 0.0psf s f 2 24- 7- 4 8246 5.50" 2.93" (s : WEB 2x4 DFL STANDARD 2x4 DFL #1 & Btr. 11-4 Fab n cation - Bearings designed for an FcPerp value of the 2 -201 lb 0. C. Spaci ng 2- 0- MAX DEFLECTION an) 1 Kcr factor) 2.00 lesser of the truss chord lumber value or HORIZONTAL REACTION(S) Formoroinformationseeuus)obsgeneralnotes page and these web sites: L/999 MEM 9-10 (LIVE) LC L= -0.12" D- -0.25" T= -0.37" (creep - Refer to Joint QC Detail Sheets for 62S for all bearings. support 1 1100 lb 2 1100 lb 61 )pint Locations m=� Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on as required by IBC 1703 support This truss is designed using the 0- 0- 0 6 0- o- o Loaded for 10 PSF non -concurrent BOLL. testing and approval and ANSI/TPI and are reported in ESR -1118. ASCE7-10 Wind Specification 2 4- 6- B 9 4- 6- 0 3 9- 0- 0 10 9- 0- o + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and Permanent bracing is required to Bldg Enclosed - Yes, Truss Location =Not End Zone 4 12- s- 0 11 12- s- 0 5 15-10- o 12 15-10- o p pint loads converted to PLF loads only. prevent rotation/toppling. See BCSI ANSI/TPI 1. Exp Category = 6 20- 0 13 1a- 8- 8 Concentrated loads shall be distributed to and PLATING BASED ON GREEN LUMBER VALUES. Bldg Length = 89.42 ft, Bldg Width 30.00 ft 14- 7 24-10- 0 14 24-10- 0 each ply equally. Multi -ply with hangers are + + + + + + + + + + + + + -= Mean roof height ft, mph 110 CRITICAL MEMBER FORCES: Tc COMP. DUR. / TENS.(DUR.) CSI based on hanger nails using 3.0" nails min. + + + + + + + + + Designed for 1.1 K lbs drag load applied 9 I, De Occupancy Category II, Dead Load = 13.2 psf 1-2 -16060 1.25 / 0.45 into the carrying member. fasteners for point horizontally in either direction to the top Designed as Main Wind Force Resisting System 2-3 -12651 1.25 / 3-4 -9884 l.is / 0.38 0.15 If shown, use additional loads from the back plys,'distributed symm. chord panel points, with dead + 0 % live -Low-rise and Components and Cladding Tributary Area = 457 sgft 4-5 -9811 1.25 / 5-6 -13780 1.25 / 0.14 0.5z in the chords, within 12" of hanger flange. loads using load duration = 1.60. Horizontal reaction = 1.1 K lbs at each ----------LOAD CASE #1 DESIGN LOADS ---------------- 6-7 -1390fi 0.22 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER Connection by others. Dir L.PIf L.Loc R.PIf R. Loc LL/TL AMOUNTS SHOWN shall BE INSTALLED FROM THE bearing individually. + TC Vert 68.00 0- O- 0 68.00 24-10- 0 O.S9 ec COIAP.(WR.)/ TENS. OUR. 8-9 / 13328 1.25 CSI 0.72 FRONT AND BACK FACE EQUALLY(TOTAL NAILS = DOUBLE THE MtOUNT SHOWN), 3 PLY OR LESS. + + + + + + + + + + + + + + + + + + + + + 3 -PLY' Nail w/lOd COMMON, sta� ered(per NDS) TC Vert 84,00 24-10- 0 84.00 0 838.00 26- 4- 0 0.48 17-10- 0 0.47 9-10 / 13zae 1.25 0.73 SDS Simpson SDS screws m in: TC- 4 BC- 3 WEBS- Z PER FOOT.°" BC Vert 838.00 0- 0- 0 0.00 10-11 / 1oz73 1.x5 0.56 10d m 10d NAILS, - Nail in layers or from each face. BC Vert 16.00 17-10- 0 16.00 24-10- Fastener 11-12 / 10153 1.28 1z-13 / 1o1z3 1.25 o. ss 0.54 or equivalent substitute. (>) =Special Connection Req. (by others) Cluster screws, if shown, are 4.5" long. .Type... lbs X.Loc LL/TL 24- 7- 4 1.00 13-14 / 11498 1.25 0.55 NAIL pattern shown is based on: Not designed for attic storage unless TC Vert 0.0 BC Vert 2442.0 18- 8- 8 0.48 WB COMP.(DOR.)/ TENS.(WR. CSI 10d BOX = 0.128" dia. x 3.0" long nail noted otherwise. 2-9 / 3485(1.25) 0.47 10d COMMON = 0.148" dia. x 3.0" long nail ' 2-10 -3389(1.25)/ 3-10 / 5134(1.25) 0.26 0.70 16d BOX - 0.135" dia. x 3.5" long nail long 3-11 -4342(1.25)/ 0.43 16d COMMON 0.162" dia. x 3.5" nail + + 4-11 / 10498(1.25) 5-11 -3946(1.25)/ 0.44 0.39 + + + + + + + + + + + + + + + + + + + + 5-12 / 2695 1.25 5-13 / 29351.25 0.37 0.10 12-5.0 12 5-0 Install truss as shown relative to bearing Do reverse 6-13 -193(1.25)/ 116 1.60 0.01 r 1 2 3 14 5 6 7 ' and load locations. __= not 3-PLYS REQUIRED 800 -80 7X8 8- -11 SS051 m x 0-4-5 9- -9 SHIP x 04-5 W :508 ** ** WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusee9 require ozlreme caro in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless not ed otherwise, lop chord shall have properly attached structural sheathing and bottom chord shall have a propedy attached rigid ceiling. Locations shown W:508 R•11067(Ty 9 10d R:8246 BUTTE '4 270 09, U:-201 BUILDING 10-o 1 -6- I-� DI1/ g �@, I APPROVED 0 11 2 13 canrommance with ANSIrrPI 1, or for handling. shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance o/professionel engineering responsibility All connector plates are Alpine Wave'20 ga., unless preceded by •H• for High Strength 20 ga.,'S' for Super Strength 18 aa. Plates are to be positioned per Joint Detail Reports. QRi�FESSIOj� �5E11l.• T. Jy No. C 72160 CIVt1- �P 9�OF CWUFa 10/15/2015 268 - Homewood Truss (CA) //^\\9 ry ** ** WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusee9 require ozlreme caro in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless not ed otherwise, lop chord shall have properly attached structural sheathing and bottom chord shall have a propedy attached rigid ceiling. Locations shown Cust: Bryan Moore DIR: Drive.ML0080615_L00007_300001 W0: Dri ve_ML0080615_L000 Ds nr • AW #LC = 44 WT/PLY • 242 TC Live 20.00 psf p Li veDu r L=1.25 P=1.25 f� V m� ri for permanent lateral webs shall have bracing Installed per BCSI sections 83, B7 or 810, —applicable. Apply paras t...ch face of truss and TC SnOW (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 IUr��\u\IJII �� position as shown above and on me Joint Details repod, amass noted otherwise. ,. and n Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY canrommance with ANSIrrPI 1, or for handling. shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance o/professionel engineering responsibility BC Live ve 0.0psf s f 1.15 / 1.10 / 1.10 0 2920 N. Groat SW Pkwy. Grand Pralrlo, TX 75050 solely for the design shown. The suitability and use o/ this drawing for any structure is the responsibility o/ the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- Designer per ANSUTPI f Sec.2 f).0 VER T6.$.20 Formoroinformationseeuus)obsgeneralnotes page and these web sites: Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 TRU$PLUS • ALPINE: ' TPI: • WTCA: 0dailywrimai ICC:A7oyUjQ[LQM Job Name: New Residence Truss ID: AG Uty: I A BRC X- LOC 1 0- 5-11 2 2- 8- 0 3 4- 0- 0 4 5- 4- 0 5 6- 8- 0 6 8-0-0 7 9-4-0 810- 8- 0 9 11- 8- 0 10 13- 2- 0 11 14- 2- 0 12 15- 6- 0 13 16-10- 0 14 18- 2- 0 15 19- 6- 0 16 20-10- 0 17 22- 2- 0 18 24- 4- 5 MAX DEFLECTION L/999 MEM 1-2 L- 0.00'• D= OC 20-21 21-22 22-23 23-24 24-25 25-26 26-27 27-28 28-29 29-30 30-31 31-32 32-33 33-34 34-35 3S-36 36-37 REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 316 11.37" 1.50" BC 2x4 DFL #1 & Btr. 175 3.50" 1.50" DG SLIDER 2x4 DFL #1 & 8tr. 138 3.50" 1.50" WEB 2x4 DFL STANDARD 146 3.50" 1.50" Kcr (creep factor) - 2.00 151 3.50" 1.S0" IRC/IBC truss plate values are based on 158 3.50" 1.50" testing and approval as required by IBC 1703 167 3.50" 1.50 and ANSI/TPI and are reported in ESR -1118. 135 3.50" .1.50" Install interior support(s) before erection. 153 3.50" 1.50" Building designer shall verify gable loads 153 3.50" 1.50 and eave loads, if applicable. 135 3.50 1.50" [+] gable bracing required @ 42" intervals, 167 3.50" 1.50" if expposed to wind load applied to face. 158 3.50 1.50 See ITIdBCC's Gable Bracing Details. 151 3.50" 1.50" 146 3.50 1.50 Not designed for attic storage unless 138 3.50" 1.50 noted otherwise. 17S 3.50" 1.50" 316 11.37" 1.50" CO -70 1.60)% -70(1.60)/ COMP. DOR. / 134 1.25 / -116 1.25 / -125 1.25 / -1301.25 / -136 1.25 / -145 1.25 / -118 1.25 / -66(1.25 / 66(1.25 / -118 1.25 / -145 1.25 / -136 1.25 / 130 1.25 / -125 1.25 / -116 1.25 / -134 1.25 / 66 1.25)/ -66(1.25)/ LIVE) LC 37 00" T= 0.00" S: TENS. DUR. CSI 117 1.60 0.04 79 1.60 0.03 711.60 0.02 60 1.60 0.02 49 1.60 0.02 39 1.60 0.02 52 1.60 0.02 82 1.60 0.04 61 1.60 0.03 61 1.60 0.03 82 1.60 0.04 S2 1.60 0.02 39 1.60 0.02 49 1.60 0.02 60 1.60 0.02 71 1.60 0.02 79 1.60 0.03 117 1.60 0.04 TENS. (OUR.) CSI 92 1.60 0.04 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 92(1.60) 0.04 TENS.DUR. CSI 46 1.60 0.02 15 1.60 0.02 15 1.60 0.02 12 1.60 0.04 9 1.60 0.06 15 1.60 0.09 28 1.60 0.09 0.06 0.06 28(1.fi0) 0.09 15(1.60) 0.09 9 1.60 0.06 12 1.60 0.04 15 1.60 0.02 15 1.60 0.02 46 1.60 0.02 0.06 0.06 8- -11 2 0-4-5 Designed per ANSI/TPI 1-2007 Fab n cation Tolerance = 20.0% Bearings designed for an Fc Perp value of the lesser of the truss chord lumber value or 625 for all bearings. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Permanent bracing is required to prevent rotation/toppling. See SCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location Not End Zone Exp Category C Bldg Length 89.42 ft, Bldg Width - 30.00 ft Mean roof height = 14.32 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area a 66 sqft 12-5-0 12-5 0 1 2. 3 5 6 7 9 10 2 -15 116 17 18 19 gra 00 80u 2.5X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 3X8 1.5X3 1.5X3 1.5X31.5X3 1.5X3 2.5X4 1.5X3 5X6 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5 35X3 1.5X3 2.5X4 1. UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 6 lb 2 -38 lb 3 -2 lb 4 -2 lb 5 -3 lb 6 -3 lb 7 -3 lb 8 -17 lb 9 -3 lb 10 -3 lb 11 -17 lb 12 -3 lb 13 -3 lb 14 -3 lb 15 -2 lb 16 -2 lb 17 -38 lb 18 -6 lb Truss designed to support 1-0-0 top chord Gutlookers adding load not to and clexceed 3 PSF one face, and 24" span opposite face. Top chord may be notched 1.5" deep X 3.5' AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 9-1-9 HIP 2 04-5 0 2 26 2 2i8 1 3 33 3 3 36 3 6 BUTTE COUNTY2- 2 23 10-0 BUILDING DIVISION APP^ A V�Y�AL PLATE :2X4 OVER CONTINUOUS SUPPORT All connector plates are Alpine Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strenath 18 aa. Plates are to be positioned per Joint Detail Repots. y�LL T. J� No. C 72160 C1V11- �P q�OF��ta 10/15/2015 268 - Homewood Truss (CA) rr **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trues require 0111,11, caro in fabricating, handling, shipping, installing and brad,,. Refer t, end la,- the lat,st edition of SCSI (Building Component Safssety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary bracing per SCSI. Unless noted othe,wice, lop chord shag have property attached structural sheathing and bottom chord shag have a property attached rigid caging. Locations shown Cust: Bryan Moore DIR: i ve-M 0080615_L00007_J00001 W0: Dri ve�'L0080615_L000 Dsgn r : AW #LC = 40 WT/PLY: 285 TC Live 20.00 psf L i veDu r L=1.25 P=1.25 v for p, -,n lateral ,vera/,, webs shag have report. Installed per SCSIis..sections B3,87 or 970, as applicable. Apply pales to each face ,f truss and TC SDGW �Pf� 0.00 psf SnOWDU r L=1.15 P=1.15 paid,, es shown above end on the Joint Oetalls repo,, unless notetl olharwlse. sh n Alpine, a division of ITN Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY -to- nce with ANSOrPI 1, or for handling, shipping. Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live V e 0.00 P 5 f 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand P.M., TX 73050 solely for the design shown. The Suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSVTPl1 Sec.2 T6.5.20 Far hewethis job's general miss page and these web sites: moenfo'TPI: Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 TRUSPLUS 6.0 VER • ALPINE: WTCA: y2fYgtybLindusintorg: ICC: www.lccsafe.org Job Name: New Residence BRG X -LOC REACT SIZE REQ'D TC 2x6 DFL #2 . 1 0- 1-12 2442 HCR2.60" BC 2x6 DFL #2 2 29- 3- 4 2442 HCR 2.60" WEB 2x4 DFL STANDARD BRC HANGER/CLIP NOTE Designed perANSI/TPI 1-2007 1 HTU28 Bearings designed for an FcPerp value of the 2 "HTU28 lesser of the truss chord lumber value or Support Cgognnection(s)/Hanger(s) are 625 for all bearings. SEEtSIMPSONeCATALOfor Gorizontal loads. testing( andsapprovalate vasues are requiredabydon IBC 1703 FOR ADDITIONAL INSTALLATION NOTES and ANSI/TPI and are reported in ESR -1118. MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. L/999 MEM 3-4 (LIVE) LC 1 End verticals are designed for axial loads L- -0.14" D- -0.42" T- -0.56" only, unless noted otherwise. EX.WB DEF CRITERIA:L/120 This truss is designed using the IN MEM 11- 6; T= 0.01" ASCE7-10 Wind Specification =__= Joint Locations v= Bldg Enclosed - Yes, 1 0- 0- 0 7 0- 0- 0 Truss Location = Not End Zone 2 3-10-12 8 7- 6- o Exp Category = C 3 11- 1- 4 9 14- 8- 8 4 18- 3-12 lD z1-11- o Bldg Length = 89.42 ft, Bldg Width = 30.00 ft 5 25- 6- 4 11 29- 5- 0 Mean roof height 12.01 ft, mph = 110 6 29- s- 0 Occupancy Category II, Dead Load = 13.2 psf .CRITICAL MEMBER FORCES: Designed as Main Wind Force ResistingSystem TC COMP.<<OUR.)/ TENS .(WR.) CSI 1-2 -51(1.60)/ 56(1.60) 0.30 - Low-rise and Components and Cladding 2-3 -3700 1.25 / 0.52 Tributary Area - 116 sgft 3_4 -4904 1.zs / 0.61 Vertical members exposed to wind: 7- 1, 11- 6 4-5 -3700 1.25 / 0.52 5-6 56(1.60) 0.30 BC COMP.(DURJ/ TENS.(DUR.) CSI 7-8 / 2261(1((1.25)))) 0.59 8-9 / 4742 1.25 0.84 9-10 / 4742 1.25 0.84 10-11 / 2261 1.25 0 S WB COMP.(11111 / TENS.(DUR.) CSI 1-7 -145(1.253/ 0.19 2-7 -3114(1.25 / 0.98 2-8 / 2021(1.25) 0.82 3-8 -1463(1.25)/ 0.65 3_g / 323(1.25) 0.13 1 2 4-9 / 323(1.25) 0.13 4-10 -1463(1.25)/ 0.65 5-10 / 2021(1.25) 0.82 5-11 -3114(1.25)/ 0.98 6-11 -145(1.25)/ 0.19 cvc 7YA 1.5. 5X6 3 Truss 10: 131 ®Web bracing required at each location shorn. Refer to SCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Fabrication Tolerance - 20.0% Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational 'tolerances. Loaded for 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid ponding. Permanent bracing is required to prevent rotation/toppling. See SCSIand ANSI/TPI 1. Not designed for attic storage unless noted otherwise. 7x8 4 4X4 DAO Qty: 1 This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 0- 0- 0 29- 5- 0 Required bearing widths and bearing areas appl when truss not supported in a hanger. UPLIFT REACTIONS) : Support G&C. wind Non -Wind 1 -90 lb 2 -90 lb HORIZONTAL REACTION(S) support 1 -214 7b support 2 -214 lb --LOAD CASE #1 DESIGN LOADS ------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 118.00 0- 0- 0 118.00 29- S- 0 0.54 BC Vert 48.00 0- 0- 0 48.00 29- 5- 0 0.00 5 6 6X6 1.5X3 6X6 B2 B1 'HTU28 'HTU28 W:308 W:308 R:2442 BUTTE CO(.MITY U:-90 29-5-0 BUILDING DIVIISION7 8 9 10 i1 A\ PRO 49 N k connector plates are Alpine Wave 20 ga., unless preceded by "H' for High Strength 20 9a.. 'S" for Super englh 18 ga. Plates are to be positioned per Joint Delad Reports. T. a No. C 72160 sr Cl �P OFCauF° 10/15/2015 268 - Homewood Truss (CA) /\ "*WARNING!*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses re4uire exlrome caro in faoriceting, handling, shipping. Installing and bracing. Rotor to and follow me latest ed Non of BCSI (Budding Component Safety Information. by TPI and WTCA) for safety practices prix to performing these functions. Installers shag provide temporary bracing per BCSI. Lin bss noted olltarwise, lop chard shall have property attached sWctural sliea0ring and bonom chard shay have a property attached rigid ceiling. locations mown Cust: Bryan Moore DIR: Drive_M_0080615_L00007_100001 W0: Dr'i ve--MO80615_L000 DS nr : AW #LC = 51 WT/PLY' 241 9 ' TC Live 20.00 psf Li veDu r L=1.2 5 P=1.2 5 r� for permanent lateral sections B3, B7 or 870, as appllwWa. Apply plates to earn lace of Wss en0 of webs shay haus boom, Installed per BCSIotherwise. TC Snow (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 IUw�\V\I �� ve and position as shown above and on gra Co Donn repro, unless noted otherwise. Alpine,a diNsion of lTW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any laYure to build the truss In TC Dead 14.00 psf Rep Mbr Bind / Comp / Tens J)1 AN ITW COMPANY CO^/ormonce with ANSIRPI i, or for handling, shipping, Installation 8 bracing of trusses. drawing listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2870 N. G-1 SW Pkwy. Gone Prairie, TX 75050 A seal on this or cover page solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. SpdCi ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 . For mora intomationsertnislob'sgenerelnotospa9r1n"StN wICClas: Bldg Code' CRC -2013 DEFL RATIO' L/240 TC' L/24 • TRUSPLUS 6.0 VER' T6.5.20 ALPINE: •'-'-v elr'ne'hv eom: TPI: www.lr'nst om: WTCA: www Uciny d rs�trv.ero: ICC: fir_ Job Name: New Residence (t{(1.60 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 1236 HGR 1.50" BC 2x4 DFL #1 & Btr. 2 29- 3- 4 1236 IIGR 1.50" WEB 2x4 DFL STANDARD BRG HANGER/CLIP NOTE TC Dead 14.00 psf Kcr (creep factor) - 2.00 1 "HUS26 conformance with ANSIfrPI 1, or for handling, shipping, Installation & bravo, of busses. A seal on this drawing or cover page listing this dmwing, indicates acceptance of professional engineering responsibility Refer to Joint QC Detail Sheets for 2 "HUS26 2820 N. Great SW Pkwy. Grand Prairie, TX 73050 Cq factors and Rotational Tolerances. Support Connection(s)/Hanger(s) are Loaded for 10 PSF non -Concurrent BCLL. 10L des'iy'red for• hue '<untal loads. Drainage shall be provided to avoid ponding. SEE SIMPSON CATALOG End verticals are designed for axial loads FOR ADDITIONAL INSTALLATION NOTES only, unless noted otherwise. IMAX DEFLECTION (span) �L/999 • TRUSPLUS 6.0 VER T6.5.20 This truss is designed using the MEM 2-3 (LIVE) LC 2 ASCE;-10 Wind Specification L- -0.11" D- -0.19" T- -0.30" Bldg Enclosed = Yes, EX.WB DEF CRITERIA:L/120 Truss Location = Not End Zone IN MEM 11- 6; T= 0.06" Exp Category = C ]oint Locations - Bldg Length 89.42 ft, Bldg Width= 30.00 ft i o- o- 0 7 0- 0- 0 Mean roof height - 12.67 ft, mph = 110 2 3-10-12 8 7- 6- 0 9 14- 8- 8 Occupancy Category II, Dead Load 13.2 psf 3 11- 1- 4 4 18- 3-12 10 21-11- 0 Designed as Main Wind Force Resisting System 5 25- 6- 4 11 29- 5- 0 - Low-rise and Components and Cladding 6 29- 5- 0 Tributary Area = S9 sgft CRTTICAL MEMBER FORCES: TC COMP. DUR.)/ TENS. W0..) CSI Vertical members ex osed to wind: 7- 1, 11- 6 p 1-2 -74 1.60 / 80 1.60 0.28 2-3 -1312 1.25 / 66 1.60 3-4 -1745 1.25)))/ 47 1.60 0.40 0.41 ' 4-5 -1332 1.25)/ 66 1.60 0.40 5-6. -74 1.60)/ 80 1.60 0.28 BC COMP. (DUR.)/ TENS.(WR.) CSI 7-8 -247 1.60 / 822 1.25 0.37 9- 10 -235 1.60 % 1707 1.25 0.0. 41 10-11 -247 1.60 / 822(1.25 0.37 We COMP. R./ TENS .(WR.) CSI 1 2 3 1-7 -7825/ 24(1.60) 2-7 -138025/ 107 1.60 0.41 0.95 2-8 460/ 843 1.25) 0.34 3-8 -680T251/ 102 1.60) 3-9 / 147(((1.25 0.47 0.06 4-9 / 147(1.25 4-10 -680 1.25 / 102 0.06 0.47 1 5X4 4X4 5)(B 5-10 -4(1.603/ 843 1.25 0.34 5-11 -1380((1.253/ 107 1.60 0.95 6-11 78 1.25 / 24 1.60 0.41 512 1 Truss ID: B2 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerP value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IOC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESK-1118. PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTION(S) support1 306 lb support, 2 -306 lb Not designed for attic storage unless noted otherwise. 4 2.5X4 1 Thisdesign based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 0- 0- 0 29- 5- 0 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -79 lb 2 -79 lb 5 6 4X4 1.5X4 5-4-2 �l 3X4 DAD any ...., QK __..,uw' 4X6 *HUS2. TqN *HUS26 HUS26 y JajS W:308 W:308 R:1236 R:1236 U:79 U:-79 29-5-0 No. C 72160 BUTTE COUNTY B g 10 11 BUILDING DIVISION CIVIL �P OF APPROVES 1 011 51201 5 All connector plates are Alpine Wave 20 ga., unless preceded by 'H" for High Strength 20 ga., •S• for Super strennth 18 aa. Plates are to be Dosilioned per Joint Delall Reports. - 268 - Homewood Truss (CA) "*WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.' of eCSI ( per SCSI. g Unless , shipping, installing and bracing. Rsfen stand IoOow No latest temporary Trusses ration, by TPI a care in fabdca safety Sately Information. by TPI and WTCA) roe erty al practices Prior to P eathin ,!hese tomfunchordtions. hall hav shall provide tached Hel ceili g per catioUnless, noted Information,practices top chord shall have property attached structural sheathing end bottom chord shall have a property attached rigid tomos. Locations shown Lust: Bryan moore DIR: Drive_M 0080615_L00007_100001 w0: Dri ve_M_0080615_L000 DS n r • AW #LC = 51 WT/PLY • 209 9 TC Live 20.00 psf Li veDu r L=1.2 S P=1.2 5 f� ry r� rs for permanent lateral of webs shall have beano, unless tl per 83. B7 or B70, as applicable. Apply pales to each face of truss and TC Snow (Pf) 0.00 psf $nowDU r L=1.15 P=1.15 [] IU��\V\IJII ��� otherise.sections position as shown shove end on dthein Joint po Details report, unless holed otherwise. above nd Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drewing, any failure to brrild the truss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSIfrPI 1, or for handling, shipping, Installation & bravo, of busses. A seal on this drawing or cover page listing this dmwing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 8.00 1.10 / 1.10 / 1.10 0. C. Spaci ng 2- 0- 0 2820 N. Great SW Pkwy. Grand Prairie, TX 73050 solely for the design shown. The suitability and use o/ this drawing for any structure is the responsibility of the Building BC Dead psf Designer per ANSI/TPI 1 Sec.2 For more information see his job'sgenoralnotespageono/hes,websi!O Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L/24 • TRUSPLUS 6.0 VER T6.5.20 ALPINE: •x::v.aloinoitw.eom:TPI: www.l,in<t ora: WTCA:: -v sbcindu<_trv.or,: ICC: w MIJV, alo oro Job Name: New Residence BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 1418 HCR 1.51" 2 29- 3- 4 1567 HCR 1.67" BRC HANGER/CLIP NOTE 1 `HUS26 2 "HUS26 Support Connections)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC50 L= -0.18" D- -0.25" T- -0.43" EX.WB DEF CRITERIA:L/120 IN MEM 10- 5: T= 0.16" _�_ 3oint Locations =_ 1 0- 0- 0 6 0- 0- 0 2 7- s- 2 7 7- 5- 2 3 14- 8- 8 8 14- 8- B 4 21-11-14 9 21-11-34 S 29- 5- 0 3 0 29- 5- 0 CRITICAL MEMBER FORCES: TC COMP. OUR, / TENS. DUR. CSI 1-2 -1259 1.25 / 86 1.60 0.53 2-3 -1705 1.25 / 49 1.60 0,51 3-4 -1705 1.25 / 49 1.60 O,S1 4-S -1363 1.25 / 86 1.60 0.54 BC COMP. OUR. / TENS. WR. CSI 6-7 -284 1.60 / 292 1.60 0.25 7-8 -272 1.60 / 1292 1.25 0.36 8-9 -272 1.60 / 1392 1.25 0.49 9-10 -284 1.60 / 292 1.60 0.32 WB C011P. DUR. / TENS. WR. CSI 1-6 -1331 1.25 / 124 1.66 0.93 1-7 -111 1.60 / 1686 1.2S 0.69 2-7 -935 1.251// / 153 1.60 0.67 2-8 -73 1.60/ 554 1.25 0.22 3-8 -447 1.25/ 79 1.60 0.32 4-8 -71 1.60/ 420 1.25 0.17 4-9 -847 1.25/ 1S3 1.60 0.60 5-9 -111 1.6018251,2S 0.74 10 -1423 1.25 124 1.60 0.93 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Designed per ANSI/TPI 1-2007 Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 62S for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. End verticals are designed for axial loads only, unless noted otherwise. 20 psf Live Load applied to bottom chord in accordance with IBC/IRC code provisions. 6- 2 B1 'HUS26 W:308 R:1418 U:-95 Truss ID: ®Web bracing required at each location shown. Refer to SCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Fabrication Tolerance - 20.0% Kcr (creep factor) - 2.00 Refer to loint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the ASCE?-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Length = 89.42 ft, Bldg Width - 30.00 ft Mean roof height - 13.34 ft, mph, = 110 Occupancy Category II, Dead Load - 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 59 sqft Vertical members exposed to wind: 6- 1, 10- 5 VA 9 site 5X6 2.5X4 _ _ _ Q(6 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 0- 0- 0 29- 5- 0 Required bearing widths and bearing areas app/ when truss not supported in a hanger, UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -95 lb 2 -95 lb HORIZONTAL REACTIONS) support 1 -384 lb support 2 384 lb 4X6 5X6 5X6 2 2X4 X4 BUTTE COUNTY BUILDING DIVISION APPR 268 - Homewood /Tr,Auss AN !IW COMPANY 320N. Groat SW Pkwy. Grand Pralrio, TX 75050 TRUSPLUS 6.0 VER: T6.5.20 29-5-0 6 7 8 9 10 All co nectar plates are Alpine Wave 20 ga., unless preceded by'H' for High Strength 20 ga.,'S' for Super Strength 18 ga Plates are to be positioned per Joint Detail Reports. _ "*WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require mamma caro in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have property attached structural sheathing and bot ora cloud shall have a properly attached rigid telling. Locations shown for pa -anent lateral restraint of webs shag have bracing installed per SCSI sections 83. B7 or 810, as applicable. Apply plates to each face of truss and position asshown above and on the Joint Details report, unless noted otherwise. Alpine, a dMsion of ITW Building Components Group Inc., shag net be responsible for any deviation from this drawing, any (alum to build the truss In conformance with ANSIrrPI 1, or for handling, shipping. Installation & bracing of "was. A seal on this drawing or cover page listing this drawing, indicates acceptance o/professional engineering responsibility solely for the design shown. The suitability and use o/ this drawing for any structure is the responsibility o/ the Building Designer per ANSI/TPI T Sec.2 For more informmi- we this job's general notes page and these web sites: 6 2 HUS26 SES` T W:308 R:1567 U:-95 No. C 72160 ��jf 10/15/2015 Cust: Bryan Moore DIR: Drive M 0080615_L00007_100001 W0: Drive -M -0080615-L000 Dsanr: AW #LC = 54 WT/PLY: 22 TC Live 20.00 psf TC Snow(Pf) 0.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 8.00 psf LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.10 /.1.10 / 1.10 O.C.Spacing 2- 0- 0 Bldq Code: CRC -2013 IDEFL RATIO: L/240 TC: Job Name: New Residence BRG X -LOC REACT SIZE REQ 'D 1 0- 1-12 1488 HGR 1.59" 2 29- 3- 4 1628 IIGR 1.74" iBRG HANGER/CLIP NOTE 1HUS26 2 °HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span)': L/999 MEM 10-11 (LIVE) LC 50 L- -0.14" D= -0.14" T- -0.28" EX.WB DEF CRITERIA:L/120 IN MEM 11- 6; T= 0.26" __= Joint Locations - 1 0- 0- 0 7 0- 0- 0 1 3-10-12 8 7- 6- 0 3 11- 1- 4 9 14- 8- 8 4 18- 3-12 10 21-11- 0 5 25- 6- 4 11 29- 5- 0 6 29- 5- 0 CRITICAL MEMBER FORCES: TC COMP. DUR.))))/ TENS. ((OUR. CSI 2-3 -1079 (((1.1.2S)/ 178(1.60 0.39 3-4 -1488(1.25)/ 34(1.61 0.40 4-S -1152((1.25))/ 78 1.60 0.39 S-6 -111 1.60 / 120 1.60 0.28 BC COMP. DUR. / TENS. DUR. CSI 7-8 -338 1.60 / 650 1.25 0.34 8-9 -298 1.60 / 1400 1.25 0.40 9-10 -298 1.60 / 1437 1.25 0.53 10-11 -338 1.60 / 688 1.2S 0.49 WB COMP. DUR. / TENS. OUR. CSI 1-7 -78 1.25 / 24 1.60 0.34 2-7 -1488 1.25 / 134 1.60 0.51 2-8 -42 1.60 / 1012 1.25 0.41 3-8 -760 1.25 / 130 1.60 0.26 3-9 -32 1.60 / 207 1.25 0.08 4-9 -32 1.60 / 132 1.25 0.05 4-10 -673 1.25 / 130(1.60 0.23 S-10 -42 1.60 / 1097(1.25 0.45 5-11 -1S74 1.25 / 134(1.60) 0.54 6-11 -78 1.25 / 24(1.60) 0.34 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Str. WEB 2x4 DFL STANDARD 2x4 DFL #1 & Btr. 7-1, 11-6 Fabrication Tolerance - 20.0% Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category C Bldg Length = 89.42 ft, Bldg Width - 30.00 ft Mean roof height = 14.01 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 59 sgft Vertical members exposed to wind: 7- 1, 11- 6 8- 2 4X4 Truss ID: B4 ®Web bracing required at each location shown. Refer to SCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Designed per ANSI/TPI 1-2007 Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. End verticals are designed for axial loads only, unless noted otherwise. 20 psf Live Load applied to bottom chord in accordance with IBC/IRC code provisions. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 0- 0- 0 29- 5- 0 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : ' Support C&C Wind Non -Wind 1 -114 lb 2 -114 lb HORIZONTAL REACTIONS) support 1 461 111 support 2 -461 lb 5X6 4X4 5X6 4X6 5X6 QR e1 HUs26 5E`1T. TqN �c2 6 W:308 W:308 Jy 4% R:1488 R:1628 U:-114 U:-114 29-5-0 BUTTE COUNTY17 8 9 10 11 No. C 72160 BUILDING DIVISION APPROVED � CIVIL- ,P Q�OF CAUf�a All connector plates are Alpine Wave 20 ga., unless preceded by'H' for High Strength 20 ga., "S' for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. - 268 - Homewood Truss WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! "WARNING!" Cust: Bryan Moore DIR: Drive M 0080615_1-00007_300001 (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -M -0080615-L000 TI -11 require e�drema caro in fabricating, handling, shipping, iimellmo and brecing. Rotor to and follow me latest edition of BCSI (Building Component by TPI WTCA) for safety prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless DS r • AW g #LC = 54 WT/PLY : 2524 \1\v Salmy Information. and Practices noted otherwise, lop chord shall have property attached structural sheaUring and bottom chord shag have a propedy attached rigid ceiling. Locations shown TC Live 20.00 psf L i veDu r L=1.25 P=1.25 r� for partnas webs have report. Installed per BCSI B3, B7 or 870, as applicable. Apply plates to each lace of W ss end TC SnDW (Pf) 0.00 psf SnowDu r L=1.1S P=1.15 O �^ iseUons intshelf position as shown above antl on the Joint Details report. unless weed otherwise. shown above and n Alpine, r division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any fahure to build the truss In TC Dead 14.00 psf Rep Mbr Brill / Comp / Tens AN ITW COMPANY conformance with ANSI7TPI i, or for handling, shipping, Insinuation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance ofprofessional engineering responsibility Building BC Live ve Dead psf s f 8.00 1.10 / 1.10 / 1.10 0. C. Spaci ng 2- 0- 0 2820 N. Groat SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the BC psf' Designer per ANSIITPl1 Sec.2 VER T6.5.20 For more Information see this job's general notes page and these web silos: Bldg Code: CRC -2013 DEFL RATIO' L/240 TC' L/24 TRUSPLUS 6.0 • ALPINE: TPI: www te'nel.om: WTCA: Mom stxind - ICC: Job Name: New Residence BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 1413 HGR 1.S1" BC 2x4 DFL #1 & Btr. 2 29- 3- 4 1570 HCR 1.67" WEB 2x4 DFL STANDARD BRC HANGER/CLIP NOTE 2x4 DFL #1 & Btr. 12-7 1 HUS26 Fabrication Tolerance - 20.0% 2 °HUS26 Kcr (creep factor) = 2.00 Support Connection(s)/Hanger(s) are Refer to 3oint QC Detail Sheets for not designed for horizontal loads. Cq factors and Rotational Tolerances. SEE SIMPSON CATALOG Loaded for 10 PSF non -concurrent BCLL. FOR ADDITIONAL INSTALLATION NOTES Drainage shall be provided to avoid ponding. MAX DEFLECTION (span) : Continuous lateral restraint attached to L/999 MEM 11-12 (LIVE) LC 42 flat TC as indicated. Lumber shall be L- -0.14" D- -0.13" T- -0.26" structural grade. Brace 0 24" D.C. unless EX.WB DEF CRITERIA:L/120 noted. IN MEM 12- 7; T= 0.48" 20 psf Live Load applied to bottom chord in --- Joint Locations =___= accordance.with IBC/IRC code provisions. 1 0-0 0 7 29- 5- 0 2 4- 1- 4 8 0- 0- 0 "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require etdreme caro in fabricating, handling, shipping, installing and bracing. Refer to and follow me latest edition of BCSI (Building Component Safely Information. by TPI and WTCA) for safety practices prior to pedanning those functions. Installers shall provide temporary bracing per BCSI. Unless noted o0terwise, top chord shall have property attached structural sheathing and bottom chord shag have a properly attached rigid ceiling. Locations shown 3 7-11-14 9 7-11-14 4 11- 6- 2 10 15- 0- 7 TC Live 20.00 psf S 18- 6-11 11 22- 0-15 6 25- 7- 4 12 29- 5- 0ICAL f� v itl MEMBER FORCES: TC COMP. DUR. / TENS. WR. CSI TC SnOW (Pf) 0.00 psf 1-2 -136 1.60 / 153 1.60 0.14 position as shown above and on gin Co po Details report, unless noted otherwise. Alpine, s division of ITN Building Components Group Inc., shall not be responsible for any deviation from gds drawing, any failure to build the (mss N 2-3 3-4 -1169 1.25 / 107 1.60 0.13 -912 1.25 / 104 1.60 0.26 AN lTW COMPANY 4-S -1167 1.25 / 118 1.60 0.40 1.10 / 1.10 / 1.10 0. C. Spaci ng 2- 0- 0 S-6 6-7 -918 1.25 / 123 1:6 0.40 -129 1.60 / 140 1.60 0.26 BC Dead psf BC COMP. DUR. / TENS. WR. CSI Designer per ANSI/iPl T Sec.2 For more informationweOtis job's general notes page and these web sites: 8-9 -400 1.60 / 721 1.25 0.38 • TRUSPLUS 6.0 VER T6.5.20 9-10 -301(((1.60 / 1121. 1.25 0.37 10-11 11-1.2 -238(1.60 / 1142 1.25 0.47 -175(1.60 / 549 1.25 0.46 WB COMP. OUR. / TENS. DUR. CSI 1-8 2-8 -154 1.60 / 80 1.60 0.29 -1421 1.25 / 90 1.60 0.93 2-9 -17 1.fi0 / 17411:2251 0.15 3-9 4-9 -12 1.60 / 409 1 0.17 7 1.60 0.24 -556 1.25 / '7":' 4-10 -38 1.60 / 126 1.25 0.06 5-10 5-11 -50 1.60 / 141 1.2S 0.09 -616 1.25 / 129 1.60 0.27 6-11 -45 1.603/ 1018 1.25 0.41 6-12 7-12 -1461 1.253/ 122 1.60 0.64 -79 1.25 / 30 1.60 0.48 11.5Xr 9-1-9 1 4-2-10 1 Truss ID: B5 ®Web bracing required at each location shown. Refer to SCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Designed per ANSI/TPI 1-2007 Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 62S for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only, unless noted otherwise. $-1-7 1 2 4 5 6 7 8.00 21-2-8 4X6 B11 06 W:308 R:1413 U:-53 29-5-0 IF 9 10 11 12 All connector plates are Alpine Wave 20 ga., unless preceded by -H- for High Strength 20 ga., -S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Reports. Thisdesign based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 8- 1- 7 29- 5- 0 Required bearing widths and bearing areas aPp1y when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -53 lb 2 -114 lb HORIZONTAL REACTIONS) support 1 539 lb support 2 539 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location - Not End Zone Exp Category = C Bldg Length 89.42 ft, Bldg Width - 30.00 ft Mean roof height = 14.82 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area - 59 sqft Vertical members exposed to wind: 8- 1, 12- 7 B2 'HUS26 W:308 R:1570 U: 114 BUTTE COUNTY BUILDING DIVISION Ar"'/ROVED T. J� No. C 72160 qTFCIVI OF CA1SF 10/15/2015 268 - Homewood Truss (CA) "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require etdreme caro in fabricating, handling, shipping, installing and bracing. Refer to and follow me latest edition of BCSI (Building Component Safely Information. by TPI and WTCA) for safety practices prior to pedanning those functions. Installers shall provide temporary bracing per BCSI. Unless noted o0terwise, top chord shall have property attached structural sheathing and bottom chord shag have a properly attached rigid ceiling. Locations shown Gust: Bryan Moore DIR: Drive M 0080615_1.00007_100001 WO • Dri ve_ML0080615_L000 Ds n r • AW #LC = 46 WT/PLY: 276 9 TC Live 20.00 psf Li veDu r L=1.25 P=1.25 f� v itl for permanent lateral restraint of webs shag have bracing Installed per BCSI sections B3.67 or 81g, as applicable. Apply plates to each lace of truss Holl TC SnOW (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 �� position as shown above and on gin Co po Details report, unless noted otherwise. Alpine, s division of ITN Building Components Group Inc., shall not be responsible for any deviation from gds drawing, any failure to build the (mss N TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN lTW COMPANY conformance with ANSIrrPI 1. or for handling, shipping, Installation & bmdng of wase.. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 8.00 1.10 / 1.10 / 1.10 0. C. Spaci ng 2- 0- 0 2820 N. Groat SWPkwy. Grand Praido, TX 73030 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead psf Designer per ANSI/iPl T Sec.2 For more informationweOtis job's general notes page and these web sites: Bldg Code: CRC -2013 DEFL RATIO: 1./240 TC: 1./24 01 • TRUSPLUS 6.0 VER T6.5.20 ALPINE: wv:.v aloineihv.tom: TPI: www MinM oro: WTCA: ••-•--.�r� ICC: wti..�S,L aha Job Name: New Residence BRIG X -LOC REACT SIZE REQ'D 1 0- 1-12 1642 IIGR 1.75" 2 29- 3- 4 1694 HGR 1.81" ERG HANGER/CLIP NOTE 1 HUS26 2 "HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC 42 L- -0.23" D- -0.20" T- -0.43" EX.WB DEF CRITERIA:L/120 IN MEM 12- 7; T- 0.60" Joint Locations - =10- 0- 0 7 29- S- 0 2 6- 0- 0 8 0- 0- 0 3 10- 2- 8 9 6- 0- 0 4 14- 6- 0 10 14- 6- 0 S 21- 3- 0 11 21- 3- 0 6 27- 2- 8 12 29- S- 0 CRITICAL MEMBER FORCES: TC CO"'. OUR. / TENS. 11.6001 OUR.CSI1-2 -1333(((<<<1.25 / 671.61 0.42-3 -1339(1.25 / 1771.60 0.26 3-4 -1219 (S{(1.25 / 1551.600.244-5 -989 1.25 / 1641.600.34 6-7 -205 1.60 . 216 0.05 Bc COMP. OUR. / TENS. OUR. CSI 9-10 -340 1.60 % ]020 1:21 0.51 10-11 -294((((1.60 / 1215 1.25)) 0.59 11-12 -196(1.60 / 424 1.60) 0.49 W8 COMP. (((OUR. / TENS. DDR, CSI 1-8 -1575(1.25 / 82 1.60 0.51 1-9 -47(((51.60 / 1254 1.25 0.51 2-9 -405 1.25 / 163 1.60 0.44 3-9 -143 1.60 / 186 1.60 0.32 3-10 -49 1.60 / 473 1.25 0.19 q-10 -159 1.25 / 116 1.60 0.08 4-11 -428 1.25 / 105 1.60 0.30 5-11 -474 1.25 / 79 1.60) 0.24 6-11 -102 1.60 / 1420 1.25))) 0.58 6-12 -1462 1.25 / 242 1.60 0.75 7-12 -156 1.60 / 118 1.60 0.56 268-/HHoommeewwo\ood Trus s fi � TY AN ITW COMPANY 2020 N. Great SW Ph -y. Grand Praldo, TX 75050 TRUSPLUS 6.0 VER: T6.5.20 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD 2x4 DFL #1 & Btr. 12-7 Fabrication Tolerance - 20.0% Kcr (creep factor) - 2.00 Refer to Joint QC Detail Sheets for. Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid ponding. Continuous lateral restraint attached to flat TC as indicated. Lumber shall be structural grade. Brace 0 24" o.c. unless noted. 20 psf Live Load applied to bottom chord in accordance with IBC/IRC code provisions. 10- 1-9 4X6 T 4-2-10 1 Truss ID: 136 Web bracing required at ® each location shown. Refer to BCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Designed per ANSI/TPI 1-2007 Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 62S for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only, unless noted otherwise. 10-1-7 j1 2 3 8.0017-0-0 r 2X4 *HUS26 W:308 R:1642 U:-62 29-5-0 18 9 10 11 12 plates are Alpine Wave 20 ga., unless preceded by 'H" for High Strength 20 ga., "S' for Super a. Plates are to be positioned per Joint Detail Reports. 5X4 9-6-10 "WARNING!*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require oAmme caro in fabricating, handling, shipping, installing and bracing. Refer to and foil w the latest edition of SCSI (Building Component Setety Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shah provide temporary bracing per BCSI. Unless noted otherwise, top chord shah have property attached structural sheathing and bottom chord Wtag have a property attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections B3, 07 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report. unless noted otherwise. Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any (alum to build the truss In conformance with ANSI/TPI 1, or for handling, shipping. Instaflatl n & bracing of trusses. ty A seal on this drawing or cover page listing this drawing, Indicates acceptance ofprofesslonal engineering responsib11 i solely for the design shown. The suitability and use or this drawing for any structure is the responsibility of the Building Designer per ANSUTPl1 Sec.2 _ For more Information see this job's general notes page and these web situs: ALPINE:•www atoineinv.com: TPI: wwwto'nst om WTCA: wwwstBlodualot= ICC:v:::w�, Le fro This design based on chord bracing applied per the followingschedule: max D.c. from to TC 24.00" 10- 1- 7 27- 2- 8 Required bearing widths and bearing areas U when truss not supported in a hanger. UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -62 lb 2 -130 lb HORIZONTAL REACTION(S) support. 1 571 lb support 2 S71 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location Not'End Zone Exp Category C Bldg Length = 89.42 ft, Bldg Width = 30.00 ft Mean roof height = 15.48 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 59 sgft Vertical members exposed to wind: 8- 1, 12- 7 B2 'HUS26 W:308 R:1694 U:-130 BUTTE COUNTY BUILDING DIVISION APPROVE® T No. C 72160 it CIV14 �P R OF CAUV: 10/15/2015 Cust: Bryan Moore DIR: DriveJ4 0080615-L00007-700001 WO: Drive -14-0080615_11-000 Dsgnr: AW #LC = 46 WT/PLY: 25 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/2 Job Name: New Residence Truss ID: B7 Qty: 4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied BRG X -LOC REACT SIZE REQ'D 1641 HGR 1.75" TC 2x4 BC 2x4 DFL #1 & Btr. ® Refer to BCSI for proper required lateral per the following schedule: from to 1 0- 1-12 2 29- 3-4 1677 HLR 1.79" WEB 2x4 DFL STANDARD restraint. For alternative web bracing, max o.c. 10- 0- 0 27- TC 4.bearing 5- 0 BRG HANGER/CLIP NOTE -HUS26 2x4 DFL #1 & Btr. 13-7 see ITWBCG's standard details. Designed per ANSI/TPI 1-2007 . widths Required bearing widths and bearing areas 1 "HUS26 Fabrication Tolerance - 20.0% 2.00 Bearings designed for an FcPerp value of the applyy when truss not supported in a hanger. 2 Support Connections)/Hanger(s) are Kcr (creep factor) - Rrfpr In hint QC Detail Sheets for lesser of the truss chord lumber value or U IFF REACTION(S) : Support : C&- Wind Non -Wind DS n r • AW 9 not designed for horizontal loads. designed Cq factors and Rotational Tolerances. 625 for all bearings. are based on 1 -63 lb 20.00 psf SEE CATALOG FOR ADDITIONAL INSTALLATION NOTES Loaded for 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid ponding. IRC/IBC truss plate values testing and approval as required by IBC 1703 2 -130 lb REACTIONS) for permas sho ateral ry webs shad nava rg installed par BCSI sections B3, 87 or 810, as applicable. Apply pales to each face of truss and I"p, BCSIsse. "he-report,unless MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. and ANSI/TPI and are reported in ESR -1118. designed for axial loads HORIZONTAL support 1 572 lb C] L/999 MEM 10-11 (LIVE) LC 42 This truss is designed using the End verticals are support 2 572 lb 14.00 psf L- -0.21" D= -0.20" T= -0.41" DEF CRITERIA:L/120 ASCE7-10 Wind Specification only, unless noted otherwise. 20 Live Load applied to bottom chord in BC Live Dead 0.00 psf 8.00 EX.WB IN MEM 13- 7; T= 0.60" Bldg Enclosed - Yes, Truss Location = Not End Zone psf accordance with IBC/IRC code provisions. BC psf __ joint Locations --- -i Exp Category - C Designer per ANSUTPl 1 Sec.2 o- o- 0 8 0- 0- 0 Bldg Length 89.42 ft, Bldg Width = 30.00 ft For more info mat on see his lob's general noloe pogo end [hose web silos: ktsnle Bldg Code' CRC -2013 2 S- o- 0 9 5- 0- o 3 9- 6- 0 30 9- 6- 0 Mean roof height = 15.28 ft, mph = 110 ALDINfi: www alo'noitw.cam: TPI: www.[oincLoro: WTCA: www coc'nduz[rv.om: ICC: www ern 4 1s- 0- 0 11 18- 8- a Occupancy Category II, Dead Load 13.2 psf 5 22- 5- 0 12 27-11- o Designed as Main Wind Force Resisting System 6 27-11- 0 13 29- 5- o - Low-rise and Components and Cladding 7 29- 5- 0 CRITICAL NEWER FORCES: Tributary Area - 59 sqft Vertical members exposed to wind: 8- 1, 13- 7 Tc COMP. DUR. / TENS. DUR.) CSI 1-2 -1202 1.25 / 57 1.60) 0.22 2-3 -1367 1.25 / 145 1.60 0.20 3-4 -1062 1.25 / 138 1.60 0.35 4-5 -1122 1.25 / 149 1.60 0.38 5-6 -248 1.25 / 168 1:6 0.35 6-7 -311 1.25 / 186 1.60 0.04 BC COMP. ((DUR. / TENS. ((DUR.) CSI 9 6-0 11 18-5-0 '-6-0 F3 5 6 7 8-9 -504(1.603/ 268(1.60) 0.12 9-10 -409 T./ 95315((1.25))) 0.42 10-11 -298 1.60 / 1199 1.25 0.72 2 81 00 4 -6 0 11-12 -233 1.61 / 871 1.25 0.68 12-13 -235 1.60 / 428 1.60) 0.29 WB COMP. DUR.)/ TENS. OUR. CSI 4X4 2. X4 3 4 4X4 4X8 1-8 -1561 1.25)/ 84.603 0.51 1-9 .57 1.60))/ 12271.25)))) 0.50 Ill 2-9 -619 1.25 / 791.60 0.56 2-10 -90 1.60)/ 2021.25 0.11 3-10 -15 1.60)/ 422.25 0.17 4-10 -29S 1.25 / 87 1.60 0.18 2.5X4 4-11 -212 1.25 / 143 1.60 0.15 A A S-11 -45 1.60 / 739 1.25 0.30 5-12 -1334 1.25 / 13) 1.60 0.82 6-12 -101 1.25 / 128 1.60 0.05 7-12 -163 1.60 / 1633 1.15 0.66 7-13 -1811 1.25 / 99 1.60 o.98 10- -10 1 4X6 94-110 2X4 ZX4 B2Bi *S2 Q�-- HU08 _T W 308 6 W37yc,� R A 641 U:-1 30 J U:-63 29-5-0 g 0 11 iLR No. C 72160 BUTTE COUNTY BUILDING DIVISION CIV 11- �P "9�0F APPROVED CAL1FO�ea All connector plates are Alpine Wave 20 ga., unless preceded by "H' for High Strength 20 ga.,'S" for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. 268 - Homewood Tr 55 WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! ""'WARNING!""' Cust: Bryan Moore DIR: Dri Ve .M 0080615-L00007-]00001 ICU) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. WO: Drive -M -0080615-L000 1,011 in fabricating, handling, shipping, installing and bracing. Refer to end follow tho latest edition o1 BCSI (Building Component Trusses require 11 Salary Information. by TPI and WTCA) for safety practices prior to performing these functions. Installers sled provide temporary bracing par BCS). Unless DS n r • AW 9 #LC = 46 Vi/PLY' 303 noted oderwise, top chord Neo have property attached structural sheathing and bottom chord shad have a property attached rigid ceding. Locations shown TC Live 20.00 psf L i veDu r L=1. 2 5 P=1. 25 ie for permas sho ateral ry webs shad nava rg installed par BCSI sections B3, 87 or 810, as applicable. Apply pales to each face of truss and I"p, BCSIsse. "he-report,unless TC SOow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ��� C] �\\J J n repo noted and on asshownaboveandonNeJoint Alpine, a division of ITW Budding Components Group Inc.. shad not be responsible to any deviation from [hits drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSIITPI 1, or lox handling. shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live Dead 0.00 psf 8.00 1.10 / 1.10 / 1.10 0. C. Spaci ng 2- 0- 0 2820 N. Great SW Pkwy. Grand Praldo, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC psf Designer per ANSUTPl 1 Sec.2 TRUSPLUS 6.0 VER' T6.5.20 For more info mat on see his lob's general noloe pogo end [hose web silos: ktsnle Bldg Code' CRC -2013 DEFL RATIO: L/240 TC: L 24 • ALDINfi: www alo'noitw.cam: TPI: www.[oincLoro: WTCA: www coc'nduz[rv.om: ICC: www ern Job Name: New Residence Truss ID: B8 Qty: 3 BRC X-LOC REACT SIZE REM,, TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. lateral This design based on chord bracing applied per the following schedule: 1 5- 7-12 2421 5.50" 2.58" BC 2x4 DFL #1 & Btr. ® Refer to BCSI for proper required For alternative web bracing, max o.0" from to 2 34-11-12 1616 HGR 1.72" WEB 2x4 DFL STANDARD restraint. ITWBCG's standard details. TC 15- 3- 8 33- 8- 8 BRG HANGER/CLIP NOTE *HUS26 "[PM]-PLATE MONITOR USED-See Joint Report- see 20.0% Designed per ANSI/TPI 1-2007 widths Required bearing widths and bearing areas bearing 2 Support Connections)/Hanger(s) are Fabrication Tolerance - Kcr (creep factor) = 2.00 Bearings designed for an FcPerp value of the apply when truss not supported in a hanger. REACTION(S) not designed for horizontal loads. Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or UPLIFT : Support C&C6wind Non-wind SEE SIMPSON CAt'ALOG FOR ADDITIONAL INSTALLATION NOTES Cq factors and Rotational Tolerances. 625 for all bearings. Loaded for 10 PSF non-concurrent BCLL. IRC/IBC truss plate values are based on lb lb MAX DEFLECTION (span) : LC 44 Drainage shall be provided to avoid ponding. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR-1118. 2 -79 HORIZONTAL REACTIONS) L/999 MEM 13-14 (LIVE) D- T= PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads support 1 291 lb L- -0.21" -0.21" -0.42" MAX DEFLECTION (cant) : Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! only, unless noted otherwise. support 2 291 lb L/999 MEM 1-2 (LIVE) LC 49 Left Overhang Soffit loading 5.0 psf This truss is designed using the L- -0.06" D= -0.07" T= -0.12" 20 psf Live Load applied to bottom chord in ASCE7-10 Wind Specification Joint Locations � accordance with IBC/IRC code provisions. Bldg Enclosed - Yes, Not End Zone 1 0- 0- 0 9 0- 0- 0 2 S- 6- 0 10 s- 6- 0 Truss Location - Exp Category C ' 3 1O- 9- a 11 10- 9- a - Bldg Length 89.42 ft, Bldg Width = 30.00 ft 4 1s- 3- 8 12 15- 3- 8 S 20- 9- 8 13 24- 6- 0 Mean roof height = 15.28 ft, mph = 110 6 za- i- a 14 33- a- a Occupancy Category II, Dead Load 13.2 psf 7 33- 8- 8 15 3S- z- a Designed as Main Wind Force Resisting System 35 - Low-rise and Components and Cladding CR8 ITICAL2ME8 FORCES: TC COMP. (OUR. / TENS.(DUR.) CSI Tributary Area = 70 Soft 1.25 0.13 OL- 1 0 1.60 / 6511.60 1-2 -186 1.60 / 7571.25 0.37 2-3 -952 1.25 / 631.60 0.27 3-4 -1207 1.25 / 1031.60 0.18 4-5 -933 1.25 / 1111.60 0.35 5-6 -1046 1.25 / 691.60 0.38 6-7 -226 1.25 / 361.60 0.35 7-8 -282 1.25 / 27 0.04 18-5-0 1-6- 6-9-30 BC COMP. OUR. / TENS. WR. CSI ! 15-3-8 2 3 4 5 6 78 9 -10-532 1.25 / 232 1.603 0.24 10-11 -578 1.25 / 233 1.60 0.19 11-12 -134 1.60 / 730 1.25 0.39 1 8.00 _8.D 12-13 -68 1.60 / 1101 1.25 0.71 13-14 -41 1.60 / 817 1.25 0.68 �'ry' y� B U 1 1 E CO U N a` 14-15 -264(1.60 / 291(1.60 0.28 5X4 3X4 X4 COM 1E1&6Illt CSI g.5, 4X 6X6 BUILDING Dllfl ,��,J 100, 11UZS))� 2W10 (( )) 1.60) 3-11 -807 1.75)% 1575(1.25) 0.64 ((160)) 0.74 3-12 -48(1.60)/ 386 1.6S 0.16 6X6 APPROVED 4-12 / 331 1.2S 0.13 5-12 -363(1.25)/ 49 1.60 0.22 5-13 -251(1.25)/ 89 1.60 0.1S 6-13 / 675 1.25 0.27 6-14 -126fi 1.25 / 79 1.60 0.78 10- -11 5X6 9-6-11 11-6 9 7-14-uol.zs/ sz 1.60 o.os SHIP 8-14 30 1.60 / 1583 1.25 0.64 8-15 -17 S3 1.25 / 48 1.60 0.71 2.5X4 x i 0-4-5 2X4 3X8 5X6 3X4 5X10 2X4 OMSSiOF� W:508 HUS26 5_5_0 1 W:508 5 0 T. rqq, F U 266 R:1616 y Jy5 U:-79 35-2-8 r 19 10 11 12 13 14 NO. C 72160 CIV41- �P All connector plates are Alpine Wave 20 ga., unless preceded by *H" for High Strength 20 ga., "S' for Super =Detail 10/15/201 5 . Strength 18 ga. Plates are to be positioned Detail Reports.' **WARNINGI** READ AND F FOLLOW ALL NOTES ON THIS DRAWINGI CUst: Bryan Moore 268 - Homewood Truss DIR: Dri veML0080615-L00007_300001 (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. WD: Drl Vel"!-DD8g615_LDDD /\ Trusses roquira oxlremo caro in labricattng, handling, shipping, installing and bracing. Reler to and 1,,- ma Ialosl edition of 11CSI (Building Component Dsgnr: AW #LC = 49 WT/PLY: 33C ..rely Information, by TPI and WTCA) for wfirly practices prior to performing thew functions. Installers shag provide temporary bracing per BCSL Unless noted o0o 1w, lop ct-d shell have property attached structural sheathing and boltom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 r� ri ler permanent Ian of webs shag have Installed per SCSI sectbns B3, B7 or etg, as applicable. Apply pates to each face of tmss and TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ��� (] II(Jlt�\\Vv111 repobracing pasmon as shown ahweand on mo 3um10etaga report. unless noted omerMrise. home and Alpine, a division of ITW Building Components Group Inc., shag not be responsible for my deviation from this drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mb r Brill / Comp / Tens AN ITW COMPANY conformance wIlh ANSIITPI 1, or lar handling, shipping• installation & bmcing of trusses. A this drawing or cover page listing this drawing, Indicates acceptance o/professlone engineering responsibility BC Live V e 0.00 psf p 1.10 / 1.10 /-1.10 2820 N. Groat SIN Pkwy. Grand Vrairle 7x75050 seal on solely for the design shown. The suitability and use of this drawing for any structure is the responsibility o/ the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI I Sec.2 TRUSPLUS G.0 VER: T6.5.20 For moreinforma[tonsoathislob'sgerorelnotespageandlnosewebsilos: ICC: k02fe orn Bldg Code: CRC-2013 DEFL RATIO• L/240 TC' L/24 • ALPINE: , alo'ne'iw.eom: TPI: www lo'nsl orn= WTCA bmay sbc'Mushv om: www Job Name: New Residence Truss ID: C1 Qty: 6 1 BRC X -LOC REACT SIZE REQ'D 1 0- 2-12 1722 5.50 1.84" 2 31- 5- 4 1848 S.SO" 1.97" MAX DEFLECTION (span) : L/999 MEM 10-11 (LIVE) LC 40 L= -0.20" D= -0.22" T= -0.42" __ Joint Locations 1 0- 0- 0 7 31- 8�0 2 5- 7- 0 8 0- 0- o 3 11- 0- 0 9 7- 7- 0 4 15-10- 0 10 1S-10- 0 S 20- 8- 0 11 24- 1- 0 6 26- 1- 0 12 31- 8- 0 CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. WR. CSI 1-2 -2574 1.25 / 71 1.60 0.26 2-3 -2402 1.25 / 130 1.60 0.22 3-4 -1675 1.25 / 159 1.60 0.20 4-S -1674 1.25 / 158 1.60 0.20 5-6 -2403 1.25 / 1x5 1.60 0.22 6-7 -2574 1.25 / 66 1.60 0.26 BC COMP. (OUR.)/ TENS.11.2S) OUR CSI 8-9 / 20551.25 0.48 9-10 / 16611.25 0.61' 10-11 / 165fi1,2S 0.61 11-12 / 2056 0,46 WB COMP. DUR. / TENS. ((DUR. CSI 2-9 -290 1,253/ 122(1.603 0.09 3-9 -41 1.60)3)/ 613 1.25 0.25 3-10 -629 1.25 / 109 1.60 0.23 4-10 -95 1.60 / 1442 1,2S 0.59 5-10 -628 1.25)/ 109(1.60) 0.23 6-i1 -293 124 .25)% 105(1.60) 0.09 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Designed per ANSI/TPI 1-2007 Bearingsdesigned for an FcPerp value of the lesser 0f the truss chord lumber value or 62S for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. 20 psf Live Load applied to bottom chord in accordance with IBC/IRC code provisions. 10-11-0 4X8 x 0-4-5 ®Web bracing required at each location shown Refer to SCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Fabrication Tolerance - 20.0% Kcr (creep factor) - 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. 15-10-0 15-10-0 1 2 3 4 5 6 7t 8.00 8.00 B1 W:508 R:1722 U:-26 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -26 lb 2 -66 lb HORIZONTAL REACTION(S) support 1 -281 lb support 2 -281 lb This truss is designed using the ASCE,-10 Wind Specification Bldg Enclosed = Yes, Truss Location Not End Zone Exp Category ='C Bldg Length - 89.42 ft, Bldg Width 30.00 ft Mean roof height - 15.46 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System. - Low-rise and Components and Cladding Tributary Area = 63 sqft 11-10-14 SHIP x 0-4-5 132 W:508 R:1848 U:-66 T. 31-8-0 No. C 72160 8 9 10 11 12 BUTTE COUNTY ,s> CIVIC �P �rFOFCAUf BUggggI����LggqqDING DIVISIO�� All connector plates are Alpine Wave 20 ga., unless preceded by f$,MI h.Sire�hv�2�0 g'p S'Jor site' 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint DeRepo A rAj r dsr 268 - Homewood Truss "WARNING1" READ AND FOLLOW ALL NOTES ON THIS DRAWINGi Cust: Bryan Moore DIR: Dri ve.ML0080615_L00007_]00001 (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve�L0080615_L000 /\ Trusses require ealremo caro in fabricating, handling, shipping, installing and bracing. Refer to and hollow mo lalast etlition of BCSI (Budding Component Dsgnr: AW #LC = 42 WT/PLY: 222 Safetylnfoli ation,byTPlandWTCA)farsafetypracticesprimtoperformingthewfunctions. Installers shag provide temporary bracing per SCSI. Unless TC Live 20.00 psf P Li veDu r L=1.25 P=1.25 noted omenvise, lop chord shag have property attached structural sheathing and bell= chord shag have a property attached rigid ceiling. Locations shown rr for permanent /alarm restraint of webs shag have report. Installed Dor SCSI sections B3, B7 or 870, as applicable. Apply .otos lesson lace of truss and TC SN OW ( Pf) D U0' psf SnowDu r L=1.15 P=1.1 S ���r� [] I �� � I`v'f ILII �V position es shown above and on the Jainl Details report, unless rated omerwise. Alpine, a division of ITW Budding Components Group Inc., shag list be responsible for any deviation from Oils drawing, any fa9ure to build the truss N . TC Dead 14.06 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY conformance with ANSUIPI I. or for handling, shipping, Installation 8 bracing of busses. A seat on this drawing or cover page listing this drawling, indicates acceptance of professlonal engineering responsiblilty BC L 1 V e 0.00 psf P 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Praide, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf. 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec-2 • TRUSPLUS 6.0 VER: T6.$.20 For mor*information pee this job's general miss page and these web silos: ALPINE: wvnv.mnineitw.com: TPI: www loinslidg; WTCA: v:::.v +c'nduslrv.ors: ICC: www�Old Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L/24 Job Name: New Residence Truss ID: C2' Qty: 3 BRG X-LOC REACT SIZE REQ 'D TC 2x6 DFL #2 Web bracing required at each locationshown. Building Designer shall provide adequate hearing area and anchorage. 1 0- 2-12 11327 5.50 4.03" 2x4 DFL #1 & Btr. 6-7 ® Refer to BCSI for proper required lateral For web bracing, ...........BEARING AREA REQUIRED........... 2 17-11-12 29395 3.50" 10.45" BC 2x8 DFL #2 restraint. alternative ITWBCG's standard details. ID Brig Size Min Size -or- Min Area 3 31- 5- 4 4642 5.50" 1.65" MAX DEFLECTION (span) : WEB 2x4 DFL #1 & Btr. 2x4 DFL STANDARD 2-10, 12-5 see Designed per ANSI/TPI 1-2007 2 0- 3- 8 0-30- 7 47.Osgin HORIZONTAL REACTIONS) L/999 MEM 9-10 (LIVE) LC 38 13-6 4-12 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the support 1 1000 lb L= -0.11" D= -0.23" T= -0.34" 2x6 DFL #2 lesser of the truss chord lumber value or support 2 1000 lb ..-. /mint Locations -T-- 1 D- a- 0 9 5- 7- o Kcr (creep factor) - 2.00 Refer to Joint QC Detail Sheets for 625 for all bearings. based support 3 1000 lb This truss is designed using the 2 5- 7- 0 10 11- 0- o 3 11- o- 0 11 13- e- a Cq factors and Rotational Tolerances. IRC/IBC truss plate values are on and approval as required by IBC 1703 AS E7-10 Wind Specification 4 15-10- 0 12 17-11-12 Loaded for 10 PSF non-concurrent BCLL. testing and ANSI/TPI and are reported in ESR-1118. Bldg Enclosed = Yes, 5 20- 8- 0 13 20 e- o Mark all interior bearing locations. Install interior support(s) before erection. Truss Location Not End Zone 6 25- 6- 8 14 25- 6- 8 7 31- 8- 0 15 31- 8- 0 + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and Permanent bracing is required to Exp Category = C Bldg Length = 89.42 ft, Bldg Width = 30.00 ft CRITICALOMEMBER FORCES: point loads converted to PLF loads only. prevent rotation/toppling. See 1. Mean roof height - ft, mph - 110 CST TC COMP. (DUR. / TENS.(DUR.) CSI Concentrated loads shall be distributed to SCSI and ANSI/TPI PLATING BASED ON GREEN LUMBER VALUES. Occupancy Category II, Dead Load = 13.2 psf I, De 1-2-13954(1.z53/ each ply equally. Multi-ply with hangers are + + + + + + + + + + + + + + + Designed as Main Wind Force Resisting System 2-3 -6)03((1.25))/ 0.11 3-4 -1998 1.25 / 1109(1.25 D.15 based on hanger nails using 3.0" Itmin. + + + + + + + Designed for 1.0 K lbs drag load applied - Low-rise 4-5 / 6208(1.25) 0.44 0.32 into the carryin member. g If shown, use adds ti 011-11 fasteners for point If in either direction to the top Tributary Area = 1040 sqft CASE #1 DESIGN LOADS ---------------- s-6 / 3081(1.25) 6-7 -5201(1.25)/ 0.26 load's from the back plys, distributed symm. chord panel points, with dead + 0 % live I. ----------LOAD Dir L.Plf L.Loc R.PIf R.Loc LL/TL CSI in the chords, within 12" of hanger flange. loads using load duration - 1.0 K lbs at each TC Vert 68.00 0- 0- 0 68.00 31- 8- 0 0.59 Bc ca4P. (DUR.)/ TENS. (DUR. 8-9 / 11713(Off 1.00 IF 2.S" GUN NAILS ARE USED, ANY NAIL CLUSTER Horizontal reaction Connection by others. TC Vert 84.00 31- 8- 0 84.00 33- 2- 0 0.48 9-10 / 11557(1.25 0.99 AMOUNTS SHOWN shall BE INSTALLED FROM THE bearing individually. + + + BC Vert 1407.62 0- 0- 0 1407.62 2S- 0- 0 0.47 10-11 / 4659(1.25 0.46 11-L2 -2112(1.25)/ 0.65 FRONT AND BACK FACE EQUALLY(TOTAL NAILS AMOUNT SHOWN), 3 PLY OR LESS. + + + + + + + + + + + + + + + + + + + 3-PLYI Nail w/10d COMMON, stag$ered(per NDS) BC Vert 585.62 25- 0- 0 585.62 31- 8- 0 0.46 12-13 -2592(1.25)/ 0.71 DOUBLE THE in: TC- 3 BC- 5 WEBS- 2 PER FOOT!"" .Type... lbs X.Loc LL/TL Fastener 13-14 / 3992(1.25) 0.62 tori = tori NAILS, SDS = Simpson SDS screws Nail in layers or from each face. Y TC Vert 0.0 31- 5- 4 1.00 14-15 / 4300(1.25) 0.52 or equivalent substitute. (.) = Special Connection Req. (by others) Cluster screws, if shown, are 4.5" long. BC Vert 2442.0 25- 5- 8 0.48 WBCOMP. (OUR.)/ TENS. (DUR.) CSI 2-9 / 8212(1.25) 0.35 NAIL pattern shown is based on: Web 4-12 requires 4/FT nailing. Full height blocking reinforcement required 2-10 -7996(1.25)/ 0.74 tori BOX - 0.128" dia. x 3.0" tong nail 10d COMMON = 0.148" dia. x 3.0" long nail to prevent buckling of members over Brg 2. 3-10 / 10265(1.25) 0.43 3-11 -8675(1.25)/ 0.79 16d BOX = 0.135" dia. x 3.5" long nail Blocking design and attachment are per the Building Designer. Install truss as shown relative to bearing 4-11 / 12442(1.25) 0.53 4-12 -15649(1.25)/ 0.87 0.92 l6d COMMON = 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + ZO psf Live Load applied to bottom chord in and load locations. __= Do not reverse =-- 5-12 -7912(1.25)/ 5-13 / 8714(l.25) 0.37 accordance with IBC/IRC code provisions. 6-13 -6611(1.25)/ 0.59 6-14 )/ 7544(1.25) 0..32 •--t ^_�15-10-0 15-10-0 r r 1 2 3 14 5 6 7 3-PLYS REQUIRED 8.00 -8.0 -8.0 10X10 10X10 8X8 10-11-0 7X8 11-1-114�`51ON - 7X8 SHIP r. rays �ti� 5X10 4X6 x= 0-4-5 4X10 12X12 10X10 4X10 0 4-5 No. C 72160 12X12 4X6 B1 B2 B3 W:508 W:308 W:508 11327 17-11-12 U:293952442# I U:4642 BUTTE CO U: j f� BUILDING DIV'It - c'v"" �`P ILP OFCAUFI ~8 9 10' 113190 12 1.3 14 15r /� �q�py�y F All connector plates are Alpine Wave 20 ga., unless preceded by'H' for High Strength 20 ga.,'S• for Super H AP RR E!'l� 0/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detag Reports. WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! "WARNING!" Cust: Bryan Moore (I 268 - Homewood Tr SS "IMPORTANT" THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: DriveYL0080615_L00007_100001 (CA) FURNISH Trusses require a-,-, caro in fabricating, handling. shipping. installing and brad.% Rola, to ane let- No least saints. .18CSI (...ding Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless WO: Dri ve M 0080615_1-000 DS n r • AW #LC = 38 WT/PLY : 354 9 noted otherwise, lop chord shelf have property attached structural sheathing and bottom chord shag have a property attached rigid ceiling. Locations shown TC Live 20.00 psf L i veDu r L=1.25 P=1. 2 5 ///� 7� If7, F0 N IE far pernanenl lateral resualnt al webs shag have bracing Installed per BCSI sections B3, B7 or 810, es applicable. Apply Plates to each face of truss and position as shown above and on the Joint Details report, unless noted othem•Ise. far deviation from this drawing, any failure to bald the truss In TC Snow (Pf) 0.00 psf 14.00 SnowDu r L=1. 15 P=1.15 Rep Mb r Bnd / Comp / Tens /- I I 1 L/ LI L� AN I7W COMPANY Alpine, a division of ITW Building Components Group Inc.. shag not be responsible any Conformance with ANSI/TPI 1, or for handling, shipping. Instigation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility TC Dead psf BC Live 0.00 psf f 1.15 / 1.10 / 1.10 2820 N. Groat SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer perANSI/TPI 1 Sec.2 For morn information see this job's genereI notes patio end hese Web sites: Bldg Code: CRC-2013 DEFL RATIO' L/240 TC: L/24 • TRUSPLUS 6.0 VER T6.5.20 ALPINE: • �� ►`. til^ •+a ninloine►•• core: TPL www to'nslom� WTCA: www s6cndu=_w.ora: ICC: www.'usafe.-rd Job Name: New Residence BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD 1 0- 5-12 419 3.50" NO., 2x4 DFL N1 & Btr. 2-6 2 9- 0- 1 676 3.50" 1.50 BC 2x4 DFL Al & Btr. 3 17- 6- 6 419 3.50" 1.50" WEB 2x4 DFL STANDARD MAX DEFLECTION(span) : Kcr (creep factor) - 2.00 L/667 MEM 2-3 (LIVE) LC 61 IRC/IBC truss plate values are based on L= -0.15" D= -0.09" T= -0.25" testing and approval as required by IBC 1703 -- Joint Locations ----- and ANSI/IPI and are reported in ESR -1118. i 0- 0- 0 a 0- 0- 0 Install interior suppo rt(s) before erection. 2 2- 3- 7 9 2- 1-11 Continuous lateral restraint attached to 3 5- 6-14 10 5- 6-14 flat TC as indicated. Lumber shall be - 4 9- 0- - 0- 1 5 li- 5- 4 11 9 4 12 11- s- 4 structural grade. Brace @ 24" o.c. unless 6 1S- 8-11 13 15-10- 7 noted. 7 18- 0- 2 14 18- 0- 2 TC COMP. OUR.)/ TEN S. (OUR.) CSI 1-2 2-3 -696 1.25 / -595 1.25 / 36(1.60) 0.25 39(1.60) 0.31 3-4 -595 1.25 / 39(1.60 0.42 4-5 5-6 -595 1.25 / -S9S 1.25 / 39(1.603 0.42 39((1.60)) 0.31 6-7 -696 1.25 / 36 1.60 0.25 BC COMP. OUR. / TENS. DUR. CSI 8-9 -B 1.60)/ 584 1.25 0.28 9-10 10-11 11-12 -6 1.60 / -6 1.603/ -6 1.603)/ 595 1.25 0.37 595 1.25 0.37 S9S 1.25 0.37 12-13 -6 1.60 / 595 1.25 0.37 13-14 -8 1.60 / 584 1.25 0.28 WB COMP.(DUR.)/ TENS. (((DUR. CSI 2-9 / 173(1.25 0.07 3-10 -114(1.25)/ a5 0.01 4-11 5-12 -417(1.253/ -111(1.25 / 35 1.60 0.05 45 1.60 0.01 6-13 (l5{1.60 1.25 0.07 Truss ID: CAP1 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Drainage shall be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless noted otherwise. Qty: 1 This design basedon chord bracing applied per the following schedule: max o.c. from to TC 24.00" 2- 5- 0 15- 6- 1 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -35 lb 2 -10 lb 3 -35 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location - Not End Zone Exp Category = C Bldg Length = 89.42 ft, Bldg Width = 30.00 ft Mean roof height - 10.81 ft, mph m 110 Occupancy CategoryII, Dead Load e 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 36 sgft TYPICAL FOR THIS 108 UNO: REFER TO ITW BCG'S standard detail for the piggy -back standard connection info. Piggy -back Caps supporting more than 24" of load may require additional connections and must be verified by the Building Designer. Wind loads are based on the spacing shown. a ° r THIS CONNECTION REQUIRES PURLINS INSTALLED AT 24" O.C. OR LESS REGARDLESS OF THE PURLIN SPACING SHOWN ON THE BASE TRUSS. PURLINS MUST BE INSTALLED PER TPI. 2-5-0-0 J� ' I i1 3 4 5 6 7 8.00 1 13-0-0 1 8.0 4X6 1.5X3 1.5X31,5X3 4X6 T 2X4 1-(-7 - 2X4 _ SHIP OFES 1 1.5X3 1.5X3 2X4 1.5X3 1.5X3 0-0-2 �- 0-0-2 �y T. T FL 0-4-0 B1 9-0-1 B2 63 0 4-0 J5 W:308 W:308 W:308 RA19 R:676 RA19 tt U:-35 U:-10 U:-35 7 18-0-2 No. C 72160 8 9 10 11 12 13 14 BUTTE CCI 1N7-%1-�q� BU11 r�Er',rr� ;)9 /i . OFaEwF All connector plates are Alpine Wave 20 ga., unless preceded by'H'�onHigl rength 29, a,'S'for Super 1011.512015 Strength 18 ga. Plates are to be positioned per Joint De'.,Rep.',,- n`rw _ ' 268 - Homewood Truss"*WARNING!*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Bryan Moore DIR: Dri ve .M 0080615_L00007_300001 (CA) ' *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive Trusses repube eNema care In labrlcaang, handling• shipping, installing and bracing. Refer to and follow U.e latest edition o18CS. (Bugding Component -M -0080615-L000 Dsgnr: AW #LC = 77 WT/PLY: 73 /^\ Saletyinformation. byTPlandWTCAlforSafetypracticespriortopodonnlnomesafunctions.Install-shallprovide temporary bracing per SCSI. unless TC Live 20.00 S f p Li veDu r L=1.2 5 P=1.25 7u noted otherwise, top chord shag have property attached structural Sheathing and bottom chord shall have a propertyattached dgid calling. Locations shown v v r\ rt ror permanem lateral resbalnt of webs shag have bracing Installed per BC51 sections 03. B7 a 870, as applicable. Apply plates to each race TC SnOW (Pf) 0.00 psf $nOWDU r L=1.15 P=1.15 � tUt��\V\tJll ��� position es shown above and on the loam Oxtails report, unless noted omerwise. the Uu In Alpine, a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the miss In TC Dead 14.00 psf Rep Mbr Brill / Comp / Tens AN ITW COMPANY conformonra with ANSIr1Pl 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC LT ve 0. OD psf P 1.10 / 1.10 / 1.10 2820 N. Groat SW Pkwy. Grand Prairie. 7X 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf O. C. Spaci ng 2- 0- 0 Designerper ANSUTPI f Sec.2 • TRUSPLUS 6.O VER' T6. $.2O For moreinfamabonseethisJob'sgana" notespagoandthesewebsites: ALPINE:X= IS19fRw.Gfy pl/eineil cora: TPI: 1�1' Y.1 D.1J[LI010'n`.I.ora: WTCA: v�ry y,_=6dnd rsiry nrn: ICC: www ISCiafe am Bldg Code' CRC -2013 DEFL RATIO' L/240 TC' L/24 Job Name: New Residence 4X6 Truss ID: CAP2 Qty: 1 BRG X -LOC REACT SIZEREQ'D TC 2x4 DFL STANDARD Designed per ANSI/TPI 1-2007 This design based on chord bracing applied the following schedule: 1 0- 5-12 512 3.50" 1.50" 2x4 DFL #1 & Btr. 2-4 Fabrication Tolerance = 20.0% FcPerp of the per max P.C. from to 2 9- 0= 1 493 3.50" 1.50" BC 2x4 DFL #1 & Btr. Bearings designed for an value lumber or TC 24.00"- 4- 5- 0 13- 6- 1 3 17- 6- 6 512 3.50" 1.50" WEB 2x4 DFL STANDARD lesser of the truss chord value UPLIFT REACTIONS) MAX DEFLECTION (span) : L/653 MEM 7-8 (LIVE) LC 61 Kcr (creep IRC/IBC truss factor) - 2.00 values are based on 625 for all bearings. Refer to 3oint QC Detail Sheets for Support C&C3WindNon-Wind L= -0.16" D= -0.02" T- -0.18" testing and plate approval as required by IBC 1703 Cq factors and Rotational Tolerances. 5 lb 2 -13 lb -- Joint Locations - and AN and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL. 3 -35 lb 1 0- o- 0 6 0- 0- 0 Install interior supports) before erection. Mark all interior bearing locations. be to avoid ponding. This truss is designed using the , 2 4- 3- 7 7 4- 1-11 3 4- o- 1 8 9- 0- 1 Continuous lateral restraint attached to Lumber be Drainage shall provided PLATING BASED ON GREEN LUMBER VALUES. ASCE7-10 Wind Specification 4 13- 8-11 9 13-30- 7 flat TC as structural indicated. shall grade. Brace @ 24" o.c. unless Not designed for attic storage unless Bldg Enclose =Yes, ' End Zone 5 18- 0- 2 10 18- o- 2 CRITICAL MEMBER FORCES: not noted otherwise. Truss Location =Not Exp Category C TC COMP. ((((WR .))/ TENS.(<<((DUR.) CSI 48(1.60) 0At W:308 Bldg Length = 89.42 ft, Bldg width = 30.00 ft 1-2 -659(1.25)/ 2-3-510((S1.zs / s9 1.60 0.24 R:512 Refer to DWG PB115101O14 and/or PB160101014 Mean roof height - 11.48 ft, mph 110 3-4 -570 1.25 / 59 1.60> o. z4 U:-35 for piggyback details. Brace top chord of support 9 Occupancy Category II, Dead Load 13.2 psf 4-s -659 1.25 / 4B 1.60) 0.41 1 truss with 2X4 purlins Spaced 24" o/c max. A ign Designed as Main Wind Force Resisting System BC COMP.(OUR.)/ TENS.((((WR. CSI 9 10 upper and lower trusses and support upper truss - Low-rise and Components and Cladding 6-7 / s01 1 0.28 on the purlins. Tributary Area = 36 sqft 7-8 / s1o(({1.2s o.za 6-9 / 510 1.25 0.28 Me / 507 1.2S 0.28 ' wa COMP.(DUR.)/ TENS. DUR. CSI 2-7 / 153 1.25 0.06 3-8 -396(1.25)/ 65 1.60 0.05 4-9 / 153 1.25 0.06 4-5-0 1 3 8.00 1 9-0-0 4-5-0 I 4 5 -8.001 268 -/Homewood Trus s AN ITW COMPANY 320 N. Great SW Pkwy. Grand Pralrlo, TX 78050 TRUSPLUS 6.0 VER: T6.5.20 All connector plates are Alpine Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Stren ith 18 oa. Plates are to be 0osilioned per Joint Detail Reports. **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses requue erdreme care in fabricating• handling, shipping, installing and bracing. Refar to and follow the latest edition of SCSI (Building Component Safety InfannaUon, by TPI and WTCA) for safely practices prior to performing these functions. InslaNers shag provide lempomry bracing Per SCSI. Unless noted otherwise, lop chord shall have properly attached structural sheathing and bottom chord shall have a property attached dgld ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections B3. 67 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report, unless noted otherwise. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the muss In conformance with ANSIITPI 1, or for handling• shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance dfprofessional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANS11TPl 1 Sec.2 For more inlonnalion see This joD'e general notes page and those wob silex: ALPINE t ' 'nv comTPI' www In'nsl om• WTCA: uxv �bnndnstn ora' ICC: www iccsefe ora _ $UTTE Bul,COUNTY DI VISIG PRO v N Ei T. J� 5 No. C 72160 OF �O����P 10/15/2015 Cust: Bryan Moore DIR: Drive J4 0080615_L00007_100001 W0: Drive_ML0080615_L000 Dsgnr: AW II = 75 WT/PLY: 7 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Brill / Comp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldo Code: CRC -2013 IDEFL RATIO: 4X6 1.5X3 4X6 T11 2-11-7 2-11-7 2X4 SHIP 2X4 1 1.5X3 1.5X3 0-0-2 0-0-2 2X4 0-4-0 B1 9-0-1 82 B3 0-4-0 W:308 W:308 W:308 R:512 RA93 R:512 U:-35 U:-13 U:-35 18-0-2 6 7 8 9 10 268 -/Homewood Trus s AN ITW COMPANY 320 N. Great SW Pkwy. Grand Pralrlo, TX 78050 TRUSPLUS 6.0 VER: T6.5.20 All connector plates are Alpine Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Stren ith 18 oa. Plates are to be 0osilioned per Joint Detail Reports. **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses requue erdreme care in fabricating• handling, shipping, installing and bracing. Refar to and follow the latest edition of SCSI (Building Component Safety InfannaUon, by TPI and WTCA) for safely practices prior to performing these functions. InslaNers shag provide lempomry bracing Per SCSI. Unless noted otherwise, lop chord shall have properly attached structural sheathing and bottom chord shall have a property attached dgld ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections B3. 67 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report, unless noted otherwise. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the muss In conformance with ANSIITPI 1, or for handling• shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance dfprofessional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANS11TPl 1 Sec.2 For more inlonnalion see This joD'e general notes page and those wob silex: ALPINE t ' 'nv comTPI' www In'nsl om• WTCA: uxv �bnndnstn ora' ICC: www iccsefe ora _ $UTTE Bul,COUNTY DI VISIG PRO v N Ei T. J� 5 No. C 72160 OF �O����P 10/15/2015 Cust: Bryan Moore DIR: Drive J4 0080615_L00007_100001 W0: Drive_ML0080615_L000 Dsgnr: AW II = 75 WT/PLY: 7 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Brill / Comp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldo Code: CRC -2013 IDEFL RATIO: Job Name: New Residence BRC X -LOC REACT SIZE REQ'D 1 0- 5-12 643 3.50" 1.50" 2 9- 0- 1 248 3.50" 1.50" 3 17- 6- 6 643 3.SO" 1.50" MAX DEFLECTION (span) : L/SSS MEM 1-2 (LIVE) LC 61 L= -0.18" D= -0.12" T= -0.30" m.. 3oint Locations .. ic COMP. DUR. / TENS. DUR. CSI 1-2 -806 1.25 / 79 1.60 1.00 2-3 3-4 -591 1.25 / -591 1.25 / 92 1.60 0.14 92 1.60 0.14 4-5 -800 1.25 / 79 1.60 1.Oo BC COMP. (DUR.)/ TENS.(WR.) CSI 6-7 7-8 / / 589 1.25 0.33 591 1.2S 0.33 8-9 / S91 1.25 0.33 9-10 / S89 1.25 0.33 we COMP.(DUR.)/ TENS. ou CSI 2-7 / 182 1.25 0.07 3-8 4-9 -209(1.25)/ / 28 1.60 3.05 182 1.25) 0.07 TC 2x4 DFL STANDARD 2x4 DFL #1 & Btr. 2-4 BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Kcr (creep factor) - 2.00 IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in ESR -1118. Install interior supports) before erection. Continuous lateral restraint attached to flat TC as indicated. Lumber shall be structural grade. Brace 0 24" o.c. unless noted. Not designed for attic storage unless noted otherwise. Truss ID: CAP3 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Drainage shall be Provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Length 89.42 ft, Bldg Width - 30.00 ft Mean roof height - 12.14 ft, mph - 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 36 sgft 6-5-0 I I 6-5-0 1 1 3 4 5 8.00 5-0-0 I 8.00 Thisdesign based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 6- 5- 0 11- 6- 1 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -40 lb 3 -40 lb HORIZONTAL REACTION(S) support 1 102 lb support 3 -102 lb Refer to DWG PB11S101014 and/or P8160101014 for piggyback details. Brace top chord of support truss with 2X4 purlins spaced 24" o/c max. Align upper and lower trusses and support upper truss on the purlins. 4X6 1.5X3 4X6 Cot/ T 4- -SHIP N 2X4 2X4 -- /n R:643 R:248 R:643 U:-40 U: U:-40 18-0-2 6 7 8 9 10 ffirzy�E__,T. TqN\� 7NNo.160 l All connector plates are Alpine Wave 20 ga., unless preceded to 'H" for High Strength 20 ga., "S' for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. . 268 - Homewood Truss **WARNING!** READ AND FOLLOW A ALL NOTES ON THIS DRAWING! Cust: Bryan Moore DIR: DrivejL0080615_1-00007_100001 (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve_FL0080615_L000 Trussae requ've ehdreme care in fabricating, handgng, shipping, inslwling and blaring. Rater to and logow me latest edition of BCS! (Building Component to mese functions. Instmlem shall provide temporary bracing per SCSI. Unless Ds n r • AW # LC = 7S WT/PLY • 87 9 SalSty Information, by TPI and WTCA) for safety practices prior performing noted otherwise, top chord shall have preperly attached structural Sheathing and bottom chord shag have a property attached rigid ceiling. Locations shown TC Live 20.00 ps f Li veDu r L=1. 2 5 P=1.25 v v 1 ru ror permanent lateral restraint webs shag have bracing Installed per B3, B7 or 870, es opptirable. Appy pales to each face of rose and TC Snow (P f) 0.00 psf SnowDu r L=1.15 P=1.15 �^ IIILI(]r_I other isetlons position as anown above and on the Ja not De ail s raper, unless noted orae wise. n Alpine, a division of ITW Building Components Group Inc. shag not be responsible for any deviation from this drawing, any (alum to build the truss In TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN /TW COMPANY Conformance with ANSIrrPi 1, or for handling, shipping. installation & bracing of Wsses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live e 0 . 0O s f P 1. 10/1.10/1.10 2- 0- 0 2820 N. Groat SW Pkwy. Grand Pralrle, 7x75050 solely for the design shown. The suitability and use o/ this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng Designer per ANSI/TPI I Sec.2 T6.5.20 For morn information see this job's general notes page and Naso web sites: Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L/24 TRUSPLUS 6.0 VER: ALPINE: www atoineibv o m: TPI: WTCA: www weindustry oro: ICC: www tccsafe Oro . b Name: New Residence BRG X -LOC REACT SIZE REQ'D 1 0- 5-12 302 3.50" 1.50" 2 6- 0- 0 485 3.50" 1.50" 3 12- 0- 2 485 3.50" 1.50" 4 17- 6- 6 302 3.50" 1.50" MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 81 L- -0.04" D= -0.07" T- -0,11" .r. Joint Locations 0- o- 0 7 0- 0- 0 2 6- 0- 0 8 6- 0- 0 3 8- 3- 7 9 8- 1-11 4 9- 8-11 10 9-10- 7 S 12- o- 2 11 12- o- 2 6 18- 0- 2 12 18- 0- 2 CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. OUR. C5I 1-2 -210 1.25 / 159 1.25 0.23 2-3 -232 1.25 / 22 1.25 0.21 3-4 -144 1.25 / 42 1.25 0.04 4-5 -232 1.25 / 22 1.25 0.21 5-6 -210 1.25 / 159 1.25 0.23 BC C01,1P. OUR. / TENS. DUR. CSI 7-8 -102 1.66 / 186 1.60 0.18 8-9 -102 1.60 / 186 1.60 0.17 9-10 -102 1.60 / 186 1.60 0.05 l0-11 -102 1.60 / 186 1.60 0.17 11-12 -102 1.60 / 186 1.60 0.18 WB COMP. (DUR.)/ TENS. DUR. CSI 2-8 -346(1.25)/ 136 1.60 0.08 3-9 -25 1.25 / 21 1.25 0.01 4-10 -25 1.25 / 21 1.25 0.01 5-11 -346 1.25 / 130 1.60 0.08 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Kcr(creep factor) - 2.00 Refer to )oint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Drainage shallbe provided to avoid ponding. Not designed for attic storage unless noted otherwise. 8-5-0 1 2 Truss ID: CAP4 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 62S for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESK-1118. Install interior support(s) before erection. PLATING BASED ON GREEN LUMBER VALUES. Refer to DWG POIJSIO1014 and/or PB160101014 for piggyback details. Brace top chord of support truss with 2X4 purlins spaced 24" o/c max. Align upper and lower trusses and support upper truss on the purlins. -8-5-0 _ 14 5 6 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 2 -72 lb 3 -72 lb HORIZONTAL REACTIONS) support 1 -138 lb support 4 -138 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location - Not End Zone Exp Category = C Bldg Length 89.42 ft, Bldg Width = 30.00 ft Mean roof height = 12.81 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 36 sgft 4A. IA. 1.5X3 1.5X3 Qt / ���� COQ 5- -7 ,�PP N� O�1/7 O 5- -7 SHIP /v 2X4 2X4 ��® 0-0-2 2X4 1.5X3 1.5X3 0-0-2Of�$S1p• rY� 0-4-0 B1 6-0-0 I B2 12-0-2 B3 B4 TO-4-0T.W:308 W:308 T,qy R:302 RA85 RA85 R:302 Jy Cy U: U:-72 U:-72 U: 18-0-2 7 8 9 10 11 12 OVER 4 SUPPORTS No. C 72160 SJCIV11- �P \OF CAUF All connector plates are Alpine Wave 20 ga., unless preceded by •H• for High Strength 20 ga.,'S• for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Dela) Reports. 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI CUSt: Bryan Moore DIR: Drive-f-L0080615_L00007_100001 (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve M 0080615_1-000 roquke extrema care in fabricating, handling, shipping, installing and bracing. Refer to and IIII- Na lalesl edition of Ei (Budding Component DS nr : AW g #LC = 107 WT/PLY: 100 Information. by TPI and WTCA) for safely se prior to performing thefunctions. Installers shall provide temporary bracing per SCSI. Unless Salah practices //^\\Trusses noted otherwise. tap chord shag have property attached structural Sheathing and bottom chord shall have a property allached dgld ceiling. Locations shown TC Live 20.00 psf L i veDu r L=1. 2 S P=1. 25 v ru r� r1 for Dermas lateral of webs shag have bracing unless d per sections 83, a7 or 870, as applicable. Apply pates to each lace of truss and TC Snow(Pf) 0.00 psf SnowDu r L-1.15 P=1.15 (�� I I\ 1 \VVI ��� IE other position Alpi as ahown above antl on the Joint Dolens report, unless hated otherwise. shown above and Alpine, a division of ITW Guiding Components Group Inc., shag not he responsible for any deviation from this drawing, any faAure to build the truss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens J AN ITW COMPANY conformance with ANSUrPI 1, or far handling, shipping. Installation 8 bracing of trusses. listing this drawing, indicates acceptance of pro/essional engineering responsibility BC Live O .00 psf 1.10 / 1.10 / 1.10 2820 N. Groan SW Pkwy. Grand Pralrfo, TX 75050 A seal on this drawing or coverpage solely for the design shown. The suitability and use or this drawing for any structure is the responsibility or the Building BC Dead 8.00 psf O. C. Spaci ng 2- 0- 0 Designer per ANSUTPI I Sec.2 VER T6.5.20 For more information sae hip job'a general notes page and ft. web silos: Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L 24 TRUSPLUS 6.0 • ALPINE: �xv eloinminw.com: TPI: :�xw.rnin=tam WTCA: w:• -v sbcindust om ICC: www'eesafe.ora Job Name: New Residence Truss ID: CAP5 Qty: 17 1 BRG X -LOC REACT SIZE REQ'0 1 0- 5-12 365 3.50" 1.50" 2 6- 0- 0 624 3.50" 1.50" 3 12- 0- 2 624 3.50" 1.50" 4 17- 6- 6 36S 3.50" 1.50" MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 48 L= -0.05" D- -0.07" T- -0.11" ----- 30int Locations -- 1 0- 0- 0 6 0- 0- 2 6- 0- 0 1 6- 0- 0 3 9- 0- 1 8 9- 0- 1 4 12-0-2 9 12-0-2 5 18- 0- 2 10 18- 0- 2 CRITICAL MEMBER FORCES: TC COFIP. (DUR.)/ TENS. DUR. CSI 1-2 -225( 1.25)/ 139 1.25 0.23 2-3 -233 1.25 / 23 1.25 0.24 3-4 -233 1.25 / 23 1.25 0.24 4-5 -225 1.25 / 139 1.25 0.23 Bc COMp.(WR, / TENDU S. (R, CSI 6-7 -9fi (1.603/ 183(1.60 0.22 7-8 -96(((1.603)/ 183(((1.60 0.22 8-9 -96 1.60 / 183 1.60 0.22 9-10 -96 1.60 / 183 1..60 0.22 WB COMP,<<111R1 .2 1)/ TENS. (((DUR.) CSI 2-7 -364-9 -363(1.25)/ 129(1.60) 0.09 3-8 18 1 25 / 70 1 25 0 03 268 - Homewood /\Truss f �i ru ALMNIE AN ITW COMPANY 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 TRUSPLUS 6.0 VER: T6.5.20 TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : Support C&C Wind Non -Wind BC 2x 4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the 2 -72 lb Kcr (creep factor) - 2.00 lesser of the truss chord lumber value or 3 -72 lb HORIZONTAL REACTION(S) Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. 62S for all bearings. IRC/IBC truss plate values are based on support 1 154 b Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 AN are reported in ESR -1118. support 4 -154 lb This truss is designed using the Mark all interior bearing locations. PLATING BASED ON GREEN LUMBER VALUES. and and Install interior support(s) before erection. ASCE?-10 Wind Specification 20 psf Live Load applied to bottom chord in Bldg Enclosed = Yes, Truss Location = Not End Zone accordance with IBC/IRC code provisions. Exp Category = C Refer to DWG PB115101014 and/or PB160101014 Bldg Length = 89.42 ft, Bldg Width 30.00 ft for piggyback details. Brace to chord of suppor P tMean roof height = 13.01 ft, mph 110 1 truss with 2X4 purlins spaced 24" o/c max. A ign Occupancy Category II, Dead Load = 13.2 psf upper and lower trusses and support upper truss Designed as Main Wind Force Resisting System on the purlins. - Low-rise and Components and Cladding Tributary Area - 36 sqft 9-0-1 1 9-0-1 1 1 2 3 4 5' 8.00 3X8 1.5X3 6- 3 2X4 JOL 0-0 2 2X4 1.5X3 0-4-0 1311 6-0 0 B2 W:308 W:308 R:365 R:624 U: U:-72 8.0 1.5X3 2X4 12-0-2 1 W 308 W'308 R:624 R:365 U:72 U: 1 18-0-2 1 6 7 8 9 10 1 OVER 4 SUPPORTS All connector plates are Alpine Wave 20 ga., unless preceded by "H' for High Strength 20 ga.,'S' for Super Strenoth 18 aa. Plates are to be positioned Der Joint Detail Reports. "WARNING!*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require e>areme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have property attached structural sheathing and bollom chord shop have a Drapery attached rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections B3, B7 or 010, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report, unless noted otherwise. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from Urfa drawing, any failure to build the truss In conformance with ANSI1TPI 1, or fer handling, shipping. Installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance o/ professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility o/ the Building Designer per ANSI/TP/ 1 Sec.2 For more information we this lob's general notes page and these web rims: 6- -3 SHIP 0-0-2 COUY �Rd his/oN VA,�® � //QEtOF.SSI T. T. TqN cZ J No. C 72160 \CMI �P TFOF CAL1Fi/ 10/1'5/2015 Cust: Bryan Moore DIR: Drive M 0080615_1-00007_100001 W0: Drive -1_0080615_L000 Dsgnr: AW #LC = 107 WT/PLY: 5 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2-.0- 0 Bldg Code: CRC -2013 IDEFL RATIO: Job Name: New Residence Truss ID: CAPD Qty: I 1 ERG X -LOC REACT SIZE REQ I) 1 0- 5-12 555 3.50" NO.. 2 6- 0- 0 624 3.50" 1.50" 3 12- 0- 2 624 3.50" 1.50" 4 17- 6- 6 555 3.50" 1.50" MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 56 1= -0,05" D. -0.07" T- -0.11" --. 3oint Locations ons- -1 0- 0- 0 6 0- 0- 0 2 6- 0- 0 7 6- 0- 0 3 9- 0- 1 8 9- 0- 1 4 12- 0- 2 9 12- 0- 2 5 18- 0- 2 10 18- 0- 2 CRITICAL MEMBER FORCES: TC COM P. (DUR.)/ TENS. OUR. CSI 1-2 -773(1.60)/ 708 1.66 0.23 2-3 -233(((1.253)/ 169 1.fi0 0.24 3-4 -233 1.25 / 169 1.60 0.24 4-5 -773 1.60 / 708 1.60 0.23 BC COMP. (OUR. / TENS. DUR. CSI 6-7 -779(1.60)/ 846 1.60 0.22 7-8 -759(((1.60)))/ 626 1.60 0.22 8-9 -759 1.60 / 826 1.60 0.22 9-10 -779 1.60 / 846 1.60 0.22 W8 CONP. ffit / TENS.WR.) CSI 2-7 -363(1.253/ 1S2 1.60) 0.11 3-8 Z8 1.603/ 701.25 0.03 4-9 -3683 1.25 / 15211.60 0.11 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Kcr (creep factor) - 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark dll interior bearing locations. PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Length = 89.42 ft, Bldg Width = 30.00 ft Mean roof height - 13.01 ft, mph = 110 Occupancy Category II, Dead Load - 13.2 psf Designed as Main Wind ForceResisting System - Low-rise and Components and Cladding Tributary Area - 36 sqft 6- -3 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearingsdesigned for an FcPerp value of the lesser Of the truss chord lumber value or 62S for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/1'1`1 and are reported in ESR -1118. Install interior support(s) before erection. + + + + + + + + + + + + + + + + + + + + + + Designed for 1.6 K lbs drag load applied horizontally in either direction to the top chord panel points, with dead + 0 % live loads using load duration = 1.60. Horizontal reaction = 1.6 K lbs at each bearing individually. Connection by others. + + + + + + + + + + + + + + + + + + + + + + 20 psf Live Load applied to bottom chord in accordance with IBC/IRC code provisions. !9-0-1 1 9-0-1 1 8.0 3X8 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -268 1b 2 -72 Ili -82 lb 3 -72 lb -82 lb 4 -268 lb HORIZONTAL REACTION(S) support 1 1604 lb support 2 1604 lb support 3 1604 lb support 4 -1604 lb Refer to DWG PB115101014 and/or PB160101014 for piggyback details. Brace top chord of 'support truss with 2X4 purlins spaced 24" o/c max. Align upper and lower trusses and support upper truss on the -purlins. R:555 R:624 R:624 R:555 U:-268 U:-82 Ur82 U:-268 18-0-2 6 7 8 9 10 OVER 4 SUPPORTS are Aloine Wave 20 qa., unless preceded by -H• for High Strength 20 ga., "S' for Super 3 SHIP'ou eGy��7101 100, No. C 72160 � CIVIt- �P or CA1JVoeo , 10/15/2015 268 - Homewood Truss (CA) "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Tsses requke indreme careN 1116111",, handling, shipping, installing and bracing. Refer to and loaow the latest edition of BCSI (Building Component ,ru.rely Information, by TPI and WTCA) forae(ely practices prior to performing thew functions. Installam shall provide temporary bracing per BCSI. Unless noted otherwise, lop chard shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown Lust: Ilryan moo re DIR: Dri veML0080615_L00007_]00001 WO: Drive -M -0080615-L000 Dsgnr: AW #LC = 115 WT/PLY: 92 TC Live 20.00 s f Li veDu r L=1.25 P=1.25 for permas lateral webs shall have bracing Installed per BCSI sections B3, 87 or 870, as applicable. Apply plates to each lace of truss andP TC ST10W (Pf) 0.00 psf SnOWDU r L=1.1$ P=1.15 u vV position as mown above end on the Joint Details report, unless noted otherwise. sh above and n Alpine, a division of ITW Building Components Group Inc., shag not be responsiNe for any devia8on from this drawing, any failure to build the miss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN /TW COMPANY Conformance wish ANSIlTPI 1, or for handling, shipping, installation & bracing of "was. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 PSf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSUTPI f Sec.2 VER: T6.5.20 For mora Information see this job's general notes page and these web sites: Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 TRUSPLUS 6.0 ALPINE::.::::. elaineilw tom: TPI: ' WTCA: ' ICC: y'BfH'.IGeSdIB.era BRG 1 2 3 4 S 6 7 8 10 11 12 13 14 15 16 17 18 19 Name: New Residence X -LOC REACT SIZE REQ'D 0- 5-11 173 11.37 1.50" 2- 8- 0 2083.50" 1.50" 4- 0- 0 129 3.50" 1.50" S- 4- 0 147 3.50" 1.SO" 6- 8- 0 151 3.50" 1.5011 8- 0- 0 157 3.50" 1.SO" 9- 4- 0 163 3.50" 1.50" 10- 8- 0 1683.50" 1.SO" 12- 0- 0 177 3.50" 1.50" 13- 4- 0 171 3.50" 1.50" 14- 8- 0 206 3.50" 1.50" 16- 7- 0 242 3.50" 1.50" 18- 4- 0 202 3.50" 1.50" 19- 8- 0 171 3.50 1.50" 21- 0- 0 169 3.50" 1.50" 22- 4- 0 163 3.50 1.50" 23- 8- 0 157 3.50" 1.50" 25- 0- 0 1S1 3.50" 1.50" 26- 4- 0 146 3.50" 1.50" 27- 8- 0 140 3.50" 1.50" 29- 0- 0 185 3.50 1.50" 31- 2- 5 327 11.37" 1.50" DEFLECTION (span) : 9 MEM 13-14 (LIVE) LC34 0.00" D- 0.00" T- -0.01" TC C0111'. DUR. / TENS. DUR. CSI 1-2 -212 1.60 / 163 1.60 0.06 2-3 3-4 -177 1.60 / -169 1.60 / 121 1.60 0.0S 105 1.60 0.03 4-S -152 1.60 / 87 1.60) 0.02 5-6 6-7 -135 1.60 / -118 1.60 / 77 1.60) 0.02 66 1.60 0.02 7-8 -88 1.25 / SS 1.60 0.02 8-9 9-30 -89 1.25 / -92 1.25 / 45 1.60 0.02 60 1.60 0.02 10-11 11-12 -135 1.60 / -140 1.60 / 96 1.60 0.03 98(1.60 0.03 12-13 13-14 -123 3.60 / -125 1.60 / 81(((((1.60 0.03 73 1.60 0.04 14-15 15-16 -130 1.60 / -138 1.60 / 107 1.60 0.05 93 1.60 0.03 16-17 -92 1.25 / 56 1.60 0.02 17-18 18-19 -89 1.25/ -88 1.25/ 48 1.60 0.02 58(1.60 0.02 19-20 -120 1.60/ 69 1.60 0.02 20-21 21-22 -137 1.60/ -1 S4 1:601/ 79 1.60 0.02 90 1.60 0.02 22-23 -171 160)/ 105 1.60 0.03 23-24 24-25 -179 1.60))/ -209 1.60 / 122 1.60 0.04 160(1.60 0.05 BC COMP.Dit CSI Comp X 1 2 -18 lb -62 lb 272-145 8 28 29 )TENSW10 0.02 001 -31b -3 lb 1 0:01 300 31 31-32 % / 0.01 32-33 9 0 01 34- 3 501 -16 lb -4 lb 0.02 35-36 / -17 lb 36-37 / 0.02 37-3 38-39 / 0.02 0.02 17 18 -3 lb -3lb. 0.01 40 41 41-42 % / 0.01 21 _"lb 0.01 43 44 % 0.01 0:01 445-46 % 46-47 / 0.01 48-49 -92(1.60)% 119(1.60) 0.05 Will 2-27 3-28 4-29 S-30 6-31 7- g_ 34 -9-34 30-35 11-36 12-37 14-38 15-39 16-40 17-41 18-42 19-43 20-44 21-45 22-46 23-47 24-48 12-37 14-38 268 - /Hoommeeww000d TrA5s fi �� 7th AURNIE AN ITINCOMPANY 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 TRUSPLUS 6.0 VER: T6.5.20 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. DC SLIDER 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearings designedfor an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. Permanent bracing is required to prevent rotation/toppling. See BCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTIONS) support 2 -145 lb support 21 -118 lb support 22 -101 lb This truss is designed using the ASCE7-10 Wind Specification . Bldg Enclosed - Yes, Truss Location - Not End Zone Exp Category C Bldg Length = 89.42 ft, Bldg Width - 30.00 ft Mean roof height = 15.46 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 89 sqft CONP. DUR.)/ TENS, CDUR. CSI -150 1.25)/ 56 1.60 0.02 -113 1.25)/ 13 1.60 0.02 -125 1.25))/ 27 1.60 0.02 -1301.25)/ 13 1.60 0.04 -136 1.25)/ l0 1.60 00.006 15-10-0 15-10-0 -1411.25)/ 8 1.60 0.09 4 5 6 7 8 9 1U 11� zD5 16 17 18 19 20 2 425 -147 1.25)/ 5 1.60 0.12 -154 1.25)/ 4 1.60 0.16 --� -159 1.25)/ 21 1.60 0.05 8 DD -8.UU -116 1.25)/ 0.05 -37 1.25 / 7 1.60 0.02 -70 1.25 / 0 1.60 0.03 -64 1.25 / ]2 1.60 0.03 -164 1.25 / 25 1.60 0.06 -154 1.25 / 3 1.60 0.16 -147 1.25)/ 5 1.60 0.12 -141 1.25)/ 8 1.60 0.09 -136 1.25)/ 30 1.60 0.06 -130 1.25 / 13 1.60 0.04 -125 1.25)/ ]5 1.60 0.02 -118 1.25 / it 1.60 0.02 -133 1.25 / 50 1.60 0.02 37(l.zs / 7 1. so 0.02 10-11-0 -70(1.25 0.03 S 04-5 Truss ID: CG ®Web bracing required at each location shown. Refer to BCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Plates outside the truss perimeter are designed for the location shown only. Trim to match profile if necessary. Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Install interior supports) before erection. Building designer shall verify gable loads and eave loads, if applicable. [+] gable bracing required Q 42" intervals, if exposed to wind load applied to face. See ITWBCG's Gable Bracing Details. Not designed for attic storage unless noted otherwise. connector plates are Alpine Wave 20 ga., unless ength 18 ga. Plates are to be positioned per Joint 3X43X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 3 X3 1.5X3 XF F F 1.5X3 UPLIFT REACTION(S) : Support CBC Wind Non -Wind 1 2 -18 lb -62 lb 3 -2 lb 4 5 -31b -3 lb 1 -3lb 7 3 1b 8 3 lb 9 -3 lb 10 11 -16 lb -4 lb 12 -5 lb 13 -17 lb 14 -3 lb 15 -3 lb 16 -3 lb 17 18 -3 lb -3lb. 19 -3 lb 20 -2 lb 21 _"lb 22 -6 lb Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 3 PSF one face, and 24" span oppposite face. Top chord may be notched 1.5" deep X 3.5' AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 11-10-14 SHIP I 3X8 IN X1-4-5 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2.5X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X32 5X4 1.5X3 1.5X3 31-8-0 26 2 28 9 30 3 32 3 3 3 38 389 40 43 46 48 TYPICAL PLATE: 2X4 'H' for High Strength 20 ga.,'S' for Super OVER CONTINUOUS SUPPORT "WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING/ "IMPORTANT'"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require emremo caro in fabricating, handling, shipping, installing and bracing. Refor to and rollow the latest edition of BCS/ (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary bracing per SCSI. Unless noted otherwise, lop ctwrd shall have property attached structural sheathing and bottom clwrd shag have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shag have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report. unless noted otherwise. Alpine, a division of ITN BuYding Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSVrPI 1, or for handling, shipping. installation 8 bracing of busses. A seat on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TP11 Sec.2 For more information we this job's general notes page and these web situs: e� get•=0� CpU� G 01111S1 N No. C 72160 CIVIL �P 9�OF CAUFO�� 10/15/2015 Cust: Bryan Moore DIR: Drive M 0080615_L00007-]00001 W0: Drive -4-0080615_L000 Dsgnr: AW #LC = 40 WT/PLY: 42 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDUr L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bird/ Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 JDEFL RATIO: L Truss ID: D1 Qty: 8 Job Name: New Residence Web bracing required at each location shown. This design based on chord bracing applied BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. ® Refer to BCSI for proper required lateral per the following schedule: 1 5- 7-12 2170 5.50" 2.31" 3.20" BC 2x4 DFL #1 & Btr. 2x4 DFL STANDARD restraint. For alternative web bracing, max o.c*from to 24.00" 15- 3- 8 33- 8- 8 2 35- 3 48- 5- 4 3001 5.50" 9- 4 469 5.50" 1.50" WEB WEDGE 2x4 DFL #1 & Btr. see ITWBCC's standard details. TC UPLIFT REACTIONS) MAX DEFLECTION (s an) : Fabrication Tolerance - 20.0% Designed per ANSI/TPI 1-2007 Bear designed for an FcPerp value of the Support C8{ Wind Non-Wind L/999 MEM 4-5 (LIVE) LC 44 Kcr (creep factor) = 2.00 for ngs lesser of the truss chord lumber value or 1 -119 lb L- -0.10" D= -0.14" T= -0.24" Refer to Joint QC Detail Sheets Tolerances. 625 for all bearings. 3 -97 lb MAX DEFLECTION (cant) : Cq factors and Rotational BCLL. IRC/IBC truss plate values are based on HORIZONTAL REACTIONS) L/999 MEM 1-2 (LIVE) LC 53 Loaded for 10 PSF non-concurrent locations. testing and approval as required by IBC 1703 support 1 284 lb lb L= -0.06" D= -0.07" T= -0.12" Mark all interior bearin@@ before and ANSI/TPI and are reported in ESR-1118. support 3 284 .- Joint Locations -4-- Install interior supports) erection, PLATING BASED ON GREEN LUMBER VALUES. Drainagge shall be provided to avoid ponding. This truss is designed using the Wind Specification 1 0- 2 5- 0- 0 6- 0 12 5- 6- 0 13 10- 9- a are not to be removed. 20 psf Live Load applied to bottom chord in ASCE7-10 Yes, 3 10- 9- 8 9- 14 15- 3- 8 Left Overhangs) OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX I accordance with IBC/IRC code provisions. Bldg Enclosed = Truss Location = Not End Zone 4 15- 5 21- 8 6- 8 1s 21- 6- a 16 23- 6- s Left Overhang Soffit loading = 5.0 psf Exp Category = C 6 27- 6-13 17 27- 6-13 Bldg Length 89.42 ft, Bldg Width - 30.00 ft 7 33- 8- 8 18 33- 2- 8' Mean roofheight = 15.28 ft, mph 110 8 38- 9 43- 8- 0 7- 7 19 35- 2- a 20 41-10-12 Occupancy Category II, Dead Load = 13.2 psf 10 49- 0- 0 21 49- o- 0 Designed as Main Wind Force Resisting System 11 0- 0- 0 - Low-rise and Components and Cladding CRITICAL MEMBER FORCES: TC COMP. OUR.)/ TENS.<DUI.) CSI Tri Tributary Area 98 sqft OL- 1 0 1.60)/ 65(1.25) 0.15 1-2 -185 L.6O)/ 759 1.25) 0.43 ' 2-3 3-4 -744 -907 1.25)/ 110 1.60) 1.25)))/ 170 1.60 0.26 0.18 4-S -722 1.25 / 178 1.60 0.30 S-6 6-7 -761 1.2S / 151 1.60 / 428 1.25 0.29 0.37 7-8 / 986 1.25 0.35 8-9 9-10 -166(1.25)/ -299(1.25)/ 39S 1.25 334 1.25 0.30 0.30 tic COMP. OUR. / TENS. DUR. CSI 11-12 12-13 -534 -575 1.2S / 231 1.60 1.25 / 234 1.60 0.23 0.18 BUTTE COUNTY 13-14 -125 1.60 / 55011:25 0.29 15-3-8 18-5-0 15-3-8 14-15 15-16 -74 -68 1.60 / 684125 1.60 / 9961.25 1.60 / 4721.25 0.31 0.28 0.28 1 2 3 4 5 6 7 B 9 10 BUILDING DIVISION 16-17 17-18 -59 -59 1.60 / 4721.25 1951.60 0.28 O.la 8,00 _8.0 18-19 19-20 20-21 -711 -469 -235 1.25 / 1.25 / 911.60 1.25 / 2581.60 0.25 0.34 ` ® ®` �� D APPROVED 6X6 4X4 4X8 6X8 ,AY.�` �rll V WB 2-12 COMP. -1930 OUR.)/ TENS.(DUR. 1.25 / 167 1.60 CSI 0.46 T 2-13 -97 1.60 / 3367 1,2S 0.56 T 3-13 -649 1.25 / 109 1.60 0.59 8X6 H0508 3-14 4-14 -78 -90 1.60 / 263 1.25 1.2S / 124 1.60 0.11 0.04 I I 4-15 s-1S 112 -585 1.60 / 109 1.25 1.25 / 27 1.60 0.28 0.29 10-6-11 4X6 1.5X4 11-6 9 5-16 -70 1.60 / 149 1.25 0.09 I SHIP ' 6-16 6-17 / 648 1.25 / 307 1.25 0.26 0.12 Ill 6-18 -1583 1.25 / 0.73 1.5X4 2.5X4 7-18 7-19 -2 -1768 1.60 / 893(1.25) 1.25 / 0.36 o.so = 2.5X4 5X6 5X6 = 8-19 8-20 9-20 -647 -25 -319 1.25 / 109<1.60) 1.60 / 661(1.25) 1.25 / 98 1.60) 0.68 o.z7 0.09 0�_5 3X8 5X6' 2X4 B1 6X6 2-0-0 5X14 3X4 82 3X6 0-4-5 /O B3 W:508 W:508 ,p T. Tq/y cr'L W:508 55-0 35-54 R:3001 ��v RA69 y (1y R:2170 U:-119 U: LIA7 J 12,A0 1-12.00 � 21-6-8 9-8-0 13-9-8 No. C 72460 2-0-0 2-0-0 1, 6.0 1-6 0 �•-•( 11 12 13 14 49-0-0 15 16 17 18 19 20 21 CIVIL. �P OF Cqt V: All connector plates are Alpine Wave 20 ga., unless preceded by •H" for High Strength 20 ga., "S• for Super 10/15/2015 Strength 1 B ga. Plates are to be ositioned er Joint DetaB Reports. **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Bryan Moore Drive�L0080615_L00007_]00001 268 - Homewood Tr (Cx) ss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR:Cust IR: W0: Dri veJL0080615_L000 rive DAW Trussos require e�dremo -1111 fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Budding Component DS n r • #LC = 55 WT/PLY : 433 g Safety Information. by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provitla temporary bracing per SCSI. Unless structural sheathing and bottom elhord shah have a property attached rigid tailing. Locations shown TC Live 20.00 L i veDu r L=1.25 P=1.25 f� r� rr rr noted otherwise, top chord shah have property attached for permanent lateral restraint webs snap have bracing Installedparthen sections B3.87 or 870, as applicable. Apply pates to each face of truss erM psf TC Snow(Pf) 0.00 psf SDOwDU r L=1. 1$ P=1.15 _ IUI�\\V\,JII ��� IE position as ahown above and on the Joint Details report, unless noted orae uh n be for any deviation from this drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens responsible Alpine, a division of ITW Building Components Group Inc., shall not resp. with ANSU TPI 1, or for handling, shipping, Installation & bracing of W sses. BC Ll V e D OD ps f 1.10 / 1.10 / 1.10 AN l7YV COMPANY conlormance A seal on this drawing or coverpage listing this drawing, Indicates acceptance of professional engineering responsibility Building . BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 2820 At. Groat SW Pkwy. Grand laraldo, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of (he Designer per ANSI/TPI 1 Sec.2 For more lnformationwethis job's general notes page and these web stes: Bldg Code' CRC-2013 DEFL RATIO: L/240 TC: L/24 TRUSPLUS 6.0 VER • T6.5.20 ALPINE: www elo'noilw.com: TPI: www to'nsl ora: WTCA: yrw-.v s6 'nom oM ICC: www Iccsefe.ora Truss ID: D2 Qt 3 Job Name: New Residence 10/15/2015 X REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied the following schedule: BRG -LOC 2.27" BC 2x4 DFL #1 & Btr. Refer to BCSI for proper required lateral ® per from to 1 S- 7-12 2132 5.50" 5- 4 3112 5.50" '3.32" WEB 2x4 DFL STANDARD restraint. For alternative web bracing, max O.C. TC 24.00" 15- 3- 8 33- 8- 8 2 35- 3 48- 9- 4 447 5.50" 1.50" WEDGE 2x4 DFL 01 & Btr. see ITWBCC's standard details. UPLIFT REACTION(S)': MAX DEFLECTION (span) Fabrication Tolerance - 20.0% FabKcr Designed per ANSI/TPI 1-2007 Bean ngs designed for an FcPerp value of the Support C&C Wind Non -Wind L/999 MEM 14-1S (LIVE) LC 44 (creep factor) = 2.00 T= Refer 3oint QC Detail Sheets fnr lesser of the truss chord lumber value or 1 -124 lb lb L- -0.13" D. -0.13" -0.26" to MAX DEFLECTION (cant) : Cq factors and Rotational Tolerances. 625 for all bearings. based 3 -107 HORIZONTAL REACTION(S) L/999 MEM 1-2 (LIVE) LC 49 Loaded for 10 PSF non -concurrent BCLL. T= interior bearingg locations. IRC/IBC truss plate values are on testing and approval as required by IBC 1703 b support 1 284 llb 284 L= -0.06" D= -0.07" -0.13" Mark all before erection. and ANSI/TPI and are reported in ESR -1118. support 3 -tea lotnt Locations --�- Install interior suppo rt (s) BASED ON GREEN LUMBER VALUES. Drainage shall be provided to avoid ponding. d This truss is designed using the 1 0- o- 0 12 D- o- 0 PLATING 2 5- 6- 0 13 5- 6- 0 are not to be removed. 20 ps Live Load applied to bottom chord in ASCE?-10 Wind Specification Left Overhang(s) 3 10- 9- 8 le 10- 9- 8 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! accordance with IBC/IRC code provisions. Bldg Enclosed = Yes, Truss Location Not End Zone 4 15- 3- 8 15 17-10- 0 S 19-10- 0 16 19-10- o Left Overhang Soffit loading = 5.0 psf 14.00 psf Exp Category = C 6 24- 6- 8 17 24- 6- 8 conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance ofprofessional engineering responsibility Bldg Length 89.42 ft, Bldg Width - 30.00 ft 7 29- 1- 4 18 29- 1- 4 0.00 psf 8.00 Mean roof height = 15.28 ft, mph = 110 8 33- 8- 8 19 33- 2- 8 9 38- 8- 0 20 3s- 2- 8 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Occupancy Category II, Dead Load - 13.2 psf 10 43- 7- 7 21 41-10-12 psf Designed as Main Wind Force Resisting System 11 49- 0- 0 22 49- o- o Designer per ANSI/TPI 1 Sec.2 - Low-rise and Components and Cladding CRITICAL MEMBER FORCES: TC COKP. DUR. / TENS.((WR.)) CST Tributary Area 9B sqft OL- 1 0 1.603/ 6S(1.25) 0.15 For more information sae this job's general notes page and these web sites: 1-2 -185 1.60))/ 775(1.25) 0.42 2-3 -739 1.25 / 110(1.60) 0.26 CRC -2013 DEFL RATIO• L/240 TC• L/24 3-4 -728 1.25 / 216 61 0.18 ALPINE: www.eloineihv.tom: TPI: www lo'nst om WTCA: ••^•^- bc�,Iry oro' ICC: www'ccsalo.om 4-5 -692 1.2S / 173 1.60 0.15 5-6 -668 1.25 / 162 1.60 0.15 6-7 -668 1.25 / 162 1.60 0.15 7-8 1.25 0.25 8-9 / 1105 1.25 0.38 9-10 -183(1.60)/ 480 1.25 0.32 10-11 -262(1.25)/ 419 1.25 0.32 , BC COMP. DUR. / TENS. DUR. CSI 12-13 -546 1.25 / 231 1.60) 0.19 13-14 -547 1.25 / 231 1.60 0.19 15_3_6 18_5_0 15-3-6 14-15 -79 1.60 / 627 1.25 0.33 1.60 / 1174 1.25 0.41 , 2 3 4 5 6 7 6 9 1O 1 1 viz'+ ,/ 15-16 -94 16-17 -57 1.60 / 855 1.25 0.27 17-18 -81 1.60 / 192 1.25 0.19 ( ) �� "" I Bv'`DJN V N� 18-19 -61 1.60 / 192 1.25 0.15 6.00 -8'0 ( 19-20 -876 1.25 / 169 1.6, 0.16 20-21 -567 1.25 / 73 1.60 0.26 21-22 -305 1.25 / 241(1.60) 0.35 4X6 5X6 4X8 1.5X4 6X8 w / /� N ��� / V/SAO WB COMP. DUR. / TENS.(1. CSI 2-13 -1920 1.25 / 166(1.60) 0.47 0.54 T ,K1 � r ,per 1/ S+ D 2-14 -97 1.60 / 1338(((1.25 3-14 -350 1.25 / 125 1.60 0.32 1.5X4 H0508 ` 4-14 -244 1.25 / 121 1.60 0.14 4-1S -68 1.60 / 280(1.25 0.13 5-15 -873 1.25 / 11 1.60 0.41 10-6-„ I 7X6 1.5X4 11-6-9 5-16 -36 1.60 / 876 1.25 0.36 0.16 I SHIP S-17 -31S 1.2S / 18 1.60 6-17 -316 1.25 / 40 1.60 0.10 7-17 / 1005 1.25 0.41 7-18 / z3a(1.25 0.16 2.5X4 5X6 4X8 1.5X4 2.5X4 Ill = 7-19 -1589 1.25 / 0.63 8-19 -9 1.60 / 848(1.25) 0.34 e-zo -1744 l.zs / 0.79 = 0-4-5 4X10 6X6 4X12 2-0-0 5X12 3X4 0-4-5 �yppESS/p� 9-20-fi56(1.25 / 110(1.60) 0.69 0.27 B 1 j32 3X6 E!3 9-21 -24(1.60 / 663(1.25) 10-21 -320 1.25 / 97(1.60) 0.09 W:508 W:508 15-5-4 W:508 y��T. TqN F'L R:447 5-5-0 R:2132 R:3112 5 (y1 Ei U:-107 J U:-124 U: 12.0 -12.00 t(1 7l7 17-10-0 13-4-8 13-9-8 No. C 72160 BUTTE COUNTY 1.610 2-0-0 2.0.0 ,;6p BUILDING Di;r4SI"12 13 14 49-0-0 15 16 17 18 19 20 21 22 CIVIL• �P c� A®l 1® ROV0.. OFCAUF�� All are Alpine Wave 20 ga., unless preceded by'H• for High Strength 20 ga., `S' for Super 10/15/2015 connector plates Strength 18 ga. Plates are to be positioned per Joint Detail Reports. 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Bryan Moore DIR: Drive_M_0080615_L00007_300001 (GA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Ori ve�L0080615_L000 Trusses require extreme caro in fabricating, handling, shipping, installing and bracing. Refer to and logow me latest edition of SCSI (Building Component for to these functions. Installers shag proviso temporary bracing per SCSI. Unless DS n r • AW 9 . #LC = 55 WT/PLY. 447 Satery Information. by TPI and WTCA) safety practices prior performing -led otherwise, lop chord shag have property allachod structural sheaming and bottom chard shag have a property attached rigid ceding. Locations shown TC Live 20.00 psf L i veDu r L=1.2 5 P=1.2 5 of webs shag have bracing unless tl per SCSI sections B3, 87 or 410, es appliwWe. Apply plates to eacn face of Wss and SCSI install for permanent lateral rve ,,p,positi TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 IU\\V\Ifll anmulal above end of the Joint Details capon, noted se. and Alpine, a division of ITW Building Components Group Inc., shad not be responsible for any deviation from this drawing, any falure to build the thrw in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITw COMPANY conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance ofprofessional engineering responsibility BC Ll Ve 0.00 psf 8.00 1.10 / 1.10 / 1.10 0. C. SpaCi ng 2- 0- 0 2820 N. Groat SW Pkwy. Grand Pralda, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead psf Designer per ANSI/TPI 1 Sec.2 For more information sae this job's general notes page and these web sites: 81dg Code• CRC -2013 DEFL RATIO• L/240 TC• L/24 TRUSPLUS 6.0 VER • T6.5.20 ALPINE: www.eloineihv.tom: TPI: www lo'nst om WTCA: ••^•^- bc�,Iry oro' ICC: www'ccsalo.om 3-4 4-5 Truss ID: D2S Qty: 1 Job Name: New Residence S-6 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. lateral This design based on chord bracing applied the following schedule: 1 5- 7-12 2258 S.50" 2.41" BC 2x4 OFL #1 & Btr. ® Refer to SCSI for proper required For alternative web bracing, per max o.c. from to 2 35- 3-12 1559 5.50" 2.21" lJEB 2x4 DFL STANDARD restraint. ITWBCG's standard details. TC 24.00" 15- 3- 8 33- 8- 8 MAX DEFLECTION (span) 2x4 DFL #1 & Btr: 18-9 20.0% see Designed per ANSI/TPI 1-2007 UPLIFT REACTION(5) L/999 MEM 12-13 (LIVE) LC 46 Fabrication Tolerance = factor) 2.00 Bearings designed for an FcPerp value of the Support C-1 Wind Non -Wind L- -0.14" D= -0.14" T= -0.27" DEFLECTION (cant) Kcr (creep - Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or 1 -104 lb lb MAX L/974 MEM 1-2 (LIVE) LC 55 Cq factors and Rotational Tolerances. 62S for all bearings. 2 -126 HORIZONTAL REACTIONS) L- -0.07" D- -0.08" T= -0.1s.,Loaded for 10 PSF non -concurrent BCLL. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 support 1 520 lb EX.WB DEF CRITERIA:L/120 Drainage shall be provided to avoid ponding. GREEN LUMBER VALUES. and ANSI/TPI and are reported in ESR -1118. support 2 520 lb IN MEM 18- 9; T=, 0.58" PLATING BASED ON This truss is designed using the End verticals are designed for axial loads Joint Locations ----- =O- 0- 0 10 0- o- o ASCE?-10 Wind Specification only, unless noted otherwise. in 975 975 1.25 0.22 2 5- 6-12 11 s- 6-12 Bldg Enclosed = Yes, 20 psf Live Load applied to bottom chord 16-17 17-18 3 10- 8- 0 12 1O- 8- 0 Truss Location Not End Zone accordance with IBC/IRC code provisions. 4 15- 2- 0 13 17- 8- 8 5 19- 8- 8 14 19- 8- 8 0 15 24- s- o Exp Cdte C 9 y= Bldg or Length 89.42 ft, Bldg Width - 30.00 ft COMP. OUR.)/ TENS.(DUR.) -2034 1.25)/ 1.60)/ CSI 94 1.60 0.53 1423(1.253 0.58 6 24- 5- 7 28-11-12 16 28-11-12 Mean roof height - 15.28 ft, mph 110 3X8 4X4 6 33- 7- 0 17 33- 1- 0 35- 6- 8 Occupancy Category II, Dead Load = 13.2 psf By/�D �� v��l\I i•'� f Y f 9 35- 6- 8 18 CRITICAL MEMBER FORCES: Desi red as Main Wind Force Resisting System 9 g 3-12 4-12 TC COMP4ff(ft ))/ TENS. ((DUR.)) CSI - Low-rise and Components and Cladding 1-2 -99(1. fill)/ 527(1.25) 0.41 Tributary Area m 71 sgft 2-3 -1045 1.25 / 116(1.60 o.za 3 206(1 60 0 17 Vertical members exposed to wind: 18- 9 { � /� y J ��/ 3-4 4-5 -1031 -1049 1.25 / 164(1.60 0.14 S-6 -1319 1.253/ 15S(1.'01 0.16 6-1 7-8 -1319 1.253)/ -380 1.25 / 155(((1.60)3 0.19 175 1.60 0.17 8-9 -4J5 1.25 / 190 1.60 O.OS BC COMP. OUR. / TENS. DUR. CSI ]0-11 11-12 -334 1.25 / -543 1.60 / 103 1.60 0.23 240 1.60 0.18 15 2 18-5-� 1-11-6 12-13 -332 1.60 / 924 1.25 0.39 1.5 o. s4 1 ♦- 1 2 3 4 5 6 7 13-14 14-15 -s21 1.60 / -3fi1 L.60 / 18781, 1358 1.25 0.35 1.25 0.30 15-16 -274 1.60 / 975 975 1.25 0.22 6.00 -8.0 16-17 17-18 -274 1.Be / -265 1.60 / 548 1.60 0.06 Q / BUTTE T WB 2-11 2-12 COMP. OUR.)/ TENS.(DUR.) -2034 1.25)/ 1.60)/ CSI 94 1.60 0.53 1423(1.253 0.58 5X6 4X6 1 5X4 3X8 4X4 $X6 By/�D �� v��l\I i•'� f Y f 3-12 4-12 -44 -342 1.253/ -339 1.2SI/ 120((1.60)) 0.31 93 1.60 0.19 { � /� y J ��/ 4-13 5-13 -16 1.60 / -1624 1.25 / 541 1.25 0.22 297 1.60 0.77 1.5X4 k� O A /�'�� " I V 5-14 5-15 6-15 -326 1.60 / -130 1.60 / -312 1.25 / 1351 1.25 0As 108 1.60 O.OS 42 1.60 0.10 712 1.25 o.29 10- 10 10- 9- -1O e ® , p E 6 7-15 7-16 -69 / 218 1.25 0.09 5X6 -0 SHIP 7-17 -1317((1.25 / 106 1.60 0.52 8-17 9-17 -64(1.603/ -297((1.603/ 172 1.60 0.05 1296 1.25 0.S3 9-18 -1543 1.25 / 273 1.60 0.83 3X8 1.5X4 4X6 6X6 6X10 0-5-5 2X4131 4X10 5X12 2-0-0 3X4 B2pfESS10 T. 5-5-0 W:508 12.00 -1� 2.00 SEu Tml Fi R: 559 U:-104 U:-126 J`O 0*8 m _g_g 13-4-8 70 2_D_ 2 No. C 72160 35-6-8 10 11 12 13 14 15 16 1718 CIV11r �P 9�OF CAL1�O�� All are Alpine Wave 20 ga., unless preceded by 'H' for High Strength 20 ga., •S' for Super 10/15/2015 connector plates Strength 18 ga. Plates are to be positioned per Joint Detail Reports. "WARNING!"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Bryan Moore 268 - Homewood Truss DIR: Drive .M 0080615_1-00007_]00001 (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve�L0080615_L000 Trusses _,1, mdreme core in fabricating, handling, shipping, installing and bra ring. Rolex to and follow ma latest edition of SCSI (Budding Component DS n r • AW g # LC = 56 WT/PLY : 3634 Salaty Information, by TPI and WTCA) for safety practices prior to performing mese functions. Installers shall provide temporary bracing per BC SI. Unlass holed otherwise. lop chord shall have properly attached structural sheathing and bottom clued shall have a property attached rigid ceiling. Locafwns shown TC Live 20.00 psf L i veDu r L=1.25 P=1.25 v v rm for pinnas lateral of webs shall hails report. Installed per B3, B7 or 010, as applicable. Apply plates to each lace of Imss and TC Snow (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 �^ 1 other iselions position as shown above and on the Joint Oxtails raper, unless noted otherwise. show above and Alpine, a division of ITW Budding Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens conlormance with ANSIrrPI 1, or for handling, sNpping, Installation & bracing of Irsses. BC Live 0 . 00 psf 1.10 / 1.10 / 1.10 AN ITW COMPANY A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility design The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf O. C. Spaci ng 2- 0- 0 2820 N. Groat SW Pkwy. Grand Pmhlo, 7X75050 solely for the shown. Designer per ANSUiPI f Sec.2 For move Information we this job'sgenerelnotespage and these web sites: Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L/2421 TRUSPLUS 6.0 VER • . . 76520 ALPINE: www aln'ne'M mg TPI: www lofnsl ern: WTCA: www gbc n„ usti�n.o_ ICC: www ieespfa.ora Job Name: New Residence Truss ID: D3 Qt 7 ERIS X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied 1 0- 2-12 1910 5.50" 2.04" BC 2x4 DFL #1 & Btr. ® Refer to BCSI for proper required lateral per the following schedule: 2 35- 3-12 1908 5.50" 2.58" WEB 2x4 DFL STANDARD restraint. For alternative web bracing, max D.C. from to MAX DEFLECTION (span) : 2x4 DFL #1 & Btr. 18-9 see ITWBCL's standard details. TC 24.00" 15- 3- 8 33- 8- 8 L/999 MEM 12-13 (LIVE) LC 42 WEDGE 2x8 DFL #2 "[PM] -PLATE MONITOR USED -See Joint Report- UPLIFT REACTION(S) : L= -0.21" D= -0.24" T= -0.46" Fabrication Tolerance - 20.0% Designed per ANSI/TPI 1-2007 Support C&C Wind Non -Wind EX.WB DEF CRITERIA:L/120 Kcr (creep factor) = 2.00 Bearings designed for an FcPerp value of the 1 -44 lb IN MEM 18- 9; T- 0.58" Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or 2 -116 lb -r- Joint Locations ----- Cq factors and Rotational Tolerances. 625 for all bearings. HORIZONTAL REACTION(S) 1 0- 0- 0 10 0- D- D Loaded for 10 PSF non -concurrent BCLL. IRC/IBC truss plate values are based on support 1 520 lb 2 s- 4- a 1t s- 4- B Drainage shall be provided to avoid ponding. testing and approval as required by IBC 1703 support 2 520 lb 3 10- 8- 0 12 1a- 8- 0 PLATING BASED ON GREEN LUMBER VALUES. and AN and are reported in ESR -1118. This truss is designed using the 4 1s- 2- 0 13 17- 8- 8 20 sf Live Load a lied to bottom chord in End verticals are designed for axial loads ASCE7-10 Wind Specification 5 19- 8- 8 14 19- 8- 8 P pP Bldg Enclosed = Yes, 6 24- S- 0 15 24- 5- o accordance with IBC/IRC code provisions. only, unless noted otherwise. 9 7 28-11-12 16 28-11-12 - Truss Location - Not End Zone 8 33- 7- 0 17 33- 1- 0 Exp Category C 9 3s- 6- 8 18 35- 6- 8 Bldg Length = 89.42 ft, Bldg Width - 30.00 ft CRITICAL MEMBER FORCES: Mean roof height - 15.28 ft, mph - 110 TC CM1P.IDUR. / TENS.(DUR. CSI1-2 -28211.25 / 96 1.60 1.34 OccupancyCategory II, Dead Load 13.2 ps2-3 -24761.zs 1.600.31Designed as Main Wind Force Resisting System 3-4 -24671.25 / 241 1.60 0.20 - Low-rise and Components and Cladding 4-5 -16471.25 / 178 1.60 0.21 Tributary Area - 71 sgft 5-6 -17801.25 / 157 1.60 0.186-7 -17801.25 / 157 1.60 0.20Vertical members exposed to wind: 18-'9 7-8-4711.25 / 154 1.60 0.17 8-9 -5801.2S / 165 1.60 0.05 BC COMP. (DUR. / TENS.(OUR . CSI 10-11 -426(1.603/ 2257 1.25 0.62 11-12 -426((1.603))/ 2256 1.2S O.S3 12-13 -315 1.60 / 1602 1.25 0.49 13-14 -498(1.60 / 2801 1.25 0.67 14-15 -345(1.60 / 2010 1.25 0.46 15_16-26 1.60 / 1242 1.25 0.35 15_2-0 18-5-0 1-11-8 16-17 -267 1.60 / 1242 1.25 0.25 17-18 -290 1.60 / s47 1.60 0.06 1 2 3 4 5 6 7 8 9 WB COMP. (DUR.)/ TENS. (DUR.) CSI -8.0 2-11 / 126(1.25) 1.15 8.00 g�1TT 2-12 -14011.25 / 106 1.60 0.24 3-12 -3411.25 / 116 1.60 0.31 /� 4-12 -1041.60 / 913 1.25 0.37 6XQ_ 6 1_5X4 4X8 4 Q�1'' 4-13 -891.60 / 197 1.25 0.17 6X6 ��I�DIN 5-13 -19401.25 / 289 1.60 0.92 5-14 -3101.60 / 1984 1.25 0.81 ��� D/VISION 5-15 -4711.25 / '7111:60 0.19 6-15 -3081.25 / 42 60 0.10 1.$X4 ®� 7-15 -801.60 / 12113'1.25 0.45 �l�l �%� 7-16 / 15 1.25 0.09 `a 7-17 -1708 1.25 / 96 1.60 0.68 8-J7 -SO 1.60 / 18311 83 1.60 0.06 9-17 -289 1.60 / 1598 1.25 0.65 10- -10 2.5X4 9- -0 9-18 -1889 1.25 / 264 1.60 1.00 \_ / \ / 3X6 4X8 1.5X4 S vX8 6X10 ri 0-5-5 1.5X4 4X8 6X12 2-0-0 4X4 B2O��IQA,_ W:508 8X12 12.00 -1�- 2.00 11:1908 � 5E�1 T. TgyW�Fy 11:1910 LI 0�-8 U:116 ` J5 17-8-8 2�0-0 13-4-8j 35-6-8 No. C 72160 10 11 12 13 14 15 16 1718 TYPICAL PLATE: 8X12 CIV11- �P 4�OF CA AV: All connector plates are Alpine Wave 20 ga., unless preceded by "H• for High Strength 20 ga.,'S• for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. 268 - Homewood Truss (CA) "*WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT'"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses ro9uire e,areme care in fabricating, handling, shipping, installing and bracing. Refer to end I011ow Ne latest edition of SCSI (Building Component Salary Information, by TPI and WTCA) for safety pracdces prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chard shelf have property attached structural sheathing and bottom chord shelf have a property attached rigid ceiling. Locations shown Cust: Bryan Moore DIR: Drive eM 00080615_L00007_J00001 W0: Dri vSL0080615_L000 Dsgnr : AW kLC = 46 WT/PLY : 368 TC L 7 V e 20.00 psf Li V eDu r L=1.2 S P=1.2 5 r� rs for permanent lateral restainl webs shelf have rt. installed per BCS! sections B3, B7 or 870, as applicable. Appy plates to each lace of Wss and lotInstall TC S110W(Pf) 0.00 psf SnowDur L=1.15 P=1.15 [] '�1�\\V\IJII ��� WeeendontheJolnlDetailsreparL notedotherwise. 85n repo Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any (I to build the tress In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSIRPI 1, or for handling, shipping. Installation & bracing of busses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live e 0.00 psf f 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75030 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building 1 BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.20 For more information we this job's general notes page and these web sites: Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L/24 ALPINE: www aloineihr cam: TPI: www to'nst on: WTCA:::^rnv sbc.'ndLn= ICC: Job Name: New Residence BRG X -LOC REACT SIZE REQ'D 1 5- 7-12 1659 5.50" 1.77" 2 34-11-12 1698 HGR 1.81" BRG HANGER/CLIP NOTE 2 •HUS26 SupportConnection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 10-11 (LIVE) LC 46 L- -0.21" D= -0.20" T- -0.41" EX.WB DEF CRITERIA:L/120 IN MEM 13- 7; T. 0.61" -a 3oint locations 1 0- 0- 0 8 0- 0- 0 2 5- 4- 89 5- 4- 8 3 9-10- 8 10 9-30- 8 4 15- 4- 8 11 19- 1- 0 5 22- 9- 8 12 28- 3- 8 6 28- 3- 8 13 29- 9- 8 7 29- 9- 8 CRITICAL MEMBER FORCES: TC COMP.11.25)/ DUR, / TENS. DUR, CSI 1-2 -12711.25 / 65 1.60 0.26 2-3 -1400L.25 / 150 1.60 0.22 3-4 -10881.25 / 142 1.60 0.35 4-5 -11301.25 / 152 1.60 0.38 5-6 -2371.25 / 170 1.60 0.35 5-7 -296 189(1.60) 0.04 BC COMP. DUR. / TE60 1.6.) CSI 8-9 -1605 1.60 / 1605(1.60) 0.19 9-10 -785 1.60 / 1570(1.60) 0.42 10-11 -442 1.60 / 1214(1.25) 0.72 11-12 -937 1.60 / 1601 1.60 0.68 12-13 -1605 1.60 / 1605 1.60 0.29 WB COMP. DUR. / TENS. R. CSI 1-8 -1572 1.25 / 85 1.60 0.47 1-9 -52 1.60 / 1243 1.2S 0.51 2-9 -572 1.25 / 98 1.60 0.52 2-10 -363 1.60 / 460 1.60 0.47 3-10 -18 1.60 / 443 1.25 0.18 4-]0 -668 1.Be / 465 1.60 0.40 4-11 -643 419 1.60 0.35 5-11 -254 1':6600)'/ 762 1.25 0.54 5-12 -1358 1.25 / 137 1.60 0.83 6-12 -103 1.25 / 128 1.60 0.05 7-12 -161 1.60 / 1662 1.25 0.68 7-13 -1838 1.25 / 97 1.60 0.89 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2 x 4 DFL STANDARD 2x4 DFL #1 & Btr. 13-7 Fabrication Tolerance - 20.0% Kcr (creepP factor) - 2.00 Refer to ]oint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + + Designed for 1.6 K lbs drag load applied horizontally in either direction to the top chord panel Points, with dead + 0 % live loads using load duration - 1.60. Horizontal reaction - 1.6 K lbs at each bearing individually. Connection by others. + + + + + + + + + + + + + + + + + + + + + + 20 psf Live Load applied to bottom chord in accordance with IBC/IRC code provisions. Truss ID: DD ®Web bracing required at each location shown. Refer to BCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Designed per ANSI/TPI 1-2007 . Bearingsdesigned for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. End verticals are designed for axial loads only, unless noted otherwise. This truss is designed using the ASCE;-10 Wind Specification Bldg Enclosed - Yes, Truss Location - Not End Zone Exp Category C Bldg Length = 89.42 ft, Bldg Width = 30.00 ft Mean roof height = 15.28 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 60 sgft Vertical members exposed to wind: 8- 1, 13- 7 9-10-8 H I 18-5-07-6-0 ' 2 3 4 5 67 This design based on chord bracing applied per the following schedule: max O .C. from to TC 24.00" 15- 3- 8 33- 8- 8 Required bearing widths and bearing areas appl when truss not supported in a hanger. UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -61 lb 2 -130 lb HORIZONTAL REACTIONS) support 1 1604 lb support 2 -1605 lb 8.00 -8.Oa B1 W:508 R:1659 U:-61 5-5-0 29-9-8 STUB 18 9 10 11 113 1 are Alpine Wave 20 ga., unless preceded by 'H' for High Strength 20 ga.,'S' for Super as are to be positioned per Joint Detail Reports. X6 9- 11 B2 'HUS26 W:508 R:1698 U:-130 BUTTS BuIL.rRr>, ,..._, 0I•��..7 APPROVE JGJ ( No. C 72160 CIVIL �P OF C�Opta 10/15/2015 268 - Homewood Truss (CA) v/ \" ler "*WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "*IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. T-111 ra airs erdrem, care in "haft tin handgn shi in g and bradn Reler to and III- "a 111,11 edition of ecsl (Budding Com 9 . g• prior ct 1 g potent Safery Information. by TPI and WTCA) (or safely practices prior to padonning mese functions. Installers shall provide temporary orating per BCSI. Unless operf performing noted otherwise, top chord shall have property a itched slructurel sheathing end bottom chord shalt have a property attached rigid ceiling. Locations shown Cust: Bryan Moore DIR: Dri ve_M-0080615_L00007_J00001 W0: Dri ve�L0080615_L000 Ds nr AW #LC = 50 WT/PLY 304 9 • TC Live 20.00 psf P L i veDu r L=1. 2 5 P=1.25 for permanent lateral webs shall have reportg unless d par BCSI 63, B7 or 870, as applicable. Apply plates to each lace of truss and TC SnOw(Pf) 0.00 psf SnowDu r L=1.15 P=1.15 �� �\Jposition iselions as shown above end on ate telt/ Details repot, unless noted otherwise. above and n Alpine, a division of ITW Budding Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the miss In TC Dead 14.00 psf Rep Mb r Brill / Comp / Tens J AN ITW COMPANY conformance with ANSI/TPI 1, or for handling, shipping, Instagation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live e O . OD psf f 1.10 / 1.10 / 1.10 2820 N. Groat SW Pkwy. Grand Prairie, 7X75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSVTPI 1 Sec.2 TRIIS6.0 VFR: T6.5.20 Foe more infomaTPIconseemisjor�se�ormnolospa.eand hesowoesles: 'steal, Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 ALPINE. www.aPI.1.15i � ;. www.Ic:natan: WTCA: www . indn•Irvern: ICG w:::: ort Job Name: New Residence Truss ID: E1 Qty: 6 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1800 S.50" 1.92" 2 30- 7- 4 1665 RR 1.18" BRC HANGER/CLIP NOTE 2 "HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES L/999 MEM 9-10 (LIVE) LC 40 L- -0.18" D- -0.19" Tm -0.37" -- loint: Locations -- 1 0- 0- 0 7 30- 9-�0 2 5- 7- 0 8 0- 0- 0 3 11- 0- 0 9 7- 7- 0 4 15- 4- 8 30 15- 4- 8 5 19- 9- 0 11 23- 2- 0 6 25- 2- 0 12 30- 9- 0 CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. OUR CSI 1-2 -2490((((((1.25 / 66 1.60 0.25 2-3 -2319(1.25 / 125 1.60) 0.23 3-4 -16235((51.25 / 155 1.60) 0.18 4-S -1623 1.25 / 156 1:61 O.1B 5-6 -2344 1.25 / 130 1.60)) 0.22 6-7 -2513 1.60 0.21 eC COMP.(DUR.)/ TENS. DUR. CSI 8-9 / 1987 1.25 0.45 9-10 / 1587 1.25 0.54 10-11 / 1598 1.25 0.54 11-12 / 2014 1.2S) 0.48 WB COMP. (((DUR. / TENS. WR. CSI 2-9 -2981.25 / 105 1.60 0.10 3-9 -27 1.60 / 611 1.25 0.2S 3-30 -611 1.25 / 107 1.60) 0.21 4-10 -101 1.60 / 1428 1.25) 0.58 S-]0 -623 1.25 / 106 1.60) 0.21 S-11 -43 1,60 / 638 1.2S 0.26 6-11 -310(1.25 / 123 1.60) 0.10 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB2x4 DFL STANDARD Designed per ANSI/TPI 1-2007 Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. 20 psf Live Load applied to bottom chord in accordance with IBC/IRC code provisions. 10-7-5 x 0-4-5 ®Web bracing required at each location shown Refer to BCSI for proper required at restraint. For alternative web bracing, see ITWBCG's standard details. Fabrication Tolerance - 20.0% Kcr (creepP factor) - 2.00 Refer to ]oint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. 15-4-8 I 15-4-8 1 2 3 4 5 6 7 6.00 � c. 8.0 B1 W:508 R:1800 U:-65 1 30-9-0 _ '8 9 10 11 12 All connector plates are Alpine Wave 20 ga., unless preceded by "H' for High Strength 20 ga.,'S' for Super Strenath 18 aa. Plates are to be positioned per Joint Delag Reports. Requiredbearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1. -65 lb 2 -2S 1b HORIZONTAL REACTION(S) support 1 272 lb support 2 272 lb . This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location = Not End Zone Exp Category = C Bldg Length = 89.42 ft, Bldg Width - 30.00 ft Mean roof height - 15.31 ft, mph 110 Occupancy CategoryII, Dead Load 13.2 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 62 sqft V� 6'UkO ,Cot, J6 r4b, 11-7-3 o • SHIP �® X8 x 0-4-5 CN,.FC O W:308 R:1665 U:-25 72160 �9 F iVW_ O CAL/ 10/15/2015 268 - Homewood Tr(I s ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Bryan Moore DIR: Dri (CA}s"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: D rive 0080615_L000 e Trusses require e,dreme care N 1,16"ting, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component -M -00080615_L00007_]00001 Dsgnr: AW #LC = 42 WT/PLY: 217 Safety lnfornation. by TPI and WTCA)for safety practices prior to performing thew functions. Install- shag provide temporary bracing per SCSI. Unless TC Live 20.00 psf Li veDu r L=1.2 S P=1.2 5 noted otherwise, lap chord shall have properly attached structural sheathing and bottom chord shag have a propedy attached rigid coding. Locations shown for permanent lateral webs shad have bracing unless d per SCSI sections 83. B7 or 870, as applicable. Apply plates to sato lace of truss and TC SfIGw(Pf) 0.00 psf SDOwDUr L=1.15 P=1.15 u vV position es shown aoovaeM on the Joint Details repon, unless noted otherwise. above and n Alpine, adivInoflTWBuilding Components Group Inc., shag net beresponsible far any deviation from Nlsdrawing. any (alum tobuild the bass In TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY conformance with ANSIRPI 1, or far handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf P 1.15 1.10 / 1.10 / 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 T6.5.20 Far ammInto_tion sea this job's general notes page and these web sites: Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 TRUSPLUS 6.0 VER • ALPINE: www ato'nc'Iwcom: TPI: )5wwioinst aro: WTCA: www coon„ du_atry ori: ICC: Job Name: New Residence Truss ID: EG Ut : I BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. UPLIFT REACIION(S) : Support Cat wind Non-Hind 1 0- 5=11 323 11.37" 1.50" Refer to SCSI for ro er re uired lateral BC 2x4 DFL #1 & Btr. ® P P q 1 -6 ib 2 2- 8- 0 183 3.50" 1.50" DC SLIDER 2x4 DFL #1 & Btr. restraint. For alternative web bracing, . 3 -2 1b 3 4- 0- 0 140 3.SO" 1.50 WEB 2x4 DFL STANDARD see ITWBCG's standard details. 4 -3 lb 4 5- 4- 0 146 3.50" 1.50 Designed per ANSI/TPI 1-2007 Plates outside the truss perimeter are designed for the location shown only. b s -3 tlb 5 6- 8- 0 152 3.50" 1.50" 6 8- 0- 0 157 3.50" 1.50" Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the Trim to match profile if necessary. 7 -3 1b 9- 7 4- 0 163 3.50" 1.50" lesser of the truss chord lumber value or Kcr (creep factor) = 2.00 8 -3 lb 9 -3 lb 8 10- 8- 0 169 3.50" 1.50" 625 for all bearings. Refer to Joint QC Detail Sheets for 10 -15 7b 9 12- 0- 0 178 3.50 1.50" IRC/IBC truss plate values are based on Cq factors and Rotational Tolerances. 11 -3 lb 10 13- 4- 0 170 3.50 1.50" 1,SO" testing and approval as required by IBC 1703 Loaded for 10 PSF non-concurrent BCLL. bearing locations. 12 -3 1b lb 11 14- 7- 8 176 3.S0" 12 16- 1- 8 177 3.50" 1.50" and AN and are reported in ESR-1118. Mark all interior ( Permanent bracing is required to Install interior support s) before erection. 13 -14 14 -3 tb lb 13 17- 5- 0 177 3.50 1.50 14 18- 9- 0 179 3.50 1.50" prevent rotation/toppling. See Building designer shall verify gable loads and eave loads, if applicable. 15 -3 17 lb ts 15 20- 1- 0 170 3.50" 1.50" SCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. [+] gable bracing required 0 42" intervals, -3 18 -3 lb 16 21- 5- 0 164 3.S0 1.50" 17 22- 9- 0 1S8 3.50" 1.50" HORIZONTAL REACTION(5) if exposed to wind load applied to face. Details. 19 -3 lb 20 -2 lb 18 24- 1- 0 152 3.50" 1. SO" Support 2 111 lb See Il1JBCG's Gable Bracing pP support 21 140 lb Not designed for attic storage unless 21 -59 Its 22 -12 lb 19 25- 5- 0 147 3. SO" 1.50" 20 26- 9- 0 129 3.50" 1.50" This truss is designed using the noted otherwise. 21 28- 1- 0 206 3.50 1.50" ASCE7-10 Wind Specification 22 30- 3- 5 168 11.37" 1.50" Bldg Enclosed - Yes, MAX DEFLECTION (span) : Truss Location - Not End Zone L/999 MEM 12-13 (LIVE) LC 36 L- 0.00" D= 0.00" T- 0.00" Exp Category - C Bldg Length 89.42 ft, Bldg Width = 30.00 ft Mean roof height = 15.31 ft, mph 110 ..--- Io;nt Locations me 1 0- 0- 0 24 0- 0- 0 Occupancy Category•II, Dead Load 13.2 psf Truss designed to support 1-0-0 top chord outlookers 2 2- 8- 0 25 2- 8- 0 Designed as Main Wind Force Resisting System and cladding load not to exceed 3 PSF one face, 3 4- 0- 0 26 4- o- o 4 s- 4- 0 27 s- 4- o - Low-rise and Components and Cladding and 24" span opposite face., Top chord may be notched P 5 6- 8- 0 28 6- 8- 0 Tributary Area 86 sgft 5-Y 5• -$ 1.5" deep X 3.5 AT 48" o/c along top edge. DO NOT 6 B- 0- 0 29 8- 0- 0 WR COMP. OUR. / TENS. DUR. CSI 7 9- 4- 0 30 9- 4- 0 1 2 3 4 5 7 8 0 1 213 1 15 6 17 1$ 9 20 2 22 23 OVERCUT. No knots or other lumber defects allowed e 10- s- 0 31 10- e- o 2_25 3-26 -133 1.25 / 49 1.60 0.02 -117 1.25 / 12 1.60 0.02 within 12" of notches. Do not notch in overhang or 9 11- 0- 0 32 12- 0- 0 30 13- 4- 0 33 13- 4- 0 4-27 -� -125 1.25 / 15 1.60 0.02 $�-t5,UL1 3X4 heel panel. 11 14- 7- 8 34 14- 7- 8 5-28 12 15- 4- 8 3S 16- 1- 8 6-29 -130 1.25 / 12 1.60 0.04 -136 1.25 / 10 1.60 0.06 1.5X3 13 1.6- 1- 8 36 17- s- 0 7-30 9- 0 8-31 -142 1.25 / 7 1.60 0.09 3X4 -146(1.25 / 5 1.60 0.12 1.5X3 . 14 17- 5- 0 37 18- 15 18- 9- 0 38 20- 1- 0 9-32 21- 5- 0 10-33 -1S6 1.25 / 7 1.60 0.16 -149 1.2S / 27 1.60 0.05 1.5X3 .5X3 16 20- 1- 0 39 17 zl- 5- 0 40 22- 9- 0 11-34 13-35 -77 1.25 / 0.03 -77 1.2S / 0.03 1.5X3 .5X3 By TE 18 22- 9- 0 41 24- 1- 0 19 24- 1- 0 42 25- s- 0 14-36 0 43 26- 9- 0 15-37 -150 1.25 / 26 1.60 o.os -156 1.25 / 7 1.60 0.16 1.5X3 .5X3 BU�� COUNTY 20 25- 5- 21 26- 9- 0 44 28- 1- 0 16-38 22 28- 1- 0 45 30- 9- 0 17-39 18-40 -149 1.25 / 4 1.60 0.12 -143 1.25 / 7 1.60 0.09 -137 1.25 / 10 1.601 0.0610-7-5 1.5X3 1.5X3 - .5X3 .5X3 p �N D'Vi�' 23 30- 9- 0 CRITICAL MEMBER FORCES: 19-41 -131 1.25 / 12 1.60 0.04 -126 1.25 / 27 1.60 0.02 1.5X3 1.5X3 .5X 5X3 11 SHIP OA AP�® TC COMP. DUR. / 7D15. WR. C0LL0-42 1-2 -194 1.60 / 151 1.60 O.OSrl-43 2-3 -169 1.60 / 113 1.60 0.0422'44 -113 1.25 / 14 1.60 0.0z -151 1.25 / 54 1.60 0.02 -77 1.2s / 0.03 1.5X3 .5X3 vj�b 3-4 -161 1.60 / 98 1.60 0() .0211-34 4-5 -144 1.60 / 87 1.60 0.0213-35 -77 1.25 / 0.03 1,5X3 .5X3 X$ 5-6 -127 1.60 / 76 1.60 0.02 0.02 3X$ _ 6-7 -110 1.60 / 66 1.60 7-8 -81 1.25 / 55 1.60 0.02 6-9 -84 1.25 / 44 1.60 0.02 = 04 D-4-5��0`, 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 9-1087 1.25 / 70 1.601 0./z 9_10 10-11 -143 1.60 / 108 1.60 0.04 11-12 -123 1.60 / 79 1.60 1.03 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2.5X4 T1vV Fyc 12-13 -123 1.60 / 80 1.60 0.03 2.5X4 1.5X3 1.5X3 5X6 1.5X3 13-14 -143 1.60 / 112 1.60 0.04 J�yEu•• 14-1S -87 1.25 / 7S 1.60 0.02 1S-16 -84 1.25 / 45 1.60 0.02 , 16-17 -82 1.25 / 55 1.60 0.02 17-1b -110 1.60 / 66 1.60 0.02 18-19 -127 1.60 / 76 1.60 0.02 19-20 -144 1.60 / 87 1.60 0.02 BC 3D-9-0 COMP.(DUR.)/ TENS. (OUR.) CSI 4 25 26 27 28 29 30 3 32 33 3 35 36 37 38 39 40 41 2 4 5 No. C•72160 20-21 -161 1.60 / 97 1.60 0.02 34-35 0.01 21 -22 -169 1.60 / 111 1.60 0.035-364 Noll 22-23 -199 1.60 / 155 1.60 0.05 36-37 BC COMP, ffit / T11,11i UR. CSI 37-38 0.01 24-25_25 -87(1.60)/ 111(1.60) 0.05 39-41 30 2626 0001 0.01 % 0:03 TYPICAL PLATE C►V1:. �P 27 % 41-42 :2X4 0.01 OVER CONTINUOUS SUPPORT q�0.0 4x_43 01 43 4 / OFZ8-29 19:31 % 0.01 44-45 -140(1.60)// 125(1.60) 0.05 4f'� 31-32 / 0.01 % 0:03 All connector plates are Milne Wave 20 ga., unless preceded by'H' for High Strength 20 ga., •S' for Super 10/15/2015 A C C 1 OI 1 JI�O J 332-33 3-34 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! "WARNING!" Cust: Bryan Moore 268 - Homewood Truss DIR: Drive_M_0080615_L00007-100001 (CA) **IMPORTANT"'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. WO: Drive-YL-0080615-L000 Trusses -air, erdreme caro In fabricating, 19n18ng, shipping, installing and bracing, Rotor to and lollew ma lale11 edition of BCSI (gadding Component DSgnr: AW #LC = 40 WT/PLY: 382 SaMyInfonnation, by TPI and WTCA) for safety practices prior to performing thesefunctions. Installers small provide temporary bracing par BCSI. Unless noted othe-I., top ctd shall have attastructuralroperly etlaedstructuralsheathing and bottom chord shall have a property attached rigid ceding. Locations shown wr TC Live 20.00 psf L i veDu r L=1. 2 5 P=1. 2 5 for penmen shag have bracing Installed per BC51 sections 013. B7 or 0110, as applicable. Apply pates to each face of Truss and rv. TC Snow (Pf) 0.00 psf $nOWDUr L=1.15 P=1.15 ��� �J a-t n Ih. J position es shown shove erW on the Joint Details repan, unless nolotl olherwlse. shown b Alpine, a division of ITN Building Components Group Inc., shag not be responsible far any deviation from this drawing, any failure to build the imss In TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens conformance with ANSUTPI 1, or for handling. shipping, Installation & bracing of trusses. BC Live 0.00 psf f 1.00 / 1.00 / 1.00 AN ITW COMPANY TX 75050 A seal on this drawing or cover page listing this drawing, Indicates acceptance ofprofesslonal engineering responsibility design The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 2810 N. Great SWPkwy. Grand Prairie, solely for the shown. Designer per ANSI/TPI f Sec.2 FormoreiNormalionseethislob•sge111-Aolespogoendtlxfse web sites: Bldg Code: CRC-2013 DEFL RATIO• L/240 TC: L/24 • TRUSPLUS 6.0 VER: T6.5.20 ALPINE: www ato'neinv.cam: TPI: � WTCA: :�xv z6cindu=_trv.orn: ICC: www'ccsaleorn Job Name: New Residence BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1458 5.50" 1.56" 2 18- 7- 8 1313 4.00" 1.50" MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 1 L= -0.06" D= -0.11" T= -0.17" =3oint Locations 10- 0-0 6 0-0-0 2 S- 9- 6 7 S- 7-10 3 9- 4-0 8 9-4-0 4 13- 1-10 9 13- 3- 6 s 18- 9- 8 10 18- 9- 8 Tc COMP. (DUR. / TENS. (DUR.) CSI 1-2 -1934(1.253/ 73(1.60) 0.25 2-3 -1887(((1.25)))/ 91(((1.60))) 0.32 3-4 -1886 1.25 / 91 1.60 0.32 4-5 -1905 1.25 / 78 1.60 0.26 BC COMP.(DUR.)/ TENS. <DUR. CSI 6-7 / 1520(1.25 0.35 7-8 / 1523(((1.25 0.26 g-9 / 1501 1.25 0.25 9-10 / 1498 1.25 0.39 WB C OM P. (OUR.)/ TENS. (DUR. CSI 2-7 / 237(1.25 0.10 2-8 40 1.60 / 500 1.25 0.20 3-8 -572((1.25 / 44 1.60 0.14 4-8 -40(1.60 / 515 1.25 0.21 4-9 / 237 1.25 0.10 TC 2x4 DFL #1 & Btr. BC 2x4 DFL 01 & atr. WEB 2x4 DFL STANDARD Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid ponding Continuous lateral restraint attached to flat TC as indicated. Lumber shall be structural grade. Brace @ 24" O.C. unless noted. Not designed for attic storage unless noted otherwise. 4-3-10 1= 0-4-5 Truss ID: H1 Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. Permanent bracing is required to BCSIeant ndrANSI/TPItippling. See PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + + Designed for 1.1 K lbs drag load applied horizontally in either direction to the top chord panel points, with dead + 0 % live loads using load duration - 1.60. Horizontal reaction = 1.1 K lbs at each bearing individually. Connection by others. + + + + + + + + + + + + + + + + + + + + + + 5-10-15 t 5-9-7 1 1 3 4 5 8.00 6-11-0 8.0 180# 1.5X3 180# 4X8 B1 W:508 R:1458 U:-75 Thisdesign based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 5-10-15 12-11- 0 UPLIFT REACTIONS) : Support C&C Wind Non -Wind , 1 -75 lb 2 -67 lb HORIZONTAL REACTION(S) support 1 -1100 lb support 2 -1099 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Length = 89.42 ft, Bldg Width - 30.00 ft Meanroof height = 12.15 ft, mph = 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 63 sgft #1 hip girder supports 6-0-0 setback corner set and end jacks one face and 2-0-0 tributary length split TC/BC opposite face. conventional framing by others. 5 6 SHIP 0-55 OFESSIO� 132 w:aoo ny R:1313 J U:-67 t 1 60 l No. C 72160 I 18-9-8 r 9 10 6 7 8 BUTTE COUNTY meq$CMI- BUILDINGDIVIyiON OFCAUV All connector plates are Alpine Wave 20 ga., unless preceded by'H' for High Strength 20 ., or e B ee ll O 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. '"`WARNING!'"` READ AND FOLLOW ALL NOTES ON THIS DRAWIN- 1 Cust: Bryan Moore 268 - Homewood Trus DIR:. Drive�L0080615_L00007_300001 (CA **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve�L0080615_L000 Trusses require extreme cera in labrtwling, handling, snipping, installing and bracing. Refer to end follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices Prior to performing them functions. Installers shall provide temporary bracing per SCSI. Unless DS n r • AW #LC = 44 WT/PLY • 114 9 . noted otherwise, top chord shall have properly allachad structural sheathing and bottom chord shag have a property attached rigid calling. Locations shown TC Live 20.00 psf L i veDu r L=1.25 P=1.25 r� rf webs shag have bracing unstaged per BCCI ructions B3, B7 11 11111, rutappgcable. AppN plates to each lace of Wss end for permanent lateral rve larpmposido,nt TC SnGW(Pf) 0.00 psf SnowDur L=1.15 P=1.15 I�� II\ J ��� ILII \Vvl l,, and n Details report, unless noted the asshown aboveand on the, Alpine, a division of ITW Bustling Components Group Inc., shalt not be responsible for any deviation from this drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN /TW COMPANY confoIE rmance with ANSI?PI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 Dead 8.00 0. C. Spaci ng 2- 0- 0 2820 N. Great SW Pkwy. Grand Prairlo, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC psf Designer per ANSUTPI I Sec.Y FormatointormationseeNislob'sge"T"'otaspageandthes�w�bsites: Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L/24 TRUSPLUS 6.0 VER' T6.5.20 • ALPINE: ••x -v eln'ne'h: cpm TPI: www to'nst ora• WTCA: www �bcintln=try oro• ICC: www ecsalo ora Name: New Residence BRC X -LOC REACT SIZEREQ'D 1 0- 2-12 919 5.50" 1.50" 2 18- 7-12 786 HGR 1.50" BRG HANGER/CLIP NOTE 2 "HUS26 SupportConnection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC 39 L- -0.06" D- -0.11" T. -0.17" - Joint Locations ----- 10- 0- 0 6 18- 9- 8 2 S- 9- 6 7 0- 0- 0 3 7- 9- 6 8 7- 9- 6 4 11- 1-10 9 11- 1-10 5 13- 1- 8 10 18- 9- 8 CRITICAL MEMBER FORCES: TC COMP. OURJ// TENS. ((WR.) CSI 1-2 -10581.256(1.60)0.22 2-3 -891((((1.25/ 115 1.60 0.21 3-4 -691 1.25/ 98 1.600.15 4-S -882 1.25/ 114 1.60 0.19 5-6 -1052 1.25)/ 88 1.60) 0.21 eC COMP.(DUit TENS. WR. CSI 7-8 -1(1.60)/ 798 1.25 0.27 8-9 / 691 1.25 0.2S 9-10 -1(1.60)/ 793 1.25 0.26 WB COMP. OUR. / TENS. OUR CSI 2-8 -256 1.25 / 100 1.66 0.08 3-8 -47 1.60 / 317 1.25 0.13 3-9 -81 1.60 / 82 1.fi0 0. OS 4-9-48 1.60 / 306 1.25 0.12 S-9 -240 1.25 / 120 1.60 0.08 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Kcr (creep factor) - 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTION(S) support 1 131 lb support 2 131 lb Not designed for attic storage unless noted otherwise. Truss ID: H2 Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN/TPI and are reported in ESR -1118. Continuous lateral restraint attached to flat TC as indicated. Lumber shall be structural grade. Brace 0 24" O.C. unless noted. 7-10-15 2 r4 I 5 7-9-7 6 1 1 8.00 11-0 80 5X6 4X6 131 W:508 R:919 U:-74 �I 18-9-8 t 7 g 9 10 conneclor plates are Alpine Wave 20 ga., unless preceded by'H' for High Strength 20 ga.,'S' for Super englh 18 ga. Plates are to It positioned per Joint Detail Reports. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7-10-15 10-11- 0 Required bearing widths and bearing areas applyy when truss not supported in a hanger. UPLIFT REACTION(S) : ' Support C&C Wind Non -Wind 1 -74 lb 2 -34 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location - Not End Zone Exp Category = C Bldg Length = 89.42 ft, Bldg Width - 30.00 ft Mean roof height = 12.82 ft, mph 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 38 sqft 6- -8 SHIP X6 T_0-5-5 *HUS26 W:308 R:786 U:-34 BUTTE COUNTY BUILDING DIVISION APPROVED �oFcsslO'�i T. TqN F,y�i No. C 72160 civiv- �P q�OF. 10/15/2015 268 - Homewood TT'u5s (CA ^/^� WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING!' "WARNING!" "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses requ'va ardreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary bracing per BCSI. Onto. noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid calling. Locations shown Cust: Bryan Moore DIR: Drive M 0080615_1-00 0 0 7-7 0 0 001 W0: Drive -M -0080615-L000 DS n r • AW 4LC = 40 WT/PLY • 121 9 TC Live 20.00 psf L i veDu r L=1. 2 5 P=1. 2 5 v rN of webs shall have bracing unless d par BCSI sections W. 87 or 870, as applicable. Appy pales to each lace of muss and for permanent Installed 1, perp TC Snow(Pf) 0.00 psf SnowDu r L=1.15 P=1.15 [] �� as mown above and on me Joint Details repobracing vanab above and noted otherwise. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any devlxdon from this drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN f7lN COMPANY trusses.conformonce with ANSIrTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2- 0- 0 2820 N. Groat SW Pkwy. Grand Pralris, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng Designerper ANS11TRI I Sec.2 For moreinfonna0onscathsiob'agoneralnotaspagoand hosewabsites: Bldg Code' CRC -2013 DEFL RATIO• L/240 TC' L/2401 • TRUSPLUS 6.0 VER T6.5.20 ALPINE: wwty alnincihv.com: TPI: www.loinslora: WTCA: www s_ bc'n,�,lrv.ora: ICC: www'ccsaleorn _ Job Name: New Residence Truss ID: H3 Qty: 1 BRG X -LOC REACT SIZEREQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 Required bearing widths and bearing areas when truss not supported in a hanger. 1 0- 2-12 919 5.50" 1.50" BC 2x4 DFL #1 & 3tr. Fabrication Tolerance = 20.0% apply 2 18- 7-12 786 RR 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the UPLIFT REACTION(S) : BRG HANGER/CLIP NOTE Kcr (creep factor) - 2.00 lesser 0f the truss chord lumber value or Support C&C Wind Non -Wind 2 HUS26 Refer to Joint QC Detail Sheets for 625 for all bearings. 1 -63 lb 2 lb Support Connection(s)/Hanger(s) are designed for horizontal loads. Cq factors and Rotational Tolerances. 'IRC/IBC truss plate values are based on approval as required by IBC 1703 -22 HORIZONTAL REACTIONS) not Loaded for 10 PSF non -concurrent BCLL. testing and in ESR -1118, support 1 164 1b SEE SIMPSON CATALOG PLATING BASED ON GREEN LUMBER VALUES. and AN and are reported support 2 164 lb FOR ADDITIONAL INSTALLATION NOTES This truss is designed using the Not desiggned for attic storage unless MAX DEFLECTION (span) ASCE7-10 Wind Specification not of erwise. h L/999 MEM 6-7 (LIVE) LC 39 Bldg Enclosed =Yes, "- L- -0.10" D= -0.19" T- -0.28" Truss Location =Not End Zone -i -- 3oinc Locations ----- Exp Category C o- o- o S 18- 9- B Bldg Length = 89.42 ft, Bldg Width = 30.00 ft 2 6- 0- 0 6 0- 0- o 3 9- 5- 8 7 9- 5- 8 Nean roof height = 13.33 ft, mph 110 4 12-11- 0 8 18- 9- a Occupancy Category II, Dead Load = 13.2 psf CRITICAL MEMBER FORCES: Designed as Main Wind Force Resisting System TC COMP. OUR. / TENS. OUR. CSI - Low-rise and Components and Cladding 1.66 0.23 2-3 -793 1.25 / 901.60 0.20 1-2 -1045 1.25 / 7611:601 Tributary -Area 38 sgft 3-4 -792 1.25 / 93160 0.19 4-S -1041 1.25 / 74 0.21 BC COMP.(DUR.)/ TENS hiCSI 6-7 / 788(1.25 0.49 7-8 / 784(1.25 0.49 WB COMP. (OUR. / TENS. (OUR. CSI 2-7 -301(1.253/ 97(1.603 0.1S 3-7 53((1.603/ 613((1.253 0.25 7 29 5 125 116160 014 6_ _0 0-4-5 I 9-5-89-4-0 _ t 1 2 3 4 5 8.00 8.0 3X8 B1 W:508 R:919 U:-63 160 18-9-8 1 6 7 8 are Alpine Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super as are to be positioned per Joint Detail Reports. 7-7-14 SHIP X6 I 0-5-5 B2 'HUS26 W:308 R:786 U:-22 BUTTE BUILDi[\j(': APPROVLU T. rqy KFti� J �rt 7 No. C M60 CMI OF Gpy►F 10/15/2015 168 - Homewood Trus (CAT V V ru "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses re4uho eNeme care Nfabricating, handling, shipping, insWling entl I ..in,, Reler to and follow Na latest etlition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a propody attached dgid ceiling. Locations shown Lust: tsryan PIGGre DIR: Dri ve�L0080615_L00007_J00001 W0: Dri ve�L0080615_L000 Dsgn r: AW #LC = 40 VT/PLY: 107 TC Live 20.00 S f p L i veDu r L=1.25 P=1.25 r� ri for permanent webs shall have bracing Installed per sections B3, 87 or 870, as applicable. Apply plates to each lata of truss and TC SI10W (Pf) 0..00 psf SnowDu r L=1.15 P=1. 15 (] I �\ I I` ,f �� u vV a ve and n other position as shown above and an the Joint Details report, unless noted otherwise. shown Alpine, a d1vision of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any fallum to build the truss In TC Dead 14.00 psf Rep Mb r Brill/ Comp / Tens AN /TW COMPANY nformce with ANSIRPI 1, or for handling, shipping, Installation & bracing of trusses. coan A seal on this drawingor cover page listing this drawing, indicates acceptance o/ rofessional engineering responsibility P 8 8 9• P P 9 9 P ty BC Live 0.00 psf 1.10 / 1.10 / 1.10 1810 N. Graaf SW Pkwy. Grand Pralrlo, 7x75030 solely /or the design shown. The suitability and use of this drawing /or any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 Designer per ANSYTP11 Sec.2 TRUSPLUS 6.0 VER T6.5.20 Fo moroinfonnalionseethisjob'sgeneraInolespageand hesewebstes: Bldg Code' CRC -2013 DEFL RATIO: L 240 TC: L 24 / / ' ALpINE:wwwato'ne'tweo ,n.www.tolnstoro:WTCA:www ry ICC:www'ccsate.om Job Name: New Residence Truss ID: 12 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : ' Support C&C Wind Non -Wind 1 0- 2-12 218 5.50" 1.50" BC 2x4 DFL STANDARD Fabri cats 0n Tolerance - 20.0% for FcPerp value of the 1 -53 lb 2 1-11- 0 57 1.50" 1.50" Kcr (creep factor) = 2.00 Bearings designed an lumber value or 2 -46 lb 3 1-11- 4 31 1.50" 1.50" Refer to Joint QC Detail Sheets for lesser of the truss chord hearings. 3 -1 1h MAX DEFLECTION (s an) Cq factors and Rotational Tolerances. 8CLL. 625 for all IRC/IBC truss plate values are based on This truss is designed using the L'/999 MEM 1-2 (LIVE) LC 1 L= n.fiv n= n.nn" T= n.00" Loaded for 10 PSF non -concurrent Mark interior bearingg locations. testing and approval as required by IBC 1703 ASCE7-10 Wind Specification --- Joint locations ----- all Install interior suppPPort(s) before erection. and ANSI/TPI and are reported in ESR -1118. bearings (if for req. support. Bldg Enclosed =Yes, Truss Location Not End Zone 1 0- o- 0 3 0- 0- o PLATING BASED ON CREEN LUMBER VALUES. Shim needed) Exp Category = C 2 2- 0- 0 4 2- 0- 0 CRITICAL MEMBER FORCES: Not desi ned for attic storage unless Bldg Length 89.42 ft, Bldg Width = 30.00 ft TC COMP. (DUR.)/ TEMs.(ouR.) c02 noted of erwise. Mean roe height 10.67 ft, mph 110 f 1-2 -46(1.603/ 29(1.25) 0.02 Occupancy Category II, Dead Load = 13.2 psf 2-0 -2(1.25 / 0(1.25) 0.00 Designed•as Main Wind Force Resisting System BC COMP. (DUR.)/ TENS. (DUR.) CSI - Low-rise and Components and Cladding 3-4 -19(1.60)/ 59(1.603 0.06 Tributary Area - 4 sqft 4-0 0(1.60)/ 0(0.90 0.00 2 6.00 Eft w:108 11:57 U:-46 2- -1 SHIP 33 IN:108 R:31 J: 1 1-6-0 2-0-0 '3 4 r are Alpine Wave 20 ga., unless preceded by "H' for High Strength 20 ga.,'S- for Super as are to be positioned per Joint Detall Reports. BUTTE Cr! t', BUILDING DI !, t s APPROVED -T. TANV � J No. C 72160 Ar \F ICVI �FOL����P 268 -Homewood Truss (CA) **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require exveme core in fabricating, handling, shipping, installln, and bracing. Refer to and follow the latest edition of BCSI (Balding Component IT Initiatedon, by TPI and WTCA) for safety practices prior to performing (hem functions. Installers shall provide temporary bracing par BCSI. Unless noted otherwise, lop chord shall have propeAy attached sWCWraI sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown Cust: Bryan Moore DIR: Dri veM1_0080615_L00007_]00001 W0: Drive 0080615_L000 Dsgn r : AW #LC = 48 WT/PLY: 11 Live 20.00 psf LiowDur L=1.25 P=1.25 forpermawno oralnab restraint webs shall have bracing installed per BCSI sections BB. 87 or B 10, as applicable. Apply pales to each law of truss and TC SDOW (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 d D reportTC position as shown above and on the Joint Details report, unless noted otherwise. n Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN nW COMPANY conformance with ANSIrTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 P Sf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer perANSI/TPI 1 Sec.2 TRU$PLUS 6.0 VER' T6.5.20 Fo moreinfonnauonseethislob'sg�nemInotespageend hesewebstes: Bldg Code' CRC -2013 DEFL RATIO: L/240 TC' L/24 ALPINE: 'TPI: ' WTCA: v:: -v chcinAunrv.orn: ICC: Job Name: New Residence Truss ID: 14 oust: Bryan Moore DIR: rive -M 00806115_L000O7_JOOOOl W0: Dri ve�'q_0080615_L000 Dsgn r : AW /ILC = 50 WT/PLY: 16 Qty: 2 BRG ' X -LOC REACT SIZE REQ TC 2x4 DFL' #1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 0- 2-12 264 5.50" 1.50" BC 2x4 DFL STANDARD Fab n cation Tolerance - 20.0% for FcPerp of the 1 -43 lb 2 3-11- 0 111 1.50 1.50 Kcr (creep factor) = 2.00 Bearings designed an value lesser the truss chord lumber value or 2 -87 lb 3 1-11- 4 54 1.50" 1.50" Refer to Joint QC Detail Sheets for of 3 -35 lb MAX DEFLECTION (span) : Cq factors and Rotational Tolerances. BCLL. 625 for all bearings. IRC/IBC truss plate values are based on HORIZONTAL REACTION(S) L/999 MEM 1-2 (LIVE) LC 1Loaded L. -0.01" D- -0.02" T- -0.03" for 10 PSF non -concurrent Mark all interior bearingg locations. testing and approval as required by IBC 1703 support 1. 122 lb 3 122 lb -- Joint Locations ----- Install interior support(s)-before erection, and AN and are reported in ESR -1118. VALUES. support 1� 0- o- a 3 a- 0- o This truss is designed using the PLATING BASED ON LREEN LUMBER 2 2- 0- 0 4 2- 0- o ASCE?-10 Wind Specification Not designed for attic storage unless CRITICAL MEMBER FORCES: CSI Bldg Enclosed =Yes, noted otherwise. ' TC COMP. ((OUR.))/ TENS. ((DUR.) 1-2 -75(1.253/ 59(1.213 0.12 Truss Location Not End Zone 2-0 -2((1.25 / 0 1.25 0.00 Exp Category = C Bldg Length = 89.42 ft, Bldg Width = 30.00 ft BC CAMP. OUR. / TENS. WR. CSI 3-4 4a 1.60 / 123((1.60) 0.25 Mean roof height = 10.67 ft, mph = 110 4-0 0(1.60/ 0(1.60) 0.00 Occupancy Category II, DeadLoad .13.2 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 4 sqft 3- -3 0-4-5 8.00 1-6-0 , 2-0-0 3 4 are Alpine Wave 20 ga., unless preceded by "H" for High Strength 20 ga.,'S' for Super as are to be positioned per Joint Detail Reports. B2 W:10B R:111 U:-87 T 15401 SHIP 8��p E COUNT r N6 Div App�®vs'CIy r5 ySELLT. No. C 72160 OF 268 - Homewood Truss (CA) /\ *"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "*IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require etdrema cera in /abrkaUng. handling, shipping, InsWling end bradng. Reler to end follow me 111,11 edition of BCSI (Budding Component Sarery Infonna0on, by TPI and WTCA) for safety pmcOces prior to performing mese Iunclions. Inslallots shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shad have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceding. L -flops shown oust: Bryan Moore DIR: rive -M 00806115_L000O7_JOOOOl W0: Dri ve�'q_0080615_L000 Dsgn r : AW /ILC = 50 WT/PLY: 16 TC Live 20.00 psf Li veDu r L=1.25 P=1. 2 5 r� per BCSI sections B3. B7 or 810, as applicable. Apply plates to each lace of truss arid lar permanent lateral f websBCSIotherwise. ect sshadhave webs shad have bracing unless Earpposh TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 l�t��\V\IJII ��� ve and n n nasshown above ariao eJoint report, unless noted Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build me buss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITYY COMPANY conformance with ANSI?Pi 1, or for handling, shipping, installation & bracing of trusses. A this drawing or cover listing this drawing, Indicates acceptance o1pro/esslonal engineering responsibility BC Live 0.00 psf p 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Praline, TX 75050 seal on page solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 Designerper ANSYTP11 Seat - 6.0 VER T6.5.20 Far monsmformationseeUtislob'sgenealnolaspageanamesewebstes: Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L/24 TRUSPLUS - - ALPINE: o � TPI: o WTCA: www s6cindr slrv.ora: ICC: www icrsale om Name: New Residence BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 356 5.50" 1.50" 2 6- 0-12 395 1.50" 1.50" 3 8- 0-12 89 1.50" 1.50" 4 10- 0-12 197 1.50" 1.50" 5 12- 4- 4 70 1.50" 1.50" 6 5-11- 4 100 HCR 1.50" BRG HANGER/CLIP NOTE 6 -Toe Nails qty 2 16d Support Connections)/Hanger(s) are not designed for horizontal loads. MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 52 L- -0.05" D= -0.09" T. -0.14" Joint Locations 1 0- 0- 0 3 0- 0- 0 2 6- 0- 0 4 6- 0- 0 CRITICAL MEMBER FORCES: TC COMP.((WR.))))))/ TENS.(WR. CSI 1-2 -377(1.60 / 171(1.60 0.26 2-0 -194((((((C(1.60 / 41 1.60 0.23 0-0 -149 1.60 / 56 1.25 0.07 0-0 -5211 53 1.25 / 36 1.25 0.05 0-0 2 1.25 / 0 1.25 0.00 BC COMD. DUR.)/ TENS.(D11 CSI 3-4 -126((1.60)/ 352(1.60 0.20 4-0 0(1.25)/ 0(1.60) 0.00 TC 2x4 DFL #1 & Btr. OC 2x4 DFL #1 & Btr. i(cr (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Hark all interior bearingg locations. Install interior supports) before erection HORIZONTAL REACTION(S) support 1 352 lb support 6 352 lb 8-7-11 04-5 Truss ID: J12 Designced per ANSI/TPI 1-2007 Fabriation Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless noted otherwise. 8.00 1-6-B6 (� 6-0-0 Toe Nails 3 4' W'108 R:100 U: B5 W:108 R:70 U:-49 9-'-9 SHIP 4-4-5 1 3 Required bearing widths andbearing areas apply when truss not supported in a hanger. UPLIFT REACfION(S) : Support C&C Wind Non -Wind 2 -241 lb 3 -26 lb -87 lb 4 -139 16 5 -49 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location - Not End Zone Exp Category = C Bldg Length 89.42 ft, Bldg Width = 30.00 ft Mean roof height = 12.01 ft, mph = 110 Occupancy Category II, Dead Load - 13.2 psf Designed as Main Wind ForceResisting System - Low-rise and Components and Cladding Tributary Area - 12 sqft BUTTE COUNTY BUILDING DIVIS'.0 APPROVED T No. C 72160 OVER 6 SUPPORTS ' XZ�OFCA'L��#�: All connector plates are Alpine Wave 20 ga., unless preceded by'H' for High Strength 20 ga.,'S' for Super 10/15/2015 Plates are to be positioned per Joint Detail Reports. Strength 16 g. 1. WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! "WARNING!" Cust: Bryan Moore 268 - Homewood Truss DIR: Drive_h'L0080615_L00007_100001 (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. WO: Drive -M -0080615-L000 Trusses require exbomo care in fabricating, handling, shipping• insisting and bracing. Refer to and follow the latest edition of BCSI (Building Component DS nr • AW #LC = 62 WT/PLY : 41 9 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless TC Live 20.00 psf Li veDu r L=1. 2 5 P=1.25 noted otherwise• lop chord shag have property attached structural sheathing and bottom chord shall have a property attached rigid ceding. Locations slwwn permanent lateral of webs shag have brang Installedlesnper BCSIvise.sections 83, B7 or 810, ns applicable. Apply plates to each lace of Wss end TC SHOW (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 f�t��\V\fJll IILLr�_ pos tion as shown above and on me Joint Details repos, unless noted otha wise. position above and Alpine, a division of ITW Building Components Group Inc., shad not be responsible for any deviation from Oils drawing, any falure to build the truss In TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN /TW COMPANY conformonce, with ANSNrPI 1, or la handling, shipping, Installation & bracing of misses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live O. OO psf P 1.15 / 1.10 / 1.10 2- 0- 0 2820 N. Groat SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o/ this drawing for any structure Is the responsibility o/ the Building BC Dead 8.00 psf O. C. Spaci ng Designer perANSVTPl1 Sec.2 TRUSPLUS 6.0 VFR• T6.5.20 ationseethisjob'ageneralmisspageandthesewebsitos: Bldg Code: CRC -2013 DEFL RATIO• L/240 TC' L 24 • ALPINE: w,,= TPI:'www te'nstero: WTCA: me bdid st r • ICC: wwvv is adfu ern Job Name: New Residence BIG X -LOC REACT SIZE REQ'D 1 0- 2-12 356 5.50" 1.50" 2 6- 0-12 394 1.50" 1.50" 3 8- 0-12 92 1.50" 1.50" 4 10- 0-12 174 1.50" 1.50" 5 12- 0-12 129 1.50" 1.50" 6 13- 5- 0 45 1.50" 1.50" 7 5-11- 4 100 RR 1.50" BRG HANGER/CLIP NOTE 7 -Toe Nails qty 2 16d Support Connections)/Hanger(s) are not designed for horizontal loads. MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 52 L= -0.05" D= -0.09" T= -0.14" = loin[ Locations =1 0- 0- 0 3 0- 0- 0 2 6- 0- 0 4 6- 0- 0 ICA CRITL MEMBER FORCES: TC cam' .(OUR. / TENS.(DUR.) CSI 1-2 -411(((1.60 / 184(1.60) 0.26 2-0 -231(1.60 / 54(1.60) 0.23 0-0 -187((151.60 / 80((((1.60))1 O.OS 0-0 -104 1.60 / 38 1.25 0.04 0-0 -34 1.25 / 23 1.25 0.02 0-0 2 1.253/ 0 1.25))) 0.00 4 0 BC COMPO(DU1.60)/ TENSO(O1U.25) 0000 3-4 137((11 1 60 / 380 1.11 60 0 20 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. Kcr (creep factor) - 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearin@@ locations. Install interior supports) before erection. HORIZONTAL REACTION(S) support 1 379 lb support 7 379 lb Not designed for attic storage unless noted otherwise. 9-4-3 2X4 D-4.5 a Truss ID: J13 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designedfor an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location = Not End Zone Exp Category = C Bldg Length = 89.42 ft, Bldg Width - 30.00 ft Mean roof height - 12.01 ft, mph - 110 Occupancy Category II, Dead Load - 13.2 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 12 sqft 8.00 B5 B4 W:108 W:108 RA29 B3 R:174 U:-9 W:IOBU =121 86 B2 R:92 W:108 W:108U:81 R:-2 R:394 U:-28 U: 237 I 4-4-5 1 6-0-0 *Toe Nails h3 44 W:108 R:100 U: OVER 7 SUPPORTS are Alpine Wave 20 ga., unless preceded by'H' for High Strength 20 ga., •S' for Super 3s are to be positioned per Joint Detail Reports. 10-4-1 SHIP Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 2 -237 lb 3-23 lb -81 lb 4 -121 lb 5 -90 lb 6 -28 lb BUTTE COUNTY BUILDING DIo ,-,S'I(3ry A UVIE-, No. C 72160 �9T CIV 1116- C V: -CAUV: 10/15/2015 268 - Homewood Truss (CA) "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require e�dreme caro in fabricating, handling, shipping, installing and bracing. Relor to and follow the latost odi8on of BCS! (Building Component Safe' Information, .. TPI and WTCA) for safety procticas Prior to performing (hese functions. Installers sha8 Provide temporary bracing Der SCSI. Unless noted otherwise, lop chord shall have property allached structural sheathing and bottom chord shall have a property attached rigid telling. Locations shown Cust: Bryan Moore DIR: Drive M 0080615_L00007_100001 W0: Dri ve K 0080615-1-000 DS n r • AW #LC = 78 WT/PLY : 434 9 TC Live 20.00 psf L 1 V eDu r L=1. 25 P=1.25 r� rr permanent totem/ re. of webs shall hada bracing Installed per BCS! sections B3, B7 or B70, as appticaWa. Apply plates to each face of uuss and TC Snow(Pf) 0.00 psf SnowDu r 1-=1.15 P=1.15 O i�l��\v\lJll �� IE position a- e n report unless naiad tb erwisa. pos10°n as shown oboe end on N° JCo Components Alpine, a OlNslan o11TW Building Components Group Inc., shall not be responsible Iw any deviation from this drawing, any failure to butltl Na [mss In TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN I'm COMPANY °O°tDrmance wllh ANSIRPI 1, or fw handling, shI0Ping. InsloBollon 8 brorJng o/ trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance o/professional engineering responsibility BC Live 0.00 psf 8.00 1.15 / 1.10 / 1.10 0. C. Spaci ng 2- 0- 0 2820 N. Great SW Pkwy. Grand Prairie, TX 73050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead psf Designer per ANSUTPI1 Sec.2 For moreinfortnationseolhisjob'st)enorWnotospagoandlhosewebsRos: Bldg Code: CRC -2013 DEFL RATIO: 1-/240 TC: 1-/24 • TRUSPLUS 6.0 VERT6.5.20 ALPINE: toineiM:.com: TPI: www IWn<l wa: WTCA:":•:w• <bc'ndu<_In om: ICC: www iccselo wn Job Name: New Residence BRG X -LOC REACT SIZE REQ 'D TC 2x4 DFL #1 & Btr. 1 0- 2-12 356 5.50" 1.50" BC 2x4 DFL #1 & Btr. 2 6- 0-12 389 1.50" 1.50" FILL CHID 2x4 DFL STANDARD 3 8- 0-12 21 1.S0" 1.5011 Kcr (creep factor) - 2.00 4 10- 0-12 161 1.50" 1.50" Refer to Joint QC Detail Sheets for 5 12- 0-12 134 1.50" 1.50 Cq factors and Rotational Tolerances. 6 14- 0-12 126 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. 7 15- 5- 0 36 1.50" 1.50" Mark all interior bearing locations. 8 5-11- 4 100 HGR 1.SO" PLATING BASED ON GREEN LUMBER VALUES. BRG HANGER/CLIP NOTE HORIZONTAL REACTIONS) 8 "Toe Nails qty 2 16d support 1 432 lb Support Connection(s)/Hanger(s) are support 8 432 lb not designed for horizontal loads. Not designed for attic storage unless MAX DEFLECTION (span) : noted otherwise. L/999 MEM 1-2 (LIVE) LC 1 L- -0.05" D= -0.09" T- -0.14" ----- loin[ Locations - 1 0- 0- 0 3 0- 0- 00 2 6- 0- 0 4 6- 0- 0 - TC COMP. DUR.) TENS. DUI.) CSI 1-2 -4751.60)/ 209 1.60) 0.26 2-0 0-0 -2931.60 / -2601.60 / 11:60 78 1.603 0.22 104 1.60 0.05 0-0 -181160 / 61 1.60) 0.03 0-0 0-0 -160 / -106(1.60 / 68 1.60) 0.03 37 1.25) 0.03 0-0 -33(1.25 / 18 1.253 0.02 0-0 -2(1.25 / 0 1.60 0.00 BC COMP. DUR.)/ TENS.(DUR.) CSI 3-4 -157(1.603/ 432 (1.fi 0.20 4-0 0(1.25 / 0(1.60) 0.00 2X4 Truss ID: J15 Designed per ANSI/TPI 1-2007 ' Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. , IRC/IBC truss plate values are based'on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. Install interior support(s) before erection. + + + + + + + + + + + + + + + + + + + + + + NOT ANALYZED FOR UNBALANCED LOAD CASES + + + + + + + + + + + + + + + + + + + + + + 1 2 8.00 B4 W:108 R:161 B3 U:-112 W:1 R:2108 4X4 B2 U:-10 W:108 B7 W:108 R-36 W:108 U:-27 R:126 U:-94 B5 W:108 j R:134 U:-101 4-45 1 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 2 -240 lb 3 -S 1b -10 lb 4 -112 lb 5 -101 lb 6 -94 lb 7 -27 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category =,C Bldg Length = 89.42 ft, Bldg Width - 30.00 ft Mean roof height - 12.01 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 12 sqft T. Tq/y�F R:356 R:356 U: 6-0-18-0120- a1i27 10 ti Cj (1y 138 'Toe Nails R1 70 6-0-0 _ 4 W:108 13 4 No. C 72160 u:1oo BUTTE COUN TY OVER 8 SUPPORTS BUILDING DIVISION A! R u" E OF CAUL �`P All connector plates are Alpine Wave 20 ga., unless precededby'H" for High Strength 20 ga.. "S' for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint DetaB Repons. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Bryan Moore DIR: Dri Vej'L0080615-L00007-300001 (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. WO: Dri ve M 0080615-1-000 /^� Trusses !¢quire extram0 tato in febdcaling, handling, shipping, in5lalling and Draung. Refer to and follow the latest edition of BCSI (Building Component functions. Installers shall provide temporary bracing per SCSI. Unless Ds nr • AW 9 #LC = 48 WT/PLY: 48 \\ // Safety Information. by TPI and WTCA) for safety practices prior to performing these noted otherwise. top chord shall have propedy attached structural sheathing and bottom chord shall have a property attached rigid calling. Locations shown TC Live 20.00 psf Li veDu r L=1.25 P=1.25 f� ru r� rr for permanent lateral restraint of webs shall have bracing Installed per SCSI sections 83, 87 or 610, as applicade. Apply pates to each face of truss and TC Snow (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 ��� l�l��\V\1JIl position as shown above and on the Joint Details report, unless noted otherwise. Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any devlaflon from this drawing, any failure to build the truss In TC Dead 14 .00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY conformance with ANSI/TPI 1, er for handlNg, skipping. Installation 8 bra Ung of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance ofprofesslonal engineering responslblllty BC Live 0.00 psf 8.00 1.15 / 1.10 / 1.10 0. C. Spaci ng 2- 0- 0 2820 N. Great SW Pkwy. Grand Pnldo, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead psf Designerper ANSh7PI I Sec.2 For mora information see this job's general notes page and these web silos: Bldg Code: CRC -2013 DEFL RATIO' L/240 TC: L/24 • TRUSPLUS 6.O VER' T6.5.20 _ ALPINE: wy,t alo'ne'Ivr.com: TPI: www to'nst aa: WTCA: •• $bend ,stry Orn: ICC: - i=-frl Job Name: New Residence **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. , I,-, myuire etdreme care in rabricaling, handling, snip...., installing and bracing. Role, to amt III- Na 18,oia edilon or BCS, (Building Component SoferyInformation. byTPI and WTCA) far safety practices prior toperforming these functions. Installers shag provide temporary bracing per BCS,. Unless noted otherwise, top cloud shag have property attached structural sheathing and bottom chard shall have a property attached rigid caging. Locations shown Truss ID: J15A Qty: 1 BRG X -LOC REACT SIZE REQ 'D TC 2x4 DFL #1 & Btr. TC SnOW(Pf) 0.00 psf Designed per ANSI/TPI 1-2007 Required bearing widths and bearing areas apply when truss not supported in a hanger. 1 0- 2-12 356 5.50 1.50" BC 2x4 DFL #1 & Btr. AN /TW COMPANY Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the UPLIFT REACTION(S) 2 6- 0-12 389 1.50" 1.50" FILL CHO 2x4 DFL STANDARD BC Dead 8.00 psf lesser of the truss chord lumber value or Support C&C Wind Non -Wind 38- 4 0-12 21 1.50" 1.50" 10- 0-12 161 1.50" 1.50" Kcr (creep factor) m 2.00 Refer to Joint QC Detail Sheets for TRUSPLUS 6.0 VER: T6.5.20 625 for all bearings. 2 -240 lb lb 5 12- 0-12 134 1.50" 1.50" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 3 -5 lb -10 4 -113 lb 6 14- 0-12 123 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 5 -102 lb 7 15- 3-1232 1.511" 1.SO" Mark all interior bearing locations. and AN and are reported in ESR -1118. - , 6 -91 lb 8 5-11- 4 100 RR 1.50" ' PLATING BASED ON GREEN LUMBER VALUES. Install interior support(s) before erection. 7 -24 lb BRG 8 HANGER/CLIP NOTEI10RIZONTAL "Toe Nails qty 2 16d RFACTION(S) 429 lb + + + + + + + + + + + + + + + + + + + + + + NOT ANALYZED FOR UNBALANCED LOAD CASES This truss is designed using the Support Connections)/Hanger(s) are support 1 support 8 429 lb + + + + + + + + + + + + + + + + + + + + + + ASCE7-10 Wind Specification not designed for horizontal loads. Not designed for attic storage unless Bldg Enclosed Yes, Truss Location Not End Zone MAX L/999 DEFLECTION (span) : MEM 1-2 (LIVE) LC 1 noted otherwise. Exp Category = C L= -0.05" D= -0.09" T= -0.14" Bldg Length 89.42 ft, Bldg Width 30.00 ft Mean roof height - 12.01 ft, mph 110 -1 --. Joint Locations ----- 0- 0- 0 3 0- o- 0 Occupancy Category II, Dead Load m 13.2 psf 2 6- 0- 0 4 6- 0- 0 Designed as Main Wind Force Resisting System CRITICAL MEMBER FORCES: - Low-rise and Components and Cladding TC 1-2 COM'. DUN. / TENS.(OUR .) CSI -471 1.60 / 20a(1. 60) 0.26 Tributary Area = 12 sqft 2-0 0-0 -290 1.60 / 77 1,60 0.22 -T56 1.60 / 103 1.60 0.05 0-0 -177 1.60 / 60(1.60) 0.03 0-0 0-0 -156 1.60 / 67(1.60) 0.03 -102 1.60 / 37 1,25 0.03 0-0 0-0 -32 1.25 / 16 1.25 0'02 -2 0((((1.60))) 0.00 BC C-150(SI TE430C11.1.. (((1.2S33/ 3-4 lUfiO)% 60) 0000 1 2 8.00 B4 W:108 R:16I B7 B3 U:-11 W:108 W:108 R:32 R:21 4X4 U:-24 B2 U:-10 B6 W:108 WA08 R:389 B5 R:123 U:-24 U:-91 10-7-5 R:134 11-7-3 U:-102 1 SHIP . 4-4-5 2X4 1 z 04-5 B1 W BUTTE COUNTYoFESs/o :508 U.356 6-0-121-01210 11127 10 BUILDING DIVISI 1� Toe ' `P P R OV 6-0-0 Nails '3 4i W:108 No. C M60 R:100 U: OVER 8 SUPPORTS CIVIL- �P OF CfWF�� All connector plates are Alpine Wave 20 ga., unless preceded by 'H* for High Strength 20 ga., "S" for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. 268 - Homewood Tr 55 0) /\ **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. , I,-, myuire etdreme care in rabricaling, handling, snip...., installing and bracing. Role, to amt III- Na 18,oia edilon or BCS, (Building Component SoferyInformation. byTPI and WTCA) far safety practices prior toperforming these functions. Installers shag provide temporary bracing per BCS,. Unless noted otherwise, top cloud shag have property attached structural sheathing and bottom chard shall have a property attached rigid caging. Locations shown Cust: Bryan Moore DIR: Dri veM+L0080615_L00007_J00001 W0: Dri ve1+L0080615_L000 Dsgnr: AW #LC = 48 WT/PLY: 48 TC Live 20.00 psf Li veDu r L=1. 2 5 P=1.25 r� r� for permanent lateral of webs shag have report. Installed per sections 63, B7 or 870, es appticaWa. Appry pates to each lace of Wss and TC SnOW(Pf) 0.00 psf SnowDur L=1.15 P=1.15 [] I \II`v'f ALMu vV thew posiUonasshownebweantlonlhaJoinlDelagsreport,unlessnaledoNerwise. above and Alpine, a division of ITN Bulding Components Group Inc., shag not be responsible tar any deviation from Ods drawing, any failure to build the bass In TC Dead 14 .00 psf Rep Mb r Bnd / Comp / Tens AN /TW COMPANY CO I,- nce with ANSI?PI 1. ar for handling, shipping, Installation 8 bracing of W sses. A seal on this drawing or cover page listing this drawing, Indicates acceptance ofproressional engineering responsibility BC Live e O . OO psf P 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o/ this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf C . C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.20 For mora inrormagon see this lob's general notes page and these web sites: Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L/24 ALPINE: •www ero'ne'M.com: TPI: www In'nst.orn: VJTCA: ww-.sbcindustN Ora: ICC: www'ccsafe orn Job Name: New Residence Truss ID: J16 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 3S6 5.50" 1.50" 2 6- 0-12 389 1.50" 1.50" 3 8- 0-12 - 21 1.50" 1.50" 4 10- 0-12 162 1.50" 1.50" 5 12- 0-12 131 1.50" 1.50" 6 14- 0-12 140 1.50" 1.50" 7 15- 9- 4 49 1.SO" 1.50" BRG HANGER/CLIP 10 GER/CLIP 'NOTER 1.50" 8 "Toe Nails qty 2 16d Support Connections)/Hanger(s) are not designed for horizontal loads. MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 1 L- -0.05" D- -0.09" T- -0.14" -- Joint Locations ----- 1 0-0-0 3 0-0-0 2 6- 0- 0 4 6- 0- 0 CRITICAL MEMBER FORCES: TC COMP.IDUR,I, TENS. DUR. CSI 1-2 -4861.60 213 1.60 0.262-0 -3041.60/ 82 1.60 0.20-0 -Z711.60/ 108 1.60 0.05 0-0 -1941.60/ 66 1.60) 0.03 0-0 -1731.60/ 72 1.60) 0.03 0-0 -1201.60/ 50 1,60) 0,03 0-0 -401.25/ 25 1.2 S3 0.03 0-0 -2((1.253/ 0((((1.60)))) 0.00 CSI 4BC0 COMPO(/U1.60)/ TEN50(1U25) 0.00 3-4 161 CIJ 60 / 442 1 60 0. 20 268 - /Homewood Tr, 55 f V^^ ru ALMN� ' AN ITW COMPANY 120N. Graaf SW Pkwy. Grand Prairie, TX 75050 TRUSPLUS 6.0 VER: T6.5.20 TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% FILL CHO 2 x 4 DFL STANDARD Bearings designed for an FcPerp value of the Kcr (creep factor) - 2.00 lesser of the truss chord lumber value or Refer to loint QC Detail Sheets for 625 for all bearings. Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 Mark all interior bearing locations. and ANS 1/T'P1 and are reported in ESN -1118. PLATING BASED ON GREEN LUMBER VALUES. Install interior supports) before erection. HORIZONTAL REACTIONS) ++++++++++++++++++++++ S upport 1 441 lb NOT ANALYZED FOR UNBALANCED LOAD CASES support 8 441 lb ++++++++++++++++++++++ Not designed for attic storage unless noted otherwise. 8.00 B4 W:108 R:162 B3 U:109 B7 W:108 W:108 R:21 4X4 R:49 B2 U: 10 136 U:-36 W:108 W:108 U:-240 R:-24 R:140 10-11-0 ll�B5 U:-104 W:108 11-10-14 R:131 ISHIP U:-99 4-4-5 = 2X4 l 0-4-5 fart connector plates are Alpine Wave 20ga., unless enoth 18 oa. Plates are to be positioned Der Joint U: 6-0-1E-041:304411121711Ul I B8 ILU 6-0-0 Toe Nails '3 4 W:108 R:100 U: OVER 8 SUPPORTS ,receded by 'H" for High Strength 20 ga., "S' for Super "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require OWOMO care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Componont Safety Information, by TPI and WTCA) for safety practices prior to performing mese functions. Installers shall provide tomporary bracing per BCSI. Unless noted otherwise, top chard shag have property attached structural sheathing and bottom chord shag have a proporty attached rigid ceiling. Locations shown for permanent lateral restrain) of webs shall have bracing Installed per BCSI sections 83, B7 or 870, as applicable. Apply pates to each face of truss and - position as shown above and on the Joint Details report. unless noted otherwise. Alpine, a division of ITW Building Components Group Inc., than not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSNTPI 1, or for handling, shipping, Installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSUTPI f Sec.2 . For more information see this job's general notes page and these web silos: Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 3 -240 lb 4 lb -10 lb 4 -109 lb 5 -99 lb 6 -104 lb 7 -36 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Length 89.42 ft, Bldg Width - 30.00 ft Mean roof height - 12.01 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 12 sqft BUTTE COUNTI BUILDING DIVISK APPROVE T. No. C 72160 CIVN- �P \\�F CAUF� 10/15/2015 Cust: Bryan Moore DIR: Drive M 0080615_L00007-]00001 WO: Drive -A -0080615-L000 Dsgnr: AW #LC = 48 WT/PLY: TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.1S TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldo Code: CRC -2013 IDEFL RATIO: L/240 TC: Job Name: New Residence BRG X -LOC REACT SIZE REQ 'D TC 2x4 DFL #1 & Stir. 1 0- 2-12 356 S.50" 1.50" BC 2x4 DFL #1 & tr. 2 6- 0-12 389 1.50" 1.50" FILL CHD 2x4 DFL STANDARD 3 8- 0-12 22 1.50" 1.S0" Kcr (creep factor) - 2.00 4 10- 0-12 162 1.50" 1.50" Refer to Joint QC Detail Sheets for 5 12- 0-12 130 1.50" 1.50" Cq factors and Rotational Tolerances. 6 14- 0-12 140 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL 7 16- 0-12 125 1.50" 1.50" Mark all interior bearing locations. 8 17- S- 0 37 1.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. 9 5-11- 4 100 HGR 1.50" HORIZONTAL REACTION(S) BRG HANGER/CLIP NOTE support 1 484 ib 9 Toe Nailsqty 2 16d support 9 484 lb Support Connection(s)/Hanger(s) are Not designed for attic storage unless not designed for horizontal loads. noted otherwise. MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 1 L= -0.05" D- -0.09" T- -0.14" =loin[ Locations 1 0- 0- 0 3 0- 0- 00 2 6- 0- 0 4 6- 0- 0 Tc COMP. dUR. / TENS.(OUR.) CSI 1-2 2-0 -539 1.60 / -356 1.60 / 234(1.60) 0.26 103 1.60 0.22 0-0 -323 1.60 / 129 1.60 0.05 0-0 0-0 -253 1.60 / -232 1.60 / 86 1.60 0.04 92 1.60 0.03 0-0 -182 1.60 / 70 1.60 0.03 0-0 0-0 -105 1.60 / -33 1.25 / 36 1.25 0.03 18 1.25 0.02 0-0 -2 1.25 / 0 1.60 0.00 ec COMP.<IUR.)/ TENS.(DUR.) CSI 3-4 4-0 -177(1.603/ 0(1.60 / 485(1.603 0.20 0(1.25 0.00 All connector plates are Alpine Wave 20 ga., unless Strength 18 aa. Plates are to be positioned per Joint 2 6.00 Truss ID: J17 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser 0f the truss chord lumber value or 62S for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in ESR -1118. Install interior support(s) before erection. + + + + + + + + + + + + + + + + + + + + + + NOT ANALYZED FOR UNBALANCED LOAD CASES B4 WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! -WARNING!" "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. e latest or of BCS' (Building Component ro extreme caro in fabricating, handling, shipping, installing and bracing. Rotor to and 101" Nigen Trusses roquian Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted oererwise• top chord shall have property altaUrad structural sheathing and bottom clavi shag have a property attached rigid ceiling. Locations shown Cust: Bryan Moore DIR: Drive M 0080615_L00007_100001 W0: Drive-L0080615_L000 Dsgn r : AW NLC = 48 WT/PLY : S 2 W:108 88 R:162 U:-96 for permanent lateral of webs shall have bracing Installed per sections B3, 87 or 810, as applicable. Apply pates to each lata of truss and W:108 W �^ �' ~1 R:37 R:22 R:22 4X4 Rep Mb r Bnd / Comp / Tens U:-27 U:-10 B6 B7 1 W.108 W:108 0. C. Spaci ng 2- 0- 0 R:140 R:125 3 U: 105 U:-93 B5 j W:108 R:130 4-4-5 U:-93 1 W:508 R:356 U: 6-0-12-0120-112710'1 89 ILU 6-0-0 'Toe Nails '3 4 W:108 R:100 U: OVER 9 SUPPORTS /receded by -H- for High Strength 20 ga.,'S' for Super 13-0-1 SHIP 47 Required bearing widths and bearing areas ,Required when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 2 -243 lb 3 -4 111 -10 lb 4 -96 lb S -93 lb 6 -105 lb 7 -93 lb 8 -27 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss.Location = Not End Zone Exp Category C Bldg Length = 89.42 ft, Bldg Width - 30.00 ft Meanroof height = 12.01 ft, mph - 110 Occupancy"Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area - 12 sqft T BUTTE COUNTY No. C 72160 BUILDING DIVISIO A R�� � �q CIVl1 P �� SOF CP;UF� 10/15/2015 268 - Homewood r 55 T ( C�) /\ ry WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! -WARNING!" "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. e latest or of BCS' (Building Component ro extreme caro in fabricating, handling, shipping, installing and bracing. Rotor to and 101" Nigen Trusses roquian Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted oererwise• top chord shall have property altaUrad structural sheathing and bottom clavi shag have a property attached rigid ceiling. Locations shown Cust: Bryan Moore DIR: Drive M 0080615_L00007_100001 W0: Drive-L0080615_L000 Dsgn r : AW NLC = 48 WT/PLY : S 2 TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 1\V for permanent lateral of webs shall have bracing Installed per sections B3, 87 or 810, as applicable. Apply pates to each lata of truss and TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 �^ �' ~1 other position as shown above and on the Jofnt Details raper, amass neige otherwise. above and Alpine. a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSIrrPI 1, or for handling, shipping, Installation 8 bracing of busses. A this drawing or cover listing this drawing, indicates acceptance ofprofesslonal engineering responsibility BC Live 0 . psf 5 f 1.15 / 1.10 / 1.10 2820 N. Groat SWPMwy. Grand Praido, TX 75050 seal on page solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer perANSIITPI 1 Sec.2' TRUSPLUS 6.0 VER' T6.5.20 For moreinformeuonseethisjob'agarsralnotespageandUtosowobsites: Bldg Code: CRC -2013 DEFL RATIO' L/240 TC: L/24 • ALPINE: v:::v.atoineihv.eom: TPI: www toinsl om� WTCA: wwwwww cb�Jnduc,_,r�N.orn: ICC: www ieesale ora Job Name: New Residence Truss ID: J19. Qty: 4 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 356 5.50" 1.50" 2 6- 0-12 389 1.50" 1.50" 3 8- 0-12 23 1.50" 1.50" 4 10- 0-12 162 1.50" 1.50" S 12- 0-12 131 1.50" 1.50" 614- 0-12 136 1.50" 1.50" 7 16- 0-17. 139 .1.50 1.50 8 18- 0-12 125 1.50 1.50" 9 19- 5- 0 37 1.50" 1.SO" 10 5-11- 4 100 HGR 1.50" BRC HANGER/CLIP NOTE 10 *Toe Nails qty 2 16d Support Connection(s)/Hanger(s) are not designed for horizontal loads. MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 1 L- -0.05" D= -0.09" T= -0.14" .>•.rm Ioint Locations 1 0- 0- 0 3 0- 0- 0 2 6- 0- 0 4 6- 0- 0 CRITICAL MEMBER FORCES: TC COMP. OUR.j/ TENS. DUR. CSI 1-2 -603 1.60 / 259 1.60 0.26 2-0 -418 1.60 / 127 1.60 0.22 0-0 -386 1.60 / 153 1.60 0.05 0-0 -316 1.60 / 110 1.60 0.03 0-0 -295 1.60 / 117 1.60 0.03 0-0 -254 1.60 / 95 1.60) 0.03 0 0 -JOS 1.603 1)% 360 6(1.25)) 0.03 0-0 0-0 32 1.25)% 10(1.60) 0.00 BC COMP. DUR. / TENS. OUR. CSI 3-4 -198 1.60 / 537 1.60 0.20 4-0 0 1.60 / 0 1.60 0.00 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. FILL CHO 2x4 DFL STANDARD Kcr (creep factor) - 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTION(S) support 1 537 Ill support 10 537 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location - Not End Zone Exp Category = C Bldg Length = 89.42 ft, Bldg Width 30.00 ft Mean roof height = 12.01 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area - 12 sqft 13-4-3 2X44 04-5 v 8.00 W :508 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 arid AN and are reported in ESR -1118. Install interior support(s) before erection. NOT ANALYZED FOR UNBALANCED LOAD CASES + + + + + + + + + + + + + + + + + + + + + + Not designed for attic storage unless noted otherwise. B4 "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "*IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses re4uire wNemo wre in fabdwting, handgng, shipping, Installing end bmsng. Refer to end logow Na latest edigon of BC51 (building Component oning Msa efunctions. Installers shall temporary bracing per SCSI. Unless Saley Information, by TPI and WTCA)1w safety practices prior to Dertn notod otherwise, top clxxd shag have property alteGted structural sheathing and bollom chord shall have a property attached rigid ceiling. Locations shown Cust: Bryan Moore DIR: Dri ve_M_0080615_L00007_]00001 W0: Drive -M -0080615-L000 Dsgn r : 'AW >!LC = 48 WT/PLY: 56 TC Live 20.00 psf Li r L=1.25 P=1.25 W:108 for permas webs shall haus brach. Installed par sections B3, B7 or BIO,,, applicable. Apply plalos to each lata of Truss and TC SDOw(Pf) 0.00 psf 89 R:162 TC Dead 14.00 psf Rep Mb r Bind / Comp / Tens W A 08 conformance with ANSIrTPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance or professional engineering responsibility B3 U:-97 1.15 / 1.10 / 1.10 2820 N. Groat SW Pkwy. Grand Praldo, TX 75050 R:37 BC Dead 8.00 psf W:108 4X4 Designer per ANSVTPI 1 Sec.2 U:-27 R:23 Fwmoreinfomationsoothisjob'sgene'T1: es pogo end hesowebstes: B7 W:108 B8 • U:10 R:139 W:108 )8 9 B5 U:-104 RA 25 U:-93 14-4-1 1 WA08 SHIP 13:131 U:-76 B6 1 W:108 R:136 4-4-5 1,_&_� B10 6-0-0 Toe Nails 3 4 W:108 RAOO U: U:-97 OVER 10 SUPPORTS All connector plates are Alpine Wave 20 ga., unless preceded by "H• for High Strength 20 ga.,'S" for Super Strength 18 aa. Plates are to be Positioned Per Joint Detail Reports. Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 2 -246 lb 3 -3 lb -10 lb 4 -97 lb S -7G lb 6 -97 lb 7 -104 lb 8 -93 lb 9 -27 lb kNo. T.3LjrTE f;ol [dUILDING DIVIAPPROQC 72160 Civil- �P OF CALF 10/15/2015 268 - Homewood Truss (CA) /\ "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "*IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses re4uire wNemo wre in fabdwting, handgng, shipping, Installing end bmsng. Refer to end logow Na latest edigon of BC51 (building Component oning Msa efunctions. Installers shall temporary bracing per SCSI. Unless Saley Information, by TPI and WTCA)1w safety practices prior to Dertn notod otherwise, top clxxd shag have property alteGted structural sheathing and bollom chord shall have a property attached rigid ceiling. Locations shown Cust: Bryan Moore DIR: Dri ve_M_0080615_L00007_]00001 W0: Drive -M -0080615-L000 Dsgn r : 'AW >!LC = 48 WT/PLY: 56 TC Live 20.00 psf Li r L=1.25 P=1.25 for permas webs shall haus brach. Installed par sections B3, B7 or BIO,,, applicable. Apply plalos to each lata of Truss and TC SDOw(Pf) 0.00 psf owDu SnowDur L=1.15 P=1.15 n abrw and/ n thew position as ahawn above erhd on the Joint Details rayon. amass noted otherwise. shown Alpine• a dMslon of ITN Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the bass In TC Dead 14.00 psf Rep Mb r Bind / Comp / Tens AN ITW COMPANY conformance with ANSIrTPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance or professional engineering responsibility BC Live 0.00 psf p 1.15 / 1.10 / 1.10 2820 N. Groat SW Pkwy. Grand Praldo, TX 75050 solely for the design shown. The suitability and use o/ this drawing for any structure is the responsibility o/ the Building BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 Designer per ANSVTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.20 Fwmoreinfomationsoothisjob'sgene'T1: es pogo end hesowebstes: Bldg Cede' CRC -2013 DEFL RATIO L/240 TC: L/2401 • II: .TPI. TPI: www lo'n�l orn• WTCA: �b 'n�org' bCC: www�/e nm Job Name: New Residence Truss ID: J2 Qty: 2 BRG X -LOC REACT SIZE REQ'D ' TC 2x4 DFL 81 & Btr. Designed per ANSI/TPI 1-2007 Required bearing widths and bearing areas truss not supported in a hanger. 1 0- 2-12 233 5.50" 1.50" BC 2x4 DFL N1 & Btr. Fabrication To = 20.0% apply when UPLIFT REACTION(S) : 2 1-11- 0 83 1.50" 1.50" KCr (creep factor) = 2.00 Bearings designed for. an FcPerp value of the lumber value or Support C&C Wind Non -Wind 3 5-11- 4 88 HCR 1.50" Refer to Joint QC Detail Sheets for lesser of the truss chord 1 -47 lb BRG HANGER/CLIP NOTE Cq factors and Rotational Tolerances. 625 for all bearings. based on 2 -34 lb 3 -Toe Nails qty 2 16d Loaded for 10 PSF non -concurrent BCLL. IRC/IBC truss plate values are testing and approval as required by IBC 1703 This truss is designed using the Support Connections)/tlanger(s) are designed for horizontal loads. Mark all interior bearing locations. before and ANSI/TPI and are reported in ESR -1118. ASCE7-10 Wind Specification not MAX DEFLECTION (span) Install interior support(s) erection. GREEN LUMBER VALUES. Shim bearings (if needed) for req. support. Bldg Enclosed =Yes, L/999 MEM 3-4 (LIVE) LC 47 PLATING BASED ON Not designed for attic storage unless For moreNfon n..seettdsl2bL2M'naralnotespag�andtheseweesaes: Truss Location =Not End Zone Exp Category - C L= -0.03" D= -0.05" T= -0.08" noted otherwise. ALPINE: 'TPI: ' WTCA: www sbdnduslrv.om: ICC: Bldg Length = 89.42 ft, Bldg Width = 30.00 ft _---- loin[ Locations ®--= Mean roof height = ft, mph = 110 1 0- 0- 0 3 O- o- o 2 6- o- 0 4 6- 0- 0 I, De Occupancy Category II, Dead Load = 13.2 psf CRITICAL MEMBER FORCES: Designed as Main Wind Force Resisting system TC COMP.(106. / TENS.((OUR.)) CSI -Low-rise and Components and Clad inti 1-2 -34(1.603/ 45(1.is) 0.11 Tributary Area - 12 sqft 2-0 -2(1.25 / 0 1.25 0.00 BC COMP. )/ TENS. (DUI.) CSI ' 3-4 -19(1.60)/ 58(1.603 0.15 ' 4-0 0(1.60)/ 0(1.25 0.00 2 B.0 i1-6-0 i 6-0-0 1 � 11—3 2 SHIP )Vails BUTTE COUNTY BUILDING DIVISION APPROVED orESSIO T. r,4N Fti J � No. C 72160 QTS CIVIL ^��P OF CALIF All connector plates are Alpine Wave 20 ga., unless preceded by "H" for High Strength 20 ga., *S' for Super 1 U/1 5/ZU 15 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. 268 - Homewood Truss **WARNING!" WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Bryan Moore DIR: Dri ve_ML0080615_L00007_]00001 (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve__M080615_L000 /\ Trusses require erareme care N fabricating, hand.... shipping, Installing and bracing. Refer to and IWow thelatest edition of BCSI (Building Component Ds n r : AW qLC = 50 WT/PLY • 18 g n, by TPI and WTCA) for safety praces prior to performing mese functions. Installers shall provide temporary bracing per BCSI. Unless Salary Informatiotic TC Live 20.00 psf Li veDu r L=1.25 P=1.2 5 rr noted otherwise, top chord shall have property attached structural sheathing and bottom chord shad have a property attached rigid telling. Locations shown r� ri for permanent lateral restraint webs she. have bracing finless o per sections B3, B7 or B70, as applicable. Apply pates to each face of miss and TC SDOW(Pf) 0.00 psf $nOwDUr L=1.15 P=1.15 (] I'IJIt�\\V"IJJII ��� other position as shown above and onthe .loimDetails repon,unlessnoted otnerwise. n Alpine, a division of ITW Budding Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY conformance with ANSIfIPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live e 0.00 psf P 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. $pacing 2- 0- 0 Designer per ANSUTPI 1 Sec.2 6.0 VER: T6.5.20 For moreNfon n..seettdsl2bL2M'naralnotespag�andtheseweesaes: Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 TRUSPLU$ • ALPINE: 'TPI: ' WTCA: www sbdnduslrv.om: ICC: Job Name: New Residence Truss ID: J21 Cust: Bryan Moore DIR: Dri e -X -00080615_L00007_]00001 W0: Drive-X-00080615 ri v_A1_0080615_L000 Dsgn r : AW #LC = 4$ WT/PLY : 61 TC Live 20.00 psf L i veDu r L=1.2 5 P=1.2 5 Qty: 4 BRG X -LOC REACT SIZE REQ D,, TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 - Required When bearing widths and bearing areas truss not supported in a hanger. 1 0- 2-12 389 5.50" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% apply UPLIFT REACTION(5) 2820 N. Great SW Pkwy. Grand Pralrlo, TX 75050 2 6- 0-12 389 1.S0" 1.50" FILL CHO 2x4 OFL STANDARD Bearings designed for an FcPerp value of the lumber or Support C&C Wind - Non -Wind 3 8- 0-12 24 1.S0". 1. S0" Kcr (creep factor) 2.00 lesser of the truss chord value 2 -250 lb 4 10- 0-12 162 1.50" 1.50" Refer to Joint QC Detail Sheets for 625 for all bearings. based on 3 -1 lb -10 lb 5 12- 0-12 131 1.50" 1.50" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are and approval as required by IBC 1703 4 -97 lb - 6 14- 0-12 137 1.50" 1.50" 0-12 13S 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. testing and ANSI/TPI and are reported in ESR -1118. 5 -76 lb 7 8 16- 18- 0-12 - 139 1.50" 1.50" Mark all interior bearing locations. PLATING BASED ON GREEN LUMBER VALUES. Install interior supports) before erection. 6 -80 lb 9 10 20- 0-12 125 1.50" 1.50" 21- 5- 0 37 1.50" 1.50" HORIZONTAL REACTION(5) lb + + + + + + + + + + + + + + + + + + + + + + NOT ANALYZED FOR UNBALANCED LOAD CASES 7 8 -96 -105 lb lb , 11 5-11-4 100 HGR 1.50" support 1 589 support 11 589 lb ++++++++++++++++++++++ 9 10 -93 -27 lb lb BRG HANGER/CLIP NOTE This truss is designed using the Not designed for attic storage unless 11 "Toe Nails qty 2 l6d Support Connections)/Hanger(s) are ASCE7-10 Wind Specification noted otherwise. not designed for horizontal loads. Bldg Enclosed = Yes, Truss Location Not End Zone MAX DEFLECTION (span) L/999 MEM 1-2 (LIVE) LC 1 Exp Category C Bldg Length 89.42 ft Bldg Width - 30.00 ft L= -0.05" D= -0.09" T= -0.14" Mean roof height = 12,01 ft, mph - 110 nl _= 3oint Locations -;- Occupancy Category II, Dead Load = 13.2 psf o- o- 0 3 0- o- o 6 0 Designed as Main Wind Force ResistingSystem2 ' CRTTI6ALOMEMBER FORCES: - Low-rise and Components and Claddng TC COMP. OUR. / TENS. WR. CSI Tributary Area = 12 sgft 1-2 2-0 -666 1.60 / 284 1.60 0.26 -480 1.60 / 153 1.60 0.22 0-0 -449 1.60 / 178 1.60 0.05 0-0 0-0 -379 1.60 / 135 1.60 0.04 -358 1.60 / 142 1.60 0.03 0-0 -317 1.60 / 119 1.60 0.03 0-0 -254 1.60 / 94 1.60 0.03 0-0 -182 1.60 / 70 1.60 0.03 1 2 0-0 0-0 0-0 -105 1.60 / 36 1.25 0.03 -33 1.25 / 18 1.25 0.02 -2 1.25)/ 0 1.60)) 0.00 8,00 COM18(OU603% TE589(OU60) 0 20 64 3844 4-0 OC(C(1.603/ 0 1.60) 0.00 W A 0$ R:162 810 U:-97 W: 108 B3 R:37 W:108 U:-27 R:24 68 B2 U:-10 4X W:108 B9 W:108 R:139 W:108 14-8-3 R:389 B6 U:-105 R:125 15-8-1 U:-250 W:1108 U:-93 SHIP RA 37 87 U:-80 W:108 R'135 B5 U:-96 4-4I-5 2X4 1 x 04-5 131 R:131 U:-76 W:508 0 611 6_0.0 y 'Toe Nails 3 4 W:908 R:100 U: OVER 11 SUPPORTS rtes are Alpine Wave 20 ga., unless preceded by •H' for Hlgh Strength 20 ga., •S' for Super Plates are to be positioned per Joint Detail Reports. BUTTE COUNTY BUILDING DIVISION APPROVED y�LL T. M,i , J� ( No. C 72160 �qr CIVIL. ��P EOF CALL, 10/15/2015 268 -Homewood Truss (CA) /\ Ta "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING!, "*IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require 14111e, care in fabricating, handling, shipping, installing and bracing. Refor to and follow me Iatesl odition of BCSI (Building Component Safey Information, by TPI and WTCA) for safety practices prior to pedonning these functions. Installers shag provide temporary bracing Per BCSI. Unless _ noted otherwise, lop chord shall have property attached structural sheathing and bottom chord shelf have a property attached rigid ceiling. Locations shown Cust: Bryan Moore DIR: Dri e -X -00080615_L00007_]00001 W0: Drive-X-00080615 ri v_A1_0080615_L000 Dsgn r : AW #LC = 4$ WT/PLY : 61 TC Live 20.00 psf L i veDu r L=1.2 5 P=1.2 5 r� r for permanent lateral webs shall have bracing Installed per BCSI sections 83, B7 or 870, as applicable. Apply plates to each lace of buss and TC SDOW (Pf) 0.00 psf SnowDur L=1.15 P=1.15 IUr.�\V\IJII ��� and n position as shown above era on the Joint Details report, unless noted otherwise. above Alpine, a dMsion of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any (alum to build me truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY conIF lermonce with ANSI/rPl 1, or for handling. shlpPing, Insulation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live V e 0.00 psf P 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Pralrlo, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 Designer per ANSI/TPI 1 Seo•2 VER: T6.5.20 web Bldg Code' CRC -2013 DEFL RATIO' L/240 TC: L/24 TRUSPLUS 6.0 • ALPINE: wnww a� TPI: www.to'nsl.ora: VJTCA: �-^.•--•r.s6cintlnstnr.ora: ICC: �:::+ir•eaefe mg Job Name: New Residence Truss ID: J23 oust: Bryan Moore DIR: Drive.M0080615_L00007_300001 WO: Drive -M -0080615-L000 Dsgn r: AW #LC = 48 WT/PLY: 65 TC Live 20.00 psf P L i veDu r L=1.25 P=1.25 Qt : 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 Required when bearing truss widths and bearing areas not supported in a hanger. 1 0- 2-12 427 5.50" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% apply REACTIONS) BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 2 6- 0-12 389 1.50" 1.50" FILL CHO 2x4 DFL #1 & Btr. Bearings designed for an FCPerP value of the lumbervalueor UPLIFT - Support CK Wind DEFL RATIO• L/240 TC: L/24 Non -Wind 3 8- 0-12 26 1.50" 1.50" Kcr (creep factor) = 2.00 lesser of the truss chord 2 -253 lb , 4 10- 0-12 162 1.50" 1.S0" Refer to Joint QC Detail Sheets for 625 for all bearings. based 3 -2 lb -10 lb 5 12- 0-12 131 1.50" 1.50" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are on by IBC 1703 4 -98 lb 6 14- 0-12 137 1.50" 1.50 Loaded for 10 PSF non -concurrent BCLL. testing and approval as required in ESR 5 -76 lb 7 16- 0-12 136 1.50" 1.50" Mark all interior bearing locations. and ANSI/TPI and are reported -1118. before 6 -80 lb 8 18- 0-12 135 1.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. Install interior support (s) erection. 7 -79 lb 9 10 20- 0-12 22- 0-12 139 1.50" 1.50 125 1.50" 1.50" HORIZONTAL REACTION(5) lb + + + + + + + + + + + + + + + + + + + + + + NOT ANALYZED FOR UNBALANCED LOAD CASES 8 -96 lb 11 23- 5- 0 37 1.50" 1.50" support 1 641 support 12 641 lb + + + + + + ................ 9 10 -104 -93 lb lb 12 5-11- 4 100 HCR 1.S0" This truss is designed using the Not designed for attic storage unless 11 -27 lb BRG 12 HANGER/CLIP Toe Nails NOTE qty 2 l6d ASCE7-10 Wind Specification noted otherwise. 12 -1 7b Support Connection(s)/Hanger(s) are Bldg Enclosed = Yes, Truss Location Not End Zone not designed for horizontal loads. Exp Category C MAX DEFLECTION (span) L/999 MEM 1-2 : (LIVE) LC 1 Bldg Length = 89.42 ft, Bldg Width - 30.00 ft . L= -0.05" D= -0.09" T= -0.14" Mean roof height - 12.01 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf .- loint Locations --a- as Main Wind Force Resisting System 1 2 0- 0- 0 3 6- 0- 0 4 0- bed 6- 0- 0 - Low-rise and Components and Cladding CRITICAL MEMBER FORCES: Tributary Area = 12 sgft TC COMP. DUR, / TENS. DUR, CSI 1-2 2-0 -730 1.60 / -543 1.60 / 309 1.61 0.26 176 1.60 0.22 0-0 0-0 -512 1.60 / -442 1.60 / 203 1.60 0.05 160 1.60 0.04 ' 0-0 -420 1.60 / 166 1.60 0.03 0-0 0-0 -380 1.60 / -317 1.60 / 344 1.60 0.03 119 1.60 0.03 1 2 0-0 0-0 0-0 -2S4 1.60)/ -182 1.60i/ -105(1.60)/ 94 1.60 0.03 70 1.60 0.03 36(1.25)) 0.03 8.00 0-0 0-0 -33(1.25)/ 2(1.25)/ 18 1.2S) 0.02 0(1.2511 0.00 B4 BC COMP. (DUR. / TENs. DUR. CSI W:108 611 W.108 3-4 -239<1.603/ 0<1.60)/ 642 1.60 0.20 01.60 0./0 162 �:-98 R:37 4-0 B3 B10 U:27 W:108 W:108 13:26 82 U:-10 R'125 4X4 B8 U:-93 W:108 W:108 R:135 16-0-3 R:389 B6 U: 96 B9 17-0-1 U:-253 R:137 R 139 SHIP U: -BD w , 08 U:-, 04 1 B5 R:136 4-4-5 U:-79 2X4 WA08 = R:131 0-4-5 B1 U:-76pFES.S/0 _ r! R:50 7 Li. T. 6-0-8-M-11-0112-10 U: J Cr 1-B-0 B12 6-0-0 Toe Nails 70 3 4 W'108 8:100 No. C 72160 U:-1 OVER 12 SUPPORTS CIVIL �P 9T�OF CAt ►��ta All connector plates are Alpine Wave 20 ga., unless preceded by 'H' for High Strength 20 ga.,'S' for Super O/'� 5/20 5 Strentith 18 aa. Plates are to be positioned per Joint Detail Reports. - _ 268 - Homewood Truss (CA) "*WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Tmssos require extreme caro in "Idcal,ng, handling, shipping, installing and bracing. Role, to and logo* No 1311sl edition or BCS, (Building Component Sarery Information, by TPI and WTCA) for safely practices prior to performing thew functions. Installers shall provide temporary bracing per SCSI. Unless noted olherw,se, top chord shall have property attached structural sheathing and bell= chard shag have a property attached rigid ceding. Locations shown oust: Bryan Moore DIR: Drive.M0080615_L00007_300001 WO: Drive -M -0080615-L000 Dsgn r: AW #LC = 48 WT/PLY: 65 TC Live 20.00 psf P L i veDu r L=1.25 P=1.25 r� ri 1� permanent lateral restraint webs shag have reportg installed per SCSI sections B3. B7 or 870, as applicable. Apply pales to each faced Truss end farposition TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 � IUh�\V\I111IIL~�J ��� poslnonasshown above and onmo2o,meetausrepon.unless noted emerwise. n Alpine, a division of ITW Budding Components Group Inc, shall not be responsible for any dev,aflw from this dmwing, any failure to bulld the bass in 'TC Dead 14.00 psf Rep Mb r Bind / Comp / Tens AN /TW COMPANY conformance with ANSIRPI 1, or for handling, shipping, Instatatlon 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility i 0.00 psf BC Live 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand P,aldo. TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 Designer per ANSUTPI 1 Sec.2 ' T6.5.20 Far more information soo leis job's generalrolos page end these wpb sites: BldgCode: CRC -2013 DEFL RATIO• L/240 TC: L/24 TRUSPLUS 6.0 VER: ALPINE, www.aleineltw.com:TPI: w1CA: sgsga, tcC:mWQG5afe.= Job Name: New Residence Truss ID: J4 Qty: 2 BRG X -LOC REACT SIZE REQ 1) TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 Required bearing widths and bearing areas truss not in a hanger. 1 0- 2-12 318 5.50" 1.50" BC 2x4 DFL #1 & Btr. Fabn cation Tolerance = 20.0% for FcPerp of the apply when supported UPLIFT REACTION(S) : 2 3-11- 0 126 1.50" 1.50" Kcr (creep factor) a 2.00 for Bearings designed an value lesser of the truss chord lumber value or Support C&C Wind Non -Wind 3 5-11- 4 95 HGR 1.50" BRG HANGER/CLIP - NOTE Refer to Joint QC Detail Sheets Cq factors and Rotational Tolerances. 625 for all bearings. IRC/IBC truss values are based on 1 -47 lb 2 -86 lb 3 -Toe Nails qty 2 16d Support Connections)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. plate testing and approval as regNirPd by TBC 1703 HORIZONTAL -REACTIONS 1 120 b not designed for horizontal loads. Install interior supports) before erection. and ANSI/TPI and arg.reported in ESR -1118. support MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. Shim bearings (if needed) for req. support. support 3 120 lb L/999 MEM 3-4 (LIVE) LC 47 This truss is designed using the Not designed for attic storage unless 0. C. SpaCi ng 2- 0- 0 L= -0.03" D= -0.07" T= -0.10" ASCE7-10 Wind Specification noted otherwise. ®® Joint Locations =_-_= Bldg Enclosed = Yes, Bldg Code CRC -2013 , 1 0- o- 0 1 0- o- 0 Truss Location = Not End Zone 2 6- o- 0 4 6- 0- 0 CRITICAL MEMBER FORCES: Exp Category C Bldg Length 89.42 ft, Bldg Width - 30.00 ft TC COMP.<(OUR.)/ TENS.<DUR.> CSI 1-2 -92(1.60)/ 6751.25) o.1s Mean roof height - 11.33 ft, mph - 110 2-0 -2 1.25i/ 0(1.60) 0.00 Occupancy Category, II, Dead Load - 13.2 psf BC COMP. DUR. / TENS. OUR. CST Designed as Main Wind Force Resisting System 3-4 39 1.60 / 120 1.60 0.18 - Low-rise and Components and Cladding 4-0 0(1.25/ 0 1.60 O.00 Tributary Area = 12 sqft 8.00 B2 W:108 R:126 U:-86 3- -3 3,0-3 2X4 0-4-5 J B14B3 W:508 . 'Toe Nails R:318 W:108 U:-47 R:95 Q_d �_ri9 U: 6-0-0 1 3 4 4-)-1 SHIP BUTTE COUNTY BUILDING DIVISION APPROVED T. Tgya No. C 72160 \�OF KALIF All connector plates are Alpine Wave 20 ga., unless preceded by "H" for High Strength 20 ga., 'S' for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. **WARNING!*' WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! CUSt: Bryan Moore 268 - Homewood Tru5s DIR: Dri veML0080615_L00007_]00001 (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -M -0080615-L000 /\ Trusses require mareme care in fabric..... handling, s18Pping, Installing and braong, Rete, to and follow me latest edltion of BCSI (Building Component DS n r : AW NLC = 50 WT/PLY: 23 9 Salary Information, by TPI and WTCA) for safetypractices prior to performing mese functions. Installers shag provide temporary bracing per BCSI. Unless TC Live 20.00 psf L i'veDu r L=1.2 5 P=1.2 5 rr noted otherwise, top chord shag have property attached structural sheathing and bonom chord shag have a property attached dgid telling. Locations shmvn r� rs for permanent lateral per s B3, 87 or 870, as appticaWe. Appry pates to sato lace of uuss and we 6s shag have bracing Inless TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 � IUUUt`\\\\VVV���'JJJII'1 ��� n other ise. poli.onesshown .boveandon the ldmDetails repon.amassnotedomarwisa. aboveand n Alpine, a division of 1TW Building Components Group Inc.. shag not be responsible for any deviation fmm this drawing. any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bind / Comp / Tens AN ITW COMPANY conformance with ANSI7TP1 1, or for handling, shipping, installation & bracing of busses. A this drawing or cover listing this drawing, Indicates acceptance otprotesslonal engineering responsibility BC Live 0.00 psf 1.15 / 1.10 1. 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 seal on page solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 DesignerperANSUTPI I Sec.2 6.0 VER' T6. 5.20 Form�ral^tort.ationseetidsob.genarelnoteapagoandhesewabstae: Bldg Code CRC -2013 DEFL RATIO: L/240 TC L/24 TRUSPLUS • ALPINE: www alolneihvcom: TPI; 'WTCA: www �I indu9rvoro ICC: www Iccsale om Job Name: New Residence Truss ID: A Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 Required bearing widths and bearing areas when truss not supported in a hanger. 1 0- 2-12 385 5.50" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% apply UPLIFT REACTION(S) 2 5-11- 0 177 1.50" 1.50 Kcr (creep factor) - 2.00 Bearings designed for an FcPerP value of the lumber value or Support C&C Wind . Non -Wind 3 5-11- 4 104 IIGR 1.50" Refer to Joint QC Detail Sheets for to lesser of the truss chord 1 -47 lb BRG HANGER/CLIP NOTE 'Toe Cq and Rotational Tolerances. 625 for all bearings. IRC/IBC truss values are based on 2 -130 lb 3 Nails qty 2 16d Support Connection(s)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. plate testing and approvalas required by IBC 1703 HORIZONTAL REACTION(S) 182 : lb not designed for horizontal loads. Install interior support(s) before erection. and ANSI/TPI and are reported in ESR -1118. for req. support. support 1 support 3 182 lb MAX DEFLECTION (span) : L/846 MEM 1-2 (LIVE) LC 1 PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the Shim bearings (if needed) Not designed for attic storage unless L= -0.08" D= -0.14" T= -0.22" ASCE7-10 Wind Specification noted otherwise. , e joint: Locations ----- B1dgsEnclosed - Yes, i o- o- 0 3 0- o- o Truss Location Not End Zone 2 6- 0- 0 4 6- o- 0 CRITICAL MEMBER FORCES: Ex Category C P ' Bldg Length = 89.42 ft, Bldg Width = 30.00 ft TC CON'.((DUR.)/ TENS.(DU0.. CSI 1-2 -114(1.253/ 96(1.is3 0.34 Mean roof height o 12.01 ft, mph - 110 2-0 -2C(1.25))/ 0(0.90) 0.00 Occupancy Category II, Dead Load - 13.2 psf BC COMP. BUR. / TENS. (BUR. CSI Designed as Main Wind Force Resisting System 3-4 so 1.60)}/ 183(1.60 0.23 01.60}/ - Low-rise and Components and Cladding 4-0 0(1.60 0.00 Tributary Area = 12 sgft 268 - Homewood Tru5s (CA) fi r TY ALMNIF AN 17W COMPANY 120 N. Graaf SW Pkwy. Grand Prairie, TX 75050 TRUSPLUS 6.0 VER: T6.5.20 4-4-3 0.1-5 8.00 s -0-o '3 4 are Alpine Wave 20 ga., unless preceded by "H* for High Strength 20 ga.,'S- for Super 132 W:108 . 13:177 U:-1 30 5-4-1 1 SHIP B3 -L 'Toe Nails W:108 R:104 U: "WARNING!'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require eidame care in fab ica6ng, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing !hese functions. Installers shall provide temporary bating per SCSI. Unless noted otherwise, lop chord shall have propedy attached structural sheathing and bottom chord shag have a propedy attached rigid coding. Locations shown I or Dertnanant lateral restraint of webs snag have bracing Installed per BCSI sections B3. B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report, unless noted otherwise. Alpine, a division of ITW guiding Components Group Inc., shag not be responsltdo lar any deviation from this drawing, any failure to build the miss In conformance with ANSIRPI 1. or for handling. shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer perANSLITPI 1 Sec.2 For more information we this job's general notes page and these web sites: ALPINE: ww� TPI: toinstom;WTCA:www.sbrintlustrv=!CC: www iccsafe.am BUTTE COUNTY BUILDING DIVISION APPROV® 7 No. C 72160 CIV11- a�P 10/15/2015 Cust: Bryan Moore DIR: Drive Yt0080615_L00007-]00001 W0: Drive_jVL0080615_L000 Dsgnr: AW #LC = 48 WT/PLY: 2 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0;00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 JDEFL RATIO: Job Name: New Residence Truss ID: A Qty: 2 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 356 5.50" 1.50" 2 6- 0-12 386 1.50" 1.50" 3 7-11- 0 24 1.50" 1.50" 4 5-11- 4 100 HGR 1.50" BRG HANGER/CLIP NOTE 4 °Toe Nails qty 2 16d Support Connections)/Hanger(s) are not designed for horizontal loads. MAX DEFLECTION (s an) L/999 MEM 1-2 (LIVE) LC 1 L- -0.05" D- -0.09" T= -0.14" �- )oint Locations ----- -1 0- 0- 0 3 0- 0- 0 2 6- 0- 0 4 6- 0- 0 CRITICAL MEMBER FORCES: TC COMP. (OUR.)/ TENS. OUR CSI 1-2 -228 1.60 / 121(((1.25) 0.26 2-0 93 1.29)/ 13 1.60) 0.2S 0-0 2 1.29)/ 0 1.60) 0.00 Bc COMP. WR. / TENS. IDUR.) CSI 3-4 80 1.60 / 236(1.60) 0.20 4-0 0 1.60 / 0(1.25) 0.00 268 - Homewood Truss (CA) AN ITW COMPANY 920 N. Great SW Pkwy. Grand Prairie, TX 75050 TRUSPLUS 6.0 VER: T6.5.20 TC 2x4 DFL #1 & Btr. BC 2 x 4 DFL #1 & Btr. Kcr (creep factor) - 2.00 Refer to )oint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearingg locations. Install interior supports) before erection. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location - Not End Zone Exp Category C Bldg Length = 89.42 ft, Bldg Width = 30.00 ft Mean roof height = 12.01 ft, mph = 110 Occupancy Category II, Dead Load - 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 12 sgft 5- -3 z 0-4-5 are Alpine Wave 20 ga., es are to be positioned p Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerP value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless noted otherwise. 8.00 B3 R:24 T R:24 U:-73 4 4-5 6- -1 SHIP 1 B4 6-0-0 Toe Nails i3 41 W'108 RAOO U: OVER 4 SUPPORTS 'H" for High Strength 20 ga., "S' for Super "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses requhe ewfeme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Budding Component Safely Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall proviso temporary bracing per SCSI. Unless noted otherwise, top Gard shag have property attached structural sheathing and bollom chord shall have a propertyattached rigid coding. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, 87 of 810, as applicable. Appy plates to each fare of truss and position asshown above and on the Joint Details report, unless noted otherwise.Alpine, a division of ITW Su3ding Components Group Inc., shag not be responsible for any deviation from this drawing. any failure to build the truss In conformance with ANSIrrPI 1, or for handling, shipping, instagatbn & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSUTPI1 Sec.2 For me. Information sea this job's general notes page and Nese web sites: Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support C&C Wind Non -Wind 2 -280 lb 3 -30 lb -73 lb HORIZONTAL REACTION(S) support 1 235 lb support 4 235 lb BUTTE COUNTY BUILDING DIVISION APPROVE® 0N,, LC7'2160 10/15/2015 Cust: Bryan Moore DIR: DriveJ4-0080615_L00007_300001 W0: DriveJ4-0080615_L000 Dsgnr: AW #LC = 50 WT/PLY: 3 TC Live 20.00 TpsfRep r L=1.25 P=1.25 TC Snow(Pf) 0.00 r L=1.15 P=1.15 TC Dead 14.00 r Bnd / Comp / Tens BC Live 0.00 1.15 / 1.10 / 1.10 BC Dead 8.00 acing 2- 0- 0 Bldg Code: CRC -2013 JDEFL RATIO: Job Name: New Residence BRG X -LOC REACT SIZEREQ'D 1 0-.2-12 356 S.50" 1.50" 2 6- 0-12 397 1.50" 1.SO" 3 8- 0-12 67 1.50" 1.50" 4 9- 3-11 73 1.SO" 1.50" 5 5-11- 4 100 IIGR 1.S0" BRG HANGER/CLIP NOTE 5 'Toe Nails qty 2 16d Support Connections)/Hanger(s) are not designed for horizontal loads. MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 1 L- -0.05" D= -0.09" T. -0.14" oma nt Locations 1 0- Joi0- 0 3 0- 0- 0 2 6- 0- 0 4 6- 0- 0 CRITICAL MEMBER FORCES: TC COMP. (DUR. / TENS.(DUR. CSI 1-2 -277(1.603/ 121(1.253 0.26 1 2-0 99(((1.25)))/ 13(((1.25))) 0.23 0-0 40 1.60 / 38 1.25 0.05 0-0 2 1.25 / 0 1.60 0.00 eC COMP.(WR. / TENS. DUR. CSI 3-4 -95(1.60 / 272 1.60 0.20 4-0 0(1.25 / 0 1.25 0.00 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. Kcr (creep factor) - 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearingg locations. Install interior supports) before erection. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location Not End Zone Exp Category = C Bldg Length = 89.42 ft, Bldg Width = 30.00 ft Mean roof height = 12.01 ft, mph = 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind ForceResisting System - Low-rise and Components and Cladding Tributary Area - 12 sgft Truss ID: A Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearingsdesigned for an FcPerp value of the lesser of the truss chord lumber value or 62S for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless noted otherwise. are Alpine Wave 20 ga., unless as are to be positioned per Joint B5 ;1 6 0 t 6-0-0 Toe Nails ;3 4 W'108 R:100 U: Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support C&C Wind Non -Wind 2 -276 lb 3 -18 lb -95 lb 4 -45 lb HORIZONTAL REACTION(S) support 1272 lb support 5 1272 lb 134 W:108 R:73 U:-45 7- 3 4-4-5 SHIBUTTECOUNTY 1 BUILDING DIVISION APPROVE® OVER 5 SUPPORTS 'H' for High Strength 20 ga., •S• for Super 5�L1 T. TAN el J6 ( No. C 72160 �9T CIVI1- a�P FOF CAWUV0� 10/15/2015 268 - Homewood Truss (CA) /\ "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! , - "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses -,ill 14,11, care In fabdcadng, handling, snipping, installing old bracing. Role, to and follow the 111,11 edition o1 BCSI (Building Component Safety Infounation, by TPI and WTCA) for safety practices prior to performing these functi- installers shall provide temporary bracing per BCSI. Unless noted otherwise. top chord shag have property attached structural sheathing and bottom chord snail have a property attached dgld calling. Locations shown Cust: Bryan Moore DIR: Dri ve A 0080615_LOOD07_300001 WO: Drive -M -0080615-L000 Dsgnr: AW #LC = 54 WT/PLY: 34 TC Live 20.00 s f p Li veDu r L=1. 2 5 P=1. 2 5 r� r1 permanent lateral restraint sections B3, 07 or 010, as applicable. Appy plates to each lace of truss aM webs snag have bracing unless tl per BCSIotherwise. TC Sr10w(Pf) 0.00 psf SnowDu r L=1. 1S P=1.15 p � (�\ �\ �� J posiuon as spawn above and on the Joint Details repot, unless noted olhenvisa. position ab n Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens J AN /TW COMPANY conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance or professional engineering responsibility 0.00 Sf BC Live P 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairlo, TX 75050 solely for the design shown. The suitability and use o/ this drawing for any structure Is the responsibility o/ the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANS11TPI I Sec.2 T6.5.20 For more information nils(,D'sgeneminoospageandthoseweb sites: Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L/24 TRUSPLUS 6.0 VER • ALPINE: W=,B omi%W .Qom: TPI: www.t,instora: WTCA: www.sbdndultrv.00: ICC:it,csafoogm Job Name: New Residence BRG X -LOC REACT SIZE REQ'D TC 2x6 DFL #2 1 0- 2-12 2716 5. SO" 2.90" 2x4 DFL #1 & Btr. 1-2 2 35- 5- 4 3735 5.50" 3.98" 2x6 DFL SS 4-5 MAX DEFLECTION (span) : BC 2x6 OFL SS L/885 MEM 4-5 (LIVE) LC 42 2x4 DFL #1 & Btr. 9-11 'L= -0.48" D= -0.94" T= -1.41" WEB 2x4 DFL STANDARD 'EX.WS DEF CRITERIA:L/120 2x4 DFL #1 & Btr. 3-11, 14-7 IN MEM 15- 8; T= 0.02" PLT BLK 2x6 DFL #2 - Joint Locati-- ons - Kcr (creep factor) = 2.00 i -- o- o- 0 9 0- 0- 0 IRC/IBC truss plate values are based on 2 5- 0- 0 10 7- 0- 0 testing and approval as required by IBC 1703 3 9- 5- 8 11 13- 5- 4 and ANSI/TPI and are reported in ESR -1118. 4 13- S- 4 12 18-30- 4 5 18-10- 4 13 22- 3- 5 Permanent bracing is reggired to 6 25- 6-10 14 28-.9-14 prevent rotation/toppling. See 7 32- 1- 3 15 3S- 8- 0 BCSI and ANSI/TPI 1. TC COMP. (DUR. __/__T_ ENS.(DUR.) CSI 1-2 2-3 -4203(1.25 / -4031 1.25 / 0.91 0.55 3-4 -8889 1.25 / 0.85 4-5 5-6 -9174 1.2S / -8647 1.2S / 0.14 0.96 6-7 -5737 1.25 / 0.5S 7-8 -51 1.60 / 56(1.60) 0.11 eC COMP.(DUR.)/ TENS. DURCSI9-10 support 2 195 lb / / 34031.25 0.9010-11 316.1.25 0.65 11-12 / 73371.25 0.68 i 12-13 / 916fi1.25 0.813-14 DS n r' AW #LC = 46 WT/PLY' 309 g . / / 74051.25 0.914-15 30651.25 0.61 WB COMP. (DUR.)/ TENS.(1R. CSI 2-10 3-10 -224(1.253/ 36(1.60 / 98(1.60) 0.06 338 1.2S 0.14 3-11 / 7668 1.2S 0.97 4-11 -6215(1.25)/ 0.78 4-12 5-12 / / 2179(1.25) 0.89 134(0.90) 0.08 S-13 -831(1.25)/ 0.34 6-13 6-14 / -2462(1.25)/ 1833(1.25) 0.74 1.00 7-14 / 3944(1.25) 0.50 7-15 8-1S -4479<1.25)/ -92(1.25)/ 1.00 24(1.60) 0.19 PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only, unless noted otherwise. Truss ID: L1 ®Web bracing required at each location shown. Refer to BCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Designed per ANSI/TPI1-2007 Fabrication Tolerance - 20.0% Bearings desiqned for an Fc Perp value of the lesser of the truss chord lumber value or 625 for all bearings. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid ponding. Continuous lateral restraint attached to flat TC as indicated. Lumber shall be structural grade. Brace 0 24" o.c. unless noted. 20 psf Live Load applied to bottom chord in accordance with IBC/IRC code provisions. 9-5-8 3-11-12 rt 2 3 4 5 6. 7 8 8.00 8.00 8.00 22-2-12 7X8 6- -0 7X,0 11 4X6 x 0-4-5 B1 W:508 R:2716 U:-70 12X12 SS1012 7X8 5X6 2.5X4 SS1319 7X8 8X12 SS0712 1272# 1 1.5X4 6X8 1 This design based on chord bracing applied per the following schedule: max o.c. from to No. C 72160 TC 24.00" 13- 6- 0 35- 8- 0 g 10 11 12 13 14 15 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -70 lb TYPICAL PLATE: 7X10OF 2 -94 lb HORIZONTAL REACIION(S) 10/15/2015 support 1 . 195 lb plates Strength 18 ga. Plates are to be positioned per Jomt Detail Reports. support 2 195 lb 268 Homewood Tru This truss is designedusing the Cust: Bryan'Moore' DIR: Drive -'-0080615-L00007-100001 ASCE7-10 Wind Specification **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Bldg Enclosed = Yes, Truss Location = Not End Zone DS n r' AW #LC = 46 WT/PLY' 309 g . Exp Category = C Bldg Length 89.42 ft, Bldg Width - 30.00 ft SetelY Information. by TPI and WTCA) for safety practices prior to performing provide noted otherwise, lop chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid caping. Locations shown Mean ro6f height = 13.33 ft, mph = 110 Occupancy Category II, Dead Load 13.2 psf TC Snow (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 Designed as Main Wind Force Resisting System report. position as shown above and on din Joint Details report, unless noted otherwise. above and n Alpine, a division of ITW Building Components Group Inc.. shay not be responsible for any deviation from this drawing, any failure o build the Iniss in - Low-rise and Components and Cladding AN ITUV COMPANY Tributary Area = 151 sgft BC Live 0.00 psf 1.00 / 1.00 / 1.00 8.00 0. C. Spaci ng 2- 0- 0 Vertical members exposed to wind: 15- 8 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building --- ------LOAD CASE 01 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 84.00 - 1- 6- 0 84.00 0- 0- 0 0.48 TC Vert 68.00 0- 0- 0 68.00 35- 8- 0 0.59 BC Vert 16.00 0- 0- 0 16.00 19- 8-12 0.00 BC Vert 124.00 19- 8-12 124.00 35- 3- 4 0.41 BC Vert 16.00 35- 3- 4 16.00 3S- 8- 0 0.00 .Type... lbs X.Loc LL/TL Fastener TC Vert 0.0 0- 2-12 1.00 BC Vert 1272.0 18-10- 4 0.48 BUTTE COUNTY T APPROVED DIVISION 7714 PROVED 4- 3 SHIP 82 W:508 y��yT. R:3735 5 I U:-94 ,J✓� 35-8-0 No. C 72160 g 10 11 12 13 14 15 TYPICAL PLATE: 7X10OF IVI1 G. All connector are Alpine Wave 20 ga., unless preceded by "H' for High Strength 20 ga.,'S• for Super 10/15/2015 plates Strength 18 ga. Plates are to be positioned per Jomt Detail Reports. 268 Homewood Tru **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Bryan'Moore' DIR: Drive -'-0080615-L00007-100001 - 5s (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -M -0080615-L000 Trusses require airframe caro in fabricating, handling, shipping, installing and 0,81111. Refer to and follow the latest edition of SCSI (Building Compono"1 these functions. Installers shall temporary bracing per SCSI. Unless DS n r' AW #LC = 46 WT/PLY' 309 g . SetelY Information. by TPI and WTCA) for safety practices prior to performing provide noted otherwise, lop chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid caping. Locations shown TC Live 20.00 psf Li veDu r L=1.25 P=1.25 for permanent lateral webs snap nave Inless o per BCSI eactlons B3, 87 or 810, es epplicaUla. Apply plates to earJt face of tmss and TC Snow (Pf) 0.00 psf SnowDu r L=1.15 P=1.15 [] IILJIr�\\V\IJII �� report. position as shown above and on din Joint Details report, unless noted otherwise. above and n Alpine, a division of ITW Building Components Group Inc.. shay not be responsible for any deviation from this drawing, any failure o build the Iniss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITUV COMPANY Conformance with ANSUrPI 1, or for handling, shipping, thmepallon & bracing of busses. A seal on this drawing or cover page listing this drawing, Indicates acceptance o/professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 8.00 0. C. Spaci ng 2- 0- 0 2820 N. Great SW Pkwy. Grand Pralrfe, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead psf Designer per ANSI/FPI 1 Sec.2 For more information seothlsjoD'sgenoralnotes page and these web silos: Bldg Cede' CRC -2013 DEF- RATIO' -/240 TC: L/24 • TRUSPLUS 6.0 VER T6.5.20 ALPINE: ••••-> aln'ne.'nv.iom: TPI: www toinsl.am =A:::• -.v sbomdust-ligi: ICC: w�i cc sale o= Job Name: New Residence Truss ID: L2 Qty: 1 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 This design based on chord bracing applied the following schedule: 1 0- 2-12 1624 5.50 1.73" BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% Fc Perp of the per max o.c. from to 2 35- 5- 4 1498 5.S0" 1.60" WEB 2x4 DFL STANDARD Bearings designed for an value lumber value or TC 24.00" 11- 6- 0 35- 8- 0 MAX DEFLECTION (s an) : Kcr (creep factor) = 2.00 lesser of the truss chord UPLIFT REACTION(S) : L/999 MEM 5-6 (LIVE) LC 2 Refer to Ioint QC Detail Sheets for 625 for all bearings. IRC/IBC truss values are based on Support C&C Wind Non -Wind L= -0.16" D. -0.33" T. -0.49" Cq factors and Rotational Tolerances. BCLL. plate testing and approval as required by IBC 1703 _ 1 -84 lb EX.WB DEF CRITERIA:L/120 Loaded for 10 PSF non -concurrent and ANSI/TPI and are reported in ESR -1118. 2 -56 lb IN MEM 16- 9; T- 0.06" Drainage shall be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. Continuous lateral restraint attached to HORIZONTAL REACTION(S) .- 3oint Locations ----- 1 0- 0- 0 9 35- 8- 0 End verticals are designed for axial loads flat TC as indicated. Lumber shall be support 1 280 lb 2 280 lb I 5- 0- o to o- o- o only, unless noted otherwise. structural grade. Brace 0 24" o.c. unless ' support 3 9- 5- 8 11 7- 0- o 4 11- 5- 4 32 11- 5- 4 This truss is deli design using the g ASCE7-10 Wind Specification noted. Not designed for attic storage unless 29 1.60 0.33 5 14- 8- 4 13 17- 7-11 6 20- 7- 3 14 23- 6-70 Bldg Enclosed = Yes, noted of erwise. 5-13 -131.60 / 6-13 / 6-14 -502(1.25)/ 7 26- 6- 2 15 29- 5- 9 Truss Location = Not End Zone 8 12- 5- 1 16 35- 8- o CRITICAL MEMBER FORCES: CSI Exp Category = C Bldg Length - 89.42 ft, Bldg Width = 30.00 ft 24-2-12 r TC COMP.JOUR. / TENS. DUR.) 1-2 -2x981.25 / 97 1.60) 0.27 Mean roof height = 13.33 ft, mph 110 1208 1.25 641.60 0.98 7X8 2-3 -21331.25 / 141 1.60 0.23 Occupancy Category II, Dead Load 13.2 psf3-4 9-16 -70<1.25)/ 27 1.60 0.41 -27611.25 / 178 1.60 0.25 4-S -22361.25 / 119 1.60 0.35 Desi ned as Main Wind Force Resistin System 9 g5-6 DIV1S -25601.25 / 109 1.60 0.32 - Low-rise and Components and Cladding 1.5X4 1 6-7 -22891.2S / 97 1.60 0.32 Tributary Area - 71 stiff APPROVE 7-14371.25 / 82 1.60 0.28 Vertical members exposed to wind: 16- 9 5 4-3 7-7-14 8-9 -74 1.60 / 80 1.60 0.18 BC CONP.(WR. / TENS. OUR. CSI 30-11 -264(1.60 / 11-12 -2001.60 / 1830 1.25 0.42 1588 1.25 0.25 12-13 / 2517 1.25 0.37 :19611.60 13-14 1651.60 / 14-15 -1341.60 / 2542 1.25 0.37 1984 1.25 0.34 ' 15-16 -1061.60 / 827 1.25 0.26 W8 COMP. OUR. / TENS. OUR. CSI 2-11 -246 1.25 / 3-11 -3811.60 / 99 1.60 0.07 302 1.25 0.12 ' 3-12 -1091.60 / 4-12 -15501.25 / 2212 1.25 0.90 127 1.60 0.69 9-5-$ 1r1 1-12 5-12 -5401.25 / 29 1.60 0.33 '1 2 3 4 5 6 7 8 9 5-13 -131.60 / 6-13 / 6-14 -502(1.25)/ 149 1.25 0.06 114 1.25 0.05 62 1.60 0.31 $,00 -$.0D 7-14 / 7-15 -1084(1.25)/ 605 1.25 0.25 65 1.60 0.66 0.49 24-2-12 r BUTTE I •, , Cou e-15 / 8-16 -1613((1.25))/ 1208 1.25 641.60 0.98 7X8 , BUILDING 9-16 -70<1.25)/ 27 1.60 0.41 r,X6 2.5X4 5X6 2.5X4 4X6 1.5X4 DIV1S 1.5X4 1 APPROVE 6' -0 VV\7V\ 5 4-3 7-7-14 SHIP 3X8 1 x 0-4-5 2.5X4 8X8 5X6 2.5X4 4X6 5X6 OFESSl O W:508 B2 W:508 T. T/A R:1498 C3; R:1624 U:-84 U:-56 1 35-8-0 No. C 72160 10 11 12 13 14 15 16 CMI- �P 9�OF CALAV: All connector plates are Alpine Wave 20 ga., unless preceded by 'H" for High Strength 20 ga., "S' for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detail Repots. WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! "WARNING!" Cust: Bryan Moore 268 - Homewood Truss DIR: Drive .M 0080615-L00007-]00001 (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -L.0080615 Trusses require e,ereme care in fabricating, handling, shipping, installing and brecing. Reler o and fogew Ne late,, o11on of BCS. (Budding Component DS n r : AW g -L000 # LC = 43 WT/ PLY : 2674 Safely Information. by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shag provide temporary bracing per SCSI: Unless noted otherwise, lop chord shag have property allached structural sheathing and bottom chord shag have a property attached rigid ceding. Locations shown TC Live 20.00 psf L i veDu r L=1. 2 5 P=1.25 r� ri for permanent lateral restraint of webs shag have report, Installed per sections 83. 87 or 810, as applicable. Apply pates to each lace of miss and , TC Snow(Pf) 0.00 psf , SnoWDu r L=1.15 P=1.15 ��� fUr��\V`I JII other position as shown above and an the Joint Details repot, amass noted otnerwlso. Alpine, a division of ITW Budding Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build me Imes in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN /TW COMPANY conformance with ANSIrrPI 1, or for handling, shipping, Instaga,lon & bracing of trusses. A seal on this drawing or coverpage listing this drawing, Indicates acceptance orproresslonal engineering responsibility BC Live 0.00 psf P 1.10 / 1.10 / 1..10 2820 N. Gr4a1 sw Pkwy. Grand Prairie, Tx 75050 solely for the design shown. The suitability and use or this drawing /or any structure is the responsibility o/ the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI?PI I Sec.2 VER' T6.5.20 Foe mornln `tionseo��islob'sgeneralnotespageand,Iosowarsitus: Bldg Code: CRC -2013 DEFL RATIO: L/240 TC' L/24 TRUSPLUS 6.0 • ALPINE: •xxv.atoineitw.com:TPl: www.minst om: WTCA: ::^x:: s6cintluslrvnro:lCC: www_ i-es-5�10 o_rg Job Name: New Residence Truss ID: L3 Qty: .1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied 1 0- 2-12 1788 5.50" 1.91" BC 2x4 DFL #1 & Btr. ® Refer to BCSI for proper required lateral per the following schedule: from to 2 35- 5- 4 1878 5.50" 2.00" WEB 2x4 DFL STANDARD restraint. For alternative web bracing, max o.c. TC 24.00" 9-10-15 35- 8- 0 MAX DEFLECTION (span) Plates outside the truss perimeter are see ITWBCG's standard details. Designed per ANSI/TPI 1-2007 . UPLIFT REACTION(S) L/999 MEM 10-11 (LIVE) LC 42 T= designed for the location shown only. if necessary. Fabrication Tolerance = 20.0% Support C&C Wind Non -Wind L= -0.17" D= -0.31" -0.48" Trim to match profile factor) 2.00 Bearings designed for an Fc Perp value of the 1 -76 lb EX.WB DEF CRITERIA:L/120 IN MEM 14- 8; T- 0.16" Kcr (creep = Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or 2 -66 lb Joint Locations Cq factors and Rotational Tolerances. 625 for all bearings. HORIZONTAL REACTION(S) 1 358 lb -- ----- 1 0- 0- 0 8 35- 8- 0 Loaded for 10 PSF non -concurrent BCLL. IRC/IBC truss plate values are based on by IBC 1703 support support 2 358 lb 2 5- o- 0 9 0- o- o 3 10- 0- 0 10 7- 0- o Drainage shall be provided to avoid ponding. testing and approval as required and ANSI/TPI and are reported in ESR -1118. This truss is designed using the 4 15- B- 4 11 1S- 8- 4 Continuous lateral restraint attached to flat TC as indicated. Lumber shall be PLATING BASED ON GREEN LUMBER VALUES. ASCE7-10 Wind Specification S 19- 1- 1 12 22- 4- 3 6 25- 7- 4 13 ze-10- 5 structural grade. Brace 0 24" o.c. unless End verticals are designed for axial loads Bldg Enclose = Yes, End Zone 7 32- 1- 7 14 35- 8- 0 noted. only, unless noted otherwise. Truss Location = Not Exp Category C CRITICAL MEMBER FORCES: TC COMP.(OUR. / TENS. DUR.) CSI 20 psf Live Load applied to bottom chord in = Bldg Length 89.42 ft, Bldg Width = 30.00 ft 1-2 -2593 1.25 / 76 1.60) 0.34 accordance with IBC/IRC code provisions. _ Mean roe height = 13.48 ft, mph 110 2-3 -2418 1.25 / 121 1.60) 0.18 Occupancy Category II, Dead Load 13.2 psf 3-4 -2398 1.25 / 116 1.60 0.41 4-S -2398 1.25))/ 116 1.60 0.27 Designed as Main Wind Force Resisting System 5-6 -2302 1.25)/ 104 1.60 0.40 - Low-rise and Components and Cladding 6-7 -1543 1.253/ 9fi 1.60 0'.36 Tributary Area = 71 sqft 7-8 -92 1.60 / 100 1.60 0.21 Vertical members exposed to wind: 14- 8 BC COMP. DUR. / TENS. DU R. CSI 9-10 -307((1.60 / 2068 1.25 0.44 30-11 -251(1.60 / 1817 1.25 0.46 11-12 -194(((1.60 / 2432 1.25 0.53 12_13 -160 1.60 / 2044 1.25 0.S6 13-14 -126 1.60 / 674 1.2S) 0.43 WB COMP. (OUR. / TENS. OUR. CSI 2-10 -224(1.253/ 100 1.60 0.06 3-10 -1411.60 / 378 1.25 0.15 3-11 / 828 1.25 0.34 4-11 -319 1.25)/ 61 1.60 0.23 5-11 -72 1.25)/ 76 1.60 0.07 5-12 -354 1.25)/ 69(1.60) 0.32 9-10-15 -- '3 6-12 -5 1.60))/ S68 1.25 0.23 r1 2 4 5 $ 7 $ 6-13 -1103 1.25 / 79 1.60 1.00 7-13 / 1472 1.25 0.60 7-14 -1896(1.25)/ 72 1.60 0.96 8 00 25-8-0 8-14 -77(1.25)/ 29 1.60 0.68 5X6 t 6_,1-,0 1III SS05( x 0-4-5 6-1-2 7-11-8 SHIP B1 V"V W:508 B2 R:1788 W:508 U:-76 R:1878 may, U:-68UTTE COUNT 9 10 1135-8-0 12 13 , UILDING DIVISI! APPROVE connector plates are Alpine V engin 18 ga. Plates are to be by'H' for High Strength 20 ga.,'S' for Super No. C 72160 CIVIL �P 9TFOF CALAV: 10/15/2015 19 268 - Homewood Tr SS (CA) **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses ro9uire etdreme caro in laborating, handling, snipping, installing and Orating. Role, to end follow mo latest eoition of SCSI (Budding Component SatetyInformation, byTPI and WTCA) for safety practices prior toperforming thew functions. mstatbrs shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly atlachod stnrctural sheathing and bottom clwrd shall have a properly attached rigid ceiling. Locations shown Cust: Bryan Moore DIR: Dri ve_M_0080615_L00007_J00001 W0: Dri ve�L0080615_L000 Dsgnr: AW #LC = 46 WT/PLY: 268 TC Live 20.00 psf Li veDu r L=1.25 P=1.25 r\ ri for permanent /steam webs shall have bracing Installed o per SCSI sections 07, B7 or 870, as applira6le. Apply plates to each fare of buss and TC $nGW (Pf) 0.00 psf Sf10WDU r L=1.15 P=1.15 (] � �\ � � ��� J IE position as shown above and on ma Joint Details report, unless noted otherwise. above and n Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure a build me truss In TC Dead 14.00 psf, Rep Mbr Bind / Comp / Tens AN ITW COMPANY L to, once with ANSI/TPI 1, ar for handling, shipping, Instaftagon 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlonal engineering responsibility BC LT ve 0.00 s f p 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 Designer perANSUTP/1 Sec.2 6.0 VER' T6.S.20 Fomoreinromauonseemisjob'ageneralnotespageandthesowebsitas: Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L/24 TRUSPLUS ' ALPINE: joto afo'ne'hv tom: TPI: = WTCA: www sbc'nduslnr.oro: lCC:www IecUle a_ Job Name: New Residence Truss ID: L4 Qty: 1 TC Live 20.00 psf REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied ERG X -LOC REACT SIZE 0- 2-12 1685 5.50" 1.80 BC 2x4 DFL #1 & Btr. ® Refer to BCSI for proper required lateral per the following schedule: from to 1 2 33- 5- 4 1792 5.50" 1.91" WEB 2x4 DFL STANDARD restraint. For alternative web bracing, max o.C. TC 24.00" 9-10-15 33- 8- 0 MAX DEFLECTION (span) BC Dead 8.00 psf 2x4 DFL #1 & Btr. 13-7 see ITWBCG's standard details. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) L/999 MEM 2-3 (LIVE) LC L- -0.14" D= -0.21" T= -0.35" 42 Fabrication Tolerance - 20.0% Kcr (creep factor) = 2.00 Bearings designed for an FcPerp value of the Support C&C Wind Non -Wind 1 16 EX.WB DEF CRITERIA:L/120 • Refer to loint QC Detail Sheets for lesser of the truss chord lumber value or -78 , 2 -83 lb IN MEM 13- 7; T. 0.26" Cq factors and Rotational Tolerances. 625 for all bearings. IRC/IBC truss values are based on HORIZONTAL REACTION(S) m.- Joint Locations �--- 0- 0- 0 8 0- 0- 0 Loaded for 10 PSF non -concurrent BCLL. l be provided to avoid ponding. Drainage shallb plate testing and approval as required by IBC 1703 support 1 444 lb 1 2 3- 0- 0 9 7- o- 0 Continuous lateral restraint attached to and ANSI/TPI and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. 2 444 d This truss is designed using the This 3 10- 0- 0 10 13- 8- 4 4 13- 8- 4 11 20- 3- 7 flat TC as indicated. Lumber shall be 24" End verticals are designed for axial loads ASCE 7-10 Wind Specification 5 20- 3- 7 12 26-10-13 structural grade. Brace @ o.c. unless only, unless noted otherwise. Bldg Enclosed = Yes, 6 26-30-13 13 33- 8- 0 7 33- 8- 0 noted. 20 psf Live load applied to bottom chord in Truss Location = Not End Zone C CRITICAL MEMBER FORCES: CSI accordance with IBC/IRC code provisions. Exp Category Bldg Length = 89.42 ft, Bldg Width 30.00 ft Tc COHp6(o-IU / TENS.(DUR. 1-2 -30(1.60 / 97(1.25 0.37 Mean roof height = 14.15 ft, mph 110 2-3 -1806(1.25 / 11S 1.60 0.45 Occupancy Category II, Dead Load = 13.2 psf 3-4 -1701<1.25 / 129(1.60) 4-S / 129(1.60) 0.23 0.34 Designed as Main Wind Force Resisting System 9 g -1701(1.25 5-6 -1750((1.25 / 1x5((1.60)) 0.42 - - Low-rise and Components and Cladding 6-7 -1216 1.25 / 122 1.60 0.42 Tributary Area = 67 sqft Vertical members exposed to wind: 8- 1, 13- 7 BC COMP. OUR. / 1`11&(OUR. 8-9 -395 1.60 / 1194(1.25 CSI 0.33 9-10 -287 1.60 / 1390(1.25 0.32 10-11 -20) 1.60 / 1762(1.25 11-12 -163 1.60 / 1244((1.25 0.36 0.42 - 12-13 -145 1.60 / 334 1.60 0.27 W8 COMP.OUR./ TENS. DUR.) CSI 1-8 -1441.25/ 55 1.60) 2-8 -19151.25/ 76 1.60 0.04 0.65 2-9 -301.60/ 250 1.25 3-9 -1411.601/ 126 1.25 0.10 0.05 9-10-15 64 4-10 o.37 _ r1 2 3 4 5 6 7 -350 1.25)2 60 1.60 5-30 -95 1.25)/ 75(1.60) 0.04 5-11 -446 1.25)/ 111(1.60) 6-11 -64 1.60)/ 791(1.25) -1115 1.253)/ 129(((1.60))) 0.47 0.32 0.72 8.00 r 23-8-0 - ' PP 3. C O U NT `1 BUTTE COUNT 7-12 -77 1.60 / 1898 1.25 0.77 7-13 -1653 1.25 / 110 1.60 0.86 5X6 1.5X4 5X6 3X4 5X6 BUILDING DIVISIOr APPROVED 8-3-10 4X10�<n g_ _2 8-3-10 SHIP 1.5X4 1 5 4X6 2X4 B1 B2 W:508 W:508 R:1685 R:1792 U:-78 U:-83 33-8-0 8 9 10 11 12 13 r connector plates are Alpine Wave 20 ga., unless preceded by •H• for High Strength 20 ga., •S' for Super ength 18 ga. Plates are t0 be posi .% per Joint Detail Reports. yE�T. 'r iv, 'KF� J5 ( No. C 72160 CIVIL OF CAUF 10/15/2015 268 - Homewood Truss (CA) rr ** ** WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusaw require eAremo care in fabricating, handling, shipping, installing and bracing. Refer to and follow No latest edition of SCSI (Building Component Safety Information. by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless not ed otherwise, lop clwrd shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown Cust: Bryan MooreDIR: Drive -A -0080615-L00007_]00001 W0 •. Dri vejLO080615_L000 Ds n r • AW #LC = 46 WT/PLY • 283 g TC Live 20.00 psf Li veDu r L=1.25 P=1.25 f� for permanent lateral restraint webs shall have bracing Installed per sections 83, 87 or 810, as applicable. Appfy pates to each face of buss en0 TC SHOW Pf) 0.00 psf SnowDu r L=1.15 P=1.15 [] NIEposition ��� other as shown shove and an the Jolnl Oelails report, unless noted otherwlsa. n Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build Oto truss In TC Dead 14.00 psf Rep Mbr Brill / Comp / Tens AN 17W COMPANY confornce wim ANSIrrPi 1, or for handling. shipping, Insumation 8 bracing of busses. ma A seal on this drawing or cover page listing this drawing, Indicates acceptance ofprofessional engineering responsibility BC Live 0. DD psf 1.10 / 1.10 / 1.10 0. C. Spaci ng 2- 0- 0 2820 N. Groat SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf DesignerperANSI/TPII Sec.2 TRUSPLUS 6.0 VER: T6.5.20 For morn infomaPnseehisjob'sgenoratnotospatoandthesewebsites: Bldg Code' CRC -2013 DEFL RATIO: L/240 TC: L/24 • ALPINE: www.aloineitw.com: TPI: www In'nsl ern: WTCA: wx-.v sb i�nApstrv_orn' ICC: Job Name: New Residence BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1720 5.50" 1.83" 2 33- 5- 4 1816 S.50" 1.94" MAX DEFLECTION (span) : L/999 MEM 10-11 (LIVE) LC 42 L= -0.34" D= -0.32" T- -0.65" EX.WB DEF CRITERIA:L/120 IN MEM 11- 6; T= 0.48" - 3oint Locations "i..o- 0- 0 7 0- o- o 2 4- 0- 0 8 7- 0- 0 3 12-0-0 9 15-6-0 4 19- 6- 0 10 24- 3- 0' S 27- 0- 0 11 33- 8- 0 6 33- 8- 0 CRITICAL MEMBER FORCES: TC COMP. DUR.)/ TENS. DUR. CSI 1-2 -62 1.60)/ 108 1.25 0.32 2-3 -1864 1.25 / 147 1.60 0.48 3-4 -1527 1.25 / 138 1.60 0.49 4-5 -1325 1.25 / 133 1.60 0.47 S-6 -129 1.60 / 140 1.60 0.40 BC COMP. DUR. / TENS.j1R. CSI 7-8 -425 1.66 / 13841.250.38 8-9-319 1.60 / 13791.25 0.47 9-10 -251 1.60 / 15651.25 0.85 10-11-193 1.60 / 10361.25 0.79 WB COMP. OU R. / TENS. DUR. CSI 1-7 -208 1.2S / 82 1.60 0.05 2-7 -2022 1.25 / 52 1.60 0.90 2-8 -94 1.60 / 144 1.25 0.06 3-8 -43 1.60 / 212 1.25 0.09 3-9 -36 1.60 / 365 1.25 0.15 4-9 -95 1.25 / 123 1.60 0.04 4-10 -S49 1.25 / 120 1.60 0.27 5-10 -8 1.60 / 986 1.2S 0.40 5-11 -1790 1.25 / 111 1.60 0.82 6-11 -18S 1.25)/ SO 1.60) 0.48 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD 2x4 DFL #1 & Btr. 11-6 Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are rerorted.in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only, unless noted otherwise. 20 psf Live Load applied to bottom chord in accordance with IBC IRC code provisions. 11-10-15 1 2 13 Truss ID: L5 ®Web bracing required at each location shown Refer to BCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Plates outside the truss perimeter are designed for the location shown only. Trim to match profile if necessary. Kcr (creep factor) = 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid ponding Continuous lateral restraint attached to flat TC as indicated. Lumber shall be structural grade. Brace 0 24" D.C. unless noted. 8.00 21-8-0 6 ' Thisdesign-based on chord bracing applied per the following schedule: max D.C. from ' to TC 24.00" 11-10-15 33- 8- 0 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -78 lb 2 -103 lb HORIZONTAL REACTION(S) support 1 516 lb support 2 S16 lb This truss is designed using the ASC E7-10 Wind Specification Bldg Enclosed = Yes, Truss Location - Not End Zone Exp Category = C Bldg Length 89.42 ft, Bldg Width - 30.00 ft Mean roof height = 14.82 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 67 sgft Vertical members exposed to wind: 7- 1, 11- 6 B1 W:508 R:1720 U:-78 33-8-0 7 8 9 10 11 - BUTTE COUNTY BUILDING DIVISION 06 c.Dny 5X6 132 W:508 R:1816 U:-103 9-7-10 SHIP rAL All connector plates are Alpine Wave 20 ga., unless preceded by •H' for High Strength 20 ga., -S• for Super Strength 18 Ga. Plates are to be positioned per Joint Defall Reports. T. TqN '�Fy J ti~ No. C 72160 9r cIVN- SOF CF1tsf 10/15/2015 268 - Homewood Truss (CA) ** ** WARNING! READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses 11,110 111,01, care in ferrtcating, handling, shipping, installing and bracing. Rotor to and tallow the 11101101111"01 SCSI (Building Component Salcry Information. by TPI and WTCA) for safety practices prior to performing these functions. Installers shall Provide temporary bracing per SCSI. Unless noted otherwise, top chord shag have property atlacired structural sheathing and bottom chord shall have a property attached rigid ceding. Locations shown Cust: Bryan Moore DIR: Dri ve__JlLO080615_L00007_J00001 W0: Drive -M -0080615-L000 DS n r' AW #LC = 46 WT/PLY' 273 9 TC Live 20.00 psf Li veDu r L=1.25 P=1.25 ru .. ^ for permanent lateral restraint of webs shag have report. Installed per B7, B7 or 870, as applicable. Apply plates to each lace of truss and TC Snow(Pf) 0.00 psf SnolvDu r L=1.15 P=1.15 1 -1 IE otherise.lecithins pesluon as mown al„te and on the Joint Derain ,,para. unless noted otherwise. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build Ore buss N TC Dead 14.00 psf Rep Mb r Brill / Comp / Tens AN I7W COMPANY conformance with ANSI7TP1 1, or far handling, shipping. Installation & bracing or trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 S f P 1.10 / 1.10 / 1.10 0. C. Spaci ng 2- 0- 0 2820 N. Groat SW Pirwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of Ilia Building BC Dead' 8.00 psf Designer per ANSI/TPI 1 Sec.2 For more information sea this job's gencrelnotes page and those web shos: Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 TRUSPLUS 6.0 VER • T6.5.20 ALPINE: www afoineilw.cem: TPI: w MyJgjnstom: WTCA: www sbclndusW.ora_ ICC: www Icrwf, oro Job Name: New Residence Truss ID: M13 Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 4700 5.50" 2.51" 2 13- 6-12 4700 5.50" 2.51" MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 2 L= -0.05" D. -0.10" T= -0.15" Ex.WB DEF CRITERIA:L/120 IN MEM 8- 4; T= 0.33" ... Joint: Locations ---� 1 0-0-0 S 0-0-0 2 S- 0- 0 6 S- 0- 0 3 9- 3- 0 7 9- 3- 0 4 13- 9- 8 8 13- 9- 8 CRITICAL MEMBER FORCES: TC COMP. <DUR. / TENS. DUR. CST 1-2 -5496(1.253/ 102 1.60 0.34 2-3 -2965 1.25 / 120 1.60 0.09 3-4 -266 1.60 / 155 1.60 0.08 sac COMP. DUR. / TENS. DUR. CSI -6 -358((1.60 / 4524 1.25 0.83 6-7 -358(1.60 / 4471 1.25 0.70 7-8 -242(1.60 / 2267 1.25 0.70 we COMP. OUR' / TENS. OUR. CSI 2-6 -61.60 / 2174 1.25 0.56 2-7 -26161.25 / 149 1.60 0.36 3-7 -361.60 / 4570 1.25 0.93 3-8 -39921.25 / 179 1.65 0.89 4-8 -133 / 171 1.60 8.79 TC 2 x 4 DFL #1 & Btr. BC 2x6 DFL #2 WEB 2x4 DFL STANDARD Kcr (creep factor) - 2.00 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads shall be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. I If shown, use additional fasteners for point loads from the back plys, distributed symm. in the chords, within 12" of hanger flange. IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN shall BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY(TOTAL NAILS = DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS. 10d - 10d NAILS, SDS - Simpson SDS screws or equivalent substitute. (") - Special Connection Req. (by others) NAIL pattern shown is based on: 10d BOX - 0.128" dia. ,ix3.0" Long nail Iod COMMON = 0:148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON - 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + EEEb 2-PLYS REQUIRED 9-6-11 3XI 3X6 2 0-4-5 B1 W:508 R:4700 U:-594 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval'as required by IBC 1703 and AN and are reported in ESR -1118 - Permanent bracing is required to prevent rotation/toppling. See BCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads onlunless noted otherwise. 2-PbI Nail w/Sod COMMON, sta2$ereRd(per NDS) in: TC- 2 BC- 2 WEBS- 2 PER FOOT!4O Cluster screws, if shown, are 3" long. Not designed for attic storage unless noted otherwise. 1 SY3 13-9-8 5 6 7 81 TYPICAL PLATE: 3X6 ties are Alpine Wave 20 ga., unless preceded by "H" for High Strength 20 ga.,'S' for Super Plates are to be positioned per Joint Detag Reports. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -594 lb 2 -594 lb HORIZONTAL REACTION(S) support 1 616 1b support 2 616 lb This trussis designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location Not End Zone Exp Category = C Bldg Length 89.42 ft. Bldg Width - 30.00 ft Mean roof height - 14.60 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind ForceResisting System - Low-rise and Components and Cladding Tributary Area = 224 sqft Vertical members exposed to wind: 8- 4 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 68.00 0- 0- 0 68.00 13- 9- 8 0.59 BC Vert 613.62 0- 0- 0 613.62 13- 9- 8 0.46 132 W:508 R:4700 U:-594 BUTTE COUNT BUILDING DIVISI APPROVE No. C 72160 clVI�- �" 10/15/2015 268 - Homewood Truss (CA) **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses re4uho extreme care in fabricating, h,,dl,,, shippin8, installing and bracing. Rotor to and 111- the 1111,1 edition of BCSI (Building Component Safesafety ty Information. by TPI and WTCA) for practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. top chord shall have properly attached structural sheadting and bottom chard shall have a property attached Heid telling, Localions shown CUSC: Bryan Moore DIR: Drive_h0080615_L00007_J00001 W0: D ri ve�'rL0080615_L000 Dsgn r : AW #LC = 51 WT/PLY: 1231 TC Live 20.00 psf Li veDu r L=1. 25 P=1. 2 5 v v r� rl l� of webs shall haus report, Installedlenper BCSI sections 83. B7 or 870, as applicable. Apply pales to each lace of truss and permanent lateral eve farposition TC Snow(Pf) 0.00 psf SnoWDur L=1.15 P=1.15 O IUI`\\V�!.111 IILJ~` �� position as shown /bows and In me Joint Details report, unless noted llherwise. and Alpine, a division of ITW Building Components Group Inc., shall not be responsible lar any deviation from this drawing, any fallure to build the truss In TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY sa conlormonce with ANSlrTPI 1, or for handling, shipping, fn0ation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance o1 professional engineering responsibility BC L 7 ve 0.00 S f P 1.00 / 1.00 / 1.00 2820 N. Groat SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSVTPl1 Sec.2 VER: T6.5.2Ue mora information she this lob'sgeneTCA. spage and we silos: Bldg Code: CRC -2013 DEFL RATIO• L/240 TC: L/24 TRUSPLUS 6.0 • d,siry Al...:PINEr-•-•• ^-1�nr'6v r•1m; TPI: www tninsl ort: WTCA: s Intl ��try ora• ICC: www.ieesafo.orn x Job Name: New Residence BRG X -LOC REACT SIZE REQ'D TC 2 x 4 DFL #1 & Btr. 1 0- 2-12 1311 5.50" 1.50" BC 2x6 DFL #2 2 5-10- 4 1272 HGR 1.50" WEB 2x4 DFL STANDARD BRIG HANGER/CLIP NOTE Kcr (creep factor) - 2.00 2 *HUS26 Refer to Joint QC Detail Sheets for Support Connections)/Hanger(s) are Cq factors and Rotational Tolerances. not designed for horizontal loads. Loaded for 10 PSF non -concurrent BCLL. SEE SIMPSON CATALOG Permanent bracing is required to FOR ADDITIONAL INSTALLATION NOTES prevent rotation/toppling. See MAX DEFLECTION (span) : BCSI and ANSI/TPI 1. L/999 MEM 4-5 (LIVE) LC 2 Not designed for attic storage unless L= -0.01" D- -0.02" T= -0.03" noted otherwise. �EX.WB DEF CRITERIA:L/120 IN MEM 6- 3; T. 0.02" Joint Locations m�-s 1 0- 0- 0 4 0- 0- 0 2 3- 4- 1 S 3- 4- 1 3 6- 0- 0 6 6- 0- 0 I-, COM36(DU1.60)/ TENS.(DUR.) CSI 1-2 1094((((1.2533/ 52((1.603 0.14 2-3 / 62 1.60 0.08 BC COMP.(DUR.)/ TENS. (DI1R.) CSI 4-5 -173((1.603/ 883((1.25)) 0.38 S_6 -173 1.60 / 851 1.2S 0.30 WB cOMP. DUR.)/ TENS.(DUR.) CSI 2-5 -6 1.60)))/ -1149 171 1122((1.25)) 0.46 193(1.60) 3-6 1.25)% 0.21 26 Truss ID: M6 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser 0f the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only, unless noted otherwise. 2 3 r8 00 4 4-5 B1 W:508 'HUS26 R:1311 W:308 U:-319 I 6-0-0I R:1272 4 5 6i U:-31 0 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -319 lb 2 -310 lb HORIZONTAL REACTION(S) support 1 305 lb support 2 305 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category C Bldg Length = 89.42 ft, Bldg Width - 30.00 ft Mean roof height = 12.01 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System Low-rise and Components and Cladding Tributary Area = 62 sgft Vertical members exposed to wind: 6- 3 --LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 68.00 0- 0- 0 68.00 6- 0- 0 0.59 BC Vert 362.50 0- 0- 0 362.50 6- 0- 0 0.46 BUTTE COUNTY BUILDING DIVISION � APPROVE® T. No. CM60 All connector plates are Alpine Wave 20 ga., unless preceded by *H* for High Strength 20 ga.,'S' for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. 268 - Homewood Truss **WARNING!''* READ AND FOLLOW ALL NOTES ON THIS DRAWING! CUSt: Bryan Moore DIR: Dri veML0080615_L00007_]00001 (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve�1_0080615_L000 /\ Tressae reams a#rams care In fabdcaung, handling, s,Ippine* ldstwnng ane bredne. Refer to and 1111, the latest edition of Bcsl (Building component Unless Dsgnr: AW #LC = 51 - WT/PLY: 45 Safsty Information, byTPI and WTCA) for safety practices prior toperforming these functions. Installers shag provide temporary bracing per8CSl. TC Live 20.00 psf Li veDu r L=1. 2 5 P=1 . 2 5 noted otherwise. lop chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections 03, B7 or Big, as applicable. Apply plates to each face of truss and TC Snow(Pf) 0.00 psf SnowDu r L=1.15 P=1.15 /G/1j� DLPO N IF position as shown above and on Our Joint Details report, unless noted otherwise. spine, a division of ITW Building components croup Inc.. shall not be responsible far any deviation from this drawing, any failure to build the buss in TC Dead 14.00 psf Rep Mb r Brill / Comp / Tens A AN ITW COMPANY conformance wilh ANSIrrPi i, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance ofprofesslonal engineering responsibility BC Live e 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Prairle, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSVTPI 1 Sec.2 6.0 VER: T6.5.20 For more inform TP �toi'hs�or V.AoespageardmesawelocCes: Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 TRUSPLUS ALPINE: Job Name: New Residence Truss ID: PG Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL NL & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 0- 1-12 263 3.SO" 1.50" BC 2x4 DFL M1 & Btr. Fabrication Tolerance = 20.0% FcPerp the 1 -82 lb 2 1- 4- 0 2S1 3.50" 1.50" DG SLIDER 2x4 DFL N1 & Btr. Bearings designed for an value of lumber or 2 -181 111 3 2- 8- 0 140 3.50" 1.50" WEB 2x4 DFL STANDARD lesser of the truss chord value 3 -14 16 4 4- 0- 0 141 3.50" 1.50" Kcr (creep factor) - 2.00 625 for all bearings. Sheets for 4 -36 16 5 5- 4- 0 177 3.50" 1.50" IRC/IBC truss plate values are based on Refer to Joint QC Detail Tolerances. 5 -9 16 6 7- 3- 0 209 3.50" 1.50" testing and approval as required by IBC 1703 Cq factors and Rotational BCLL. 6 -10 lb 7 9- 0- 0 166 3.50" 1.50 and AN and are reported in ESR -1118. Loaded for 10 PSF non -concurrent 7 -42 lb 8 10- 4- 0 135 3.50 1.50 Install interior support(s) before erection. Mark all interior bearing locations. 8 -12 lb 9 11- 8- 0 251 3.50 1.50" Building designer shall verify gable loads Permanent bracing is required to See 9 -182 lb 10 12-10- 4 264 3.50" 1.50" and eave loads if applicable. prevent rotation/toppling. 30 -82 111 MAX DEFLECTION L/999 MEM 6-7 (span) (LIVE) LC 2 [+] gable bracing required @ 42" intervals, face. BCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTION(S) L= 0.00" D- 0.00" T= 0.00" if exposedto wind load applied to See ITWBCG's Cable Bracing Details. End verticals are designed for axial loads support 2 130 lb EX.WB DEF CRITERIA:L/120 only, unless noted otherwise. support 9 -131 lb IN MEM 25-13; T- 0.00" Not designed for attic storage unless This truss is designed using the 3oint Locations .; -- noted otherwise. ASCE?-10 Wind Specification i o- 0- D 14 0- o- 0 Bldg Enclosed = Yes, z i- 4- 0 15 1- 4- 0 Truss Location - Not End Zone 3 2- 4 4- 8- 0 16 o- o 17 2- 8- o 4- o- o Exp Category = C ft s 5- 4- 0 18 5- 4- 0 Bldg Length = 89.42 ft, Bldg Width = 30.00 6 S- 9- 0 19 S- 9- o Mean roof height - 13.71 ft, mph = 110 7 6- 8 7- 6- 0 20 3- 0 21 7- 3- 0 7- 8- 0 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force ResistingSystem Truss designed to support 1-0-0 top chord outlookers 9 9 7- 10 9- 8- 0 22 0- 0 23 9- 0- 0 1D-4- 0 - Low-rise and Components and Cladding and cladding load not to exceed 3 PSF one face, 11 lo- 4- 0 24 11- 8- 0 Tributary Area = 33 sgft and 24" span op osite face. Top chord may be notched P 13 13- o- o zs 13- o- o Vertical members exposed to wind: 14- 1, 25-13 1.5" dee X 3.5 AT 48" o/c otos to edge. DO NOT p g p g CRITICAL MEMBER FORCES: OVERCUT. No knots or other lumber defects allowed TC COMP. R. / TEN9 CSI 6.6-0 6-6-0 within 12" of notches. Do not notch in overhang or 1-2 2-3 -13s 1.R. -98 1.60 6, / 91(1.60 0.oz / s7 1.60 o.oz 1 2 3 4 56 89 0 11 1213 heel panel. 3-4 4-5 -61 1.21 -6311,25 / 44 1.60 0.02 / 33 160 0.025-6 1� -10.00 6-7 -751.60 -561.25 / 45 1.60 0.02 / 41 1.60 0.027-8 -681.25 / 38 1.60 0.03 R4X10 8-9-561.60 9-10 -671.25 / 55 1.60 0.03 / 34 1.fi0 o.oz1.5X3 10-11 -601.25 / 48 1.60 0.02 11-12 -981.60 -13S1.60 / 61 1.60 0.02 / 91 1.60 0.02 1,5X312-1.3 1.5X3 COMP.(DUR.)/ TENS,(DUR.) 1.5X3 1.5X3 14815 15-16 0.CST01 / 0.01 17 -ie Is- 19 % 00.02 / 0.02 7-5-0 1.5X3 21.5X3 _ F 1.5X3 7- SHIP zo-21 i 0.02 1.5X3 21-22 0.0 °o:°oi 2.5X4 2.5X4 33 -ie i 24-25 / 0.01 20 2- -O WB 1-14 COMP. DUR. -210 1.25 / TENS, DUR. CSI / 90 1.60 0.06 1-15 2-15 -1631.60 -113 1.25 1.25 / 217 1.60 0.07 / 38 1.60 0.02 40 1.60 0.03 2.5X4 1.5X3 1.5X3 1.5X3 1.5X3 �t IO 3-16 4-17 S-18 6-19 -117 -123 1,zs -100 1.25 1.25 / / 46 1.60 o.os / 19 1.60 0.06 / 0.02 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2.5X4 "f< T. T 8-20 9-21 -29 -63 1.25 -44 1.25 / 0.04 / 24 1.60) 0.031' 6_Q' 10-22 -130 1.25 / 49 1.60) 0.05 13_0_0 11-23 -116 1.25 / 40 1.60) 0.03 114 �� ��i�i�2(21 -��� 2 12-24 13-24 -113 1.25 -163 1.60 / 38 1.60) 0.02 / 218 1.60) 0.07 13-2S -210 1.2S / 96(1.60) 0.06 No. C 7216 6-19 8-20 -29 1.2S -63 1.25 / 0.oz / 0.04 TYPICAL PLATE: 2X4 OVER CONTINUOUS SUPPORT BUTTE COON BUILDING DIVISI chit. �P APPROVE � OFCAUF�� All connector plates are Alpine Wave 20 ga., unless preceded by "H' for High Strength 20 ga.,'S' for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. 268 Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES- ON THIS DRAWINGI Cust: Bryan Moore - (CA) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve_M_0080615_L00007_100001 WO: Dri ve_M_0080615_L000 Trusses require "b", caro N labdcating, handling, shipping, installing and bracing, Refer to and 1*11- the latest edition of SCSI (Building Component Dsgn r : AW #LC = 43 WT/PLY: 181 Salsty Information, by TPI and WTCA) for safety practices prim to performing (hew functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chard shall have properly attached structural sheathing and bottom chord shag have a properly attached dgld ceiling. Locations shown TC Live 20.00 psf Li veDu r L=1. 25 P=1. 25 r� rt r� l�r��\V\I for permanent lateral ..be shell have bracing Installed per SCSI sections 83. B7 .1 810. es applicable. Apply pales to each face of truss and TC SnOw(Pf) 0.00 psf SnowDu r L=1.15 P=1.15 �� JII fIL.rC� and n position as shown above end on me Joint Details repos, unless noted otherwise. above Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY cunlon"mce with ANS1rrP1 1, or for handling, shipping. Installed- 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance or processional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkw), Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility o/ the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/FPI 1 Sec.2 VER T6.5.20 For moonloma0onseotnisjob'ageneralrotospageandhesewebstes: Bldg CO de: CRC -2013 DEFL RATIO: L 240 TC : L 24 / / TRUSPLUS 6.0 ' ALPINE: www aloineibv com: TPI: www.toinslorm WTCA: www sbc'ndvsw.ora: ICC: www'ec�aln ern Job Name: New Residence Truss ID: RG Qty: 1 BRG X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. UPLIFT REACTION(5) : Support C&C45i�db Non -Wind 1 0- 1-12 18S 3.50 1.50 BC 2x4 DFL #1 & Btr. ® Refer to BCSI for proper required lateral 2 2- 8- 0 231 3.50" 1.50" OG SLIDER 2x4 DFL #1 & Btr. restraint. For alternative web bracing, 2 -S8 1b 3 4- 0- 0 123 3.50" 1. SO"WEB 2x4 DFL STANDARD see ITWBCC's standard details. 3 -1 lb 4 5- 4- 0 1S5 3.SO" 1.50" Designed per ANSI/TPI 1-2007 Plates outside the truss perimeter are 4 -8 lb 5 6- 8- 0 160 3.50" 1.50" Fabrication Tolerance = 20.0% designed for the location shown only. 5 -4 lb 6 8- 0- 0 169 3.50" 1.50 Bearings designedfor an FcPerp value of the Trim to match profile if necessary. 6 .-2 lb 7 9- 4- 0 182 3.50" 1.50" lesser of the truss chord lumber value or Kcr (creepp factor) = 2.00 7 -10 lb 8 10- 8- 0 138 3.50" 1.50 625 for all bearings. Refer to ]oint QC Detail Sheets for 8 -22 lb 9 11- 6- 0 130 3.50 1.50" IRC/IBC truss plate values are based on Cq factors and Rotational Tolerances. 9 -2 lb' 10 -2 lb 10 13- 0- 0 130 3.50" 1.50" testing and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. 11 -22 lb 11 13-10- 0 138 3.50•' 1.50" and ANSI/TPI and are reported in ESR -1118. Mark all interior bearing locations. 12 13 15- 2- 0 16- 6- 0 182 169 3.50" 1.SO" 3.50" 1.50" Permanent bracing is required to Install interior support(s) before erection. loads 13 12 lb 160 3.50 1.50 prevent rotation/toppling. See Building designer shall verify gable 14 -4 lb 14 17-10- 0 and eave loads, if applicable. BCSI and ANSI/TPI 1. PP. 15 -8 lb 15 16 19- 2- 0 20- 6- 0 15S 123 3.50" 1.s0 3.50 1.50" PLATING BASED ON GREEN LUMBER VALUES. [+l gable bracing required @ intervals, 16 -1 lb 17 21-10- 0 231 3.50" 1.50" applied HORIZONTAL REACTION(S) if exposed to wend load applied to face. 17 -58 lb 18 24- 4- 4 185 3.50" 1.50" support 1 151 lb See ITWBCG's Cable Bracing Details. 18 -4S lb hisis designed 'u the MAX DEFLECTION (span) support 2 -195 lb 17 195 lb ASCE7C10sWind Speciificationg L/999 MEM 9-10 (LIVE) LC 34 support Bldg Enclosed = Yes, L= 0.00" D= 0.00" T= 0.00" support 18 -151 lb Truss Location - Not End Zone 'CRITICAL MEMBER FORCES: NOT desi ned for attic storage unless g Exp Category = C TC COMP. DUR. / TENS. DUR. CS[ noted otherwise. Bldg Length 89.42 ft, Bldg Width - 30.00 ft 1-2 -250 1.60 / 19] 1.60 0.06 Mean roofheight = 15.29 ft, mph 110 2-3 -195 1.60 / 129 1.60 0.05 Occupancy Category II, Dead Load 13.2 psf 3-4 4-5 -168 1.60 / -143 1.60 / 107 75 1.60 0.03 1.60 0.02 Designed as Main Wind Force Resisting System 5-6 -105 1.25 / 11 1.60 0.02 - Low-rise and Components and Cladding 6-7 -108 1.25 / 47 1.60 0.02 Tributary Area - 69 sqft 7-8 8-9 -114 1.2S / -121 1.60 / 44 79 1.60 0.02 1.60 0.04 12-3-0 -3 -Oil 9-10 10-11 -96 1.2S / -9fi 1.25 / 52 52 1.60) 0.03 1.60) 0.03 _ _ _ .12 r-� ri i r i o r a 11-12 12-13 -121 1.60 / -114 1.25 / 79 44 1.60 0.02 1.60 0.02 �� 11 O.00-100.Lr 13-14 -108 1.25 / 47 1.60 0.02 O.Oz Truss designed to support 1-0-0 top chord outlookers 14-1s 15-16 -105 l.zs / -143 1.60 / 611.60 7s 1.60 0.az 3X4 and cladding load not to exceed 3 PSF one face, 16-17 -168 1.60 / 107 129 1.60 0.03 1.60 0.05 1.5X3 and 24" span opposite face. Top chord may be notched P 17-18 18-19 -195 1.60 / -zSo 1.60 / 191 1.60 0.06 1,$X3 1.5X3 1.5X3 1.5" deep X 3.5 AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed ec COMP. <OUR.)/ TENS.(DUR. CSI 1.5X3 1.5X3 within 12" of notches. Do not notch in overhang or 20-21 21-2z -196(1.60)/ / 13z(l.6ol o.os 0.02 1.5X3 1.5X3 heel panel. 22-23 23-255 / % 0.01 0:01 1.5X3 1.5X3 10-7-1 2S -z6 / 0.01 o:oi 10-7-1 1.5X3 1.5X3 SHIP ii-za 2&-29 i / 0.01 1.5X3 1.5X3 30-3/ i 0:01 1.5X3 1.5X3 33-34 i 0.0i 3X8 3X8 34-35 / 0.01 02 S.05 = _ 36-37 wa -196(1.60)% cTP. DUR. / 132(1.60) TENS. 035-6 DUR. CSI 04-9 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2.5X4 2.5X4 1.5X3 1.5X3 1.5X3 1.5X3 QipFE'S"S/O 'C 2-21 3-22 4-23 -173 1.zs / -112 l.zs / -133 1.25 / 61 zz 35 1.60 OC 1.60 0.02 1.60 0.04 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 5X6 1.5X3 5-24 -139 1.25 / 17 1.60 0.07 6-25 7-26 -148 1.25 / -160 1.2S / 14 23 1.60 0.10 1.60 0.15 24-6-0 8-z7 -122 1.25 / 32 1.60 00.04 0.02 20 21 22 23 24 25 26 2728 2930 31 32 33 34 35 36 37 BUTTE COUNTY 7D 9-2a 11-29 12_3D -S5 1.25 / -55 1.25 / _1221.25 , 32 0.02 1.60 0.04 BUILDING No. C 72160 13-31 14-32 -160 1.25 / -148 1.25 / 23 14 1.60 0.1s 1.6. 0.10 TYPICAL PLATE: 2X4 OVER CONTINUOUS SUPPORT„ DIVISIO 15-33 16-34 17-35 -139 1.25 / -133 1.25 / -112 1.25 / 17 35 22 1.60 0.07 1.60 0.02 1.60 fl. o2 PQ��1 .}y } -) S � V 18-36 9-28 11-29 -173 1.25 / -55 1.25 / -ss 1.25 / 61 1.fi0 n.n7 0.02 0.0z Nfl-l! CIVIL �P OF CA0 All connector plates are Alpine Wave 20 ga., unless preceded by 'H* for High Strength 20 ga., 'S' for Super 10/15/2015 Strength 18 ga. Plates are to be positioned per Joint Detail Reports. 268 - Homewood T}f^u55 "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Bryan Moore (lA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri e W0: Dri v-J�-YL00080615_L00007_J00001 L0080615_L000 Trusses re,uire extreme care in fabdca6ng, handling, shipping, installing and bracing. Refer 0 end follow No latest edition of BCSI (Building Component Dsgnr: AW i<iLL = 40 WT/PLY: 319 Sarery information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have property attached structural sheathing and bottom ciwrd shag have a propedy allached rigid caging. Locations shown TC Live 20.00 psf p L i veDu r L=1. 2 $ P=1. 2 5 r� ri ,or permanent latero/ webs shall have bracing Installed per BCSI B3, B7 or B7g, as applicable. Apply pales to each lace of Wss and TC SrIOw(Pf) 0.00 psf SnowDu r L=1.15 P=1.15 (] ��� I [�\ I` 'J u vV otherwise. position as shown above and on the Joint Details repon, unless noted othanvisa. above and n Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss In TC Dead 14.00 psf Rep Mbr Bind / Comp / Tens AN ITW COMPANY co"I's," nce with ANSIrrPI 1, or for handling, shipping, Installation & bmdng of busses. A seal on this drawingor cover page listing this drawing, Indicates acceptance ofprofessional engineering responsibility P 9 8 8• P P 9 9 P N BC Live 0.00 psf 1.00 / 1.00 / 1.00 3870 N. Groat SW Pkwy. Grand Prairie, TX 75050 solely /or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 Designer perANSI/TPI f Sec.2 TRUSPLUS 6.0 VER' TF).S.2O For moreinlemationseethlsjob'sgenoalnotospagoondhosowobsios: Bldg Code CRC -2013 9 DEFL RATIO: L/240 TC: L/24 ' ALPINE:v::-:+.aloineihv.tom:TPi:wwwto'nslorn:WTCA:;;^::::abdndusLrv.orn:ICC:wwwlcesafo.orn �J, 8 J.B. SANDGREN ENGINEERING u)S'A N -D GREN"EtY G i N EE R6W FM LllOjncsRlNp't'�\1RYCIVRAC s. ggg'- 1402 D Street Marysville, CA 95901 . Phone: (530) 788-8794 Fax: (530) 742-1331 I have reviewed the attached Truss Calc Submittal designed by Homewood Truss For Bryan Moore, work order number 0080615. All load reactions and calculations found in the truss calcs were used to design the supports for the proposed residence. I certify that the layout complies with the proposed plan and the loads found in the truss calculation meet current 2013 building code requirements. FESS/ No. 78250 * Exp. 9-30-15 \ST,_ CIVIL BUTTE COUNTY BUILDING DIVISION APPROVED 3UTTE COUNTY OCT 2 6 2015 DEVELOPMENT SERVICES x-0 y 19) rl!�Cf-Jz REVIEVVEU FOR CODE COMPL ANCE NOV 0 3 2015 INTERWEST CONSULTING GRO(IP 2 pe STRUCTURAL CALCULATIONS FOR BRYAN MOORE 2814 SQUARE FEET J.B. SANDGREN ENGINEERING 1402 D STREET MARYSVILLE, CA 95901 REVIEWED FOR CODE COMPLIANCE NOV 0 3 2015 ' I INTERWEST - 7 CONSULTING GROUP AUG ? 1 2015 BUTTE INTER:CONSULTINGST COUNTY ' GROUP AUG 17 2015 DEVELOPMENT SERVICES '9)'5 - ax �c4 �1- J,0.SANDGRENENGINEERING 140%DStreet Marysvi Ile, CA 95901 Phone: (530) 788-8794 Fax (530) 742-1331 ( have reviewed the attachedTruss[alcSubmitta|d bvHomewood Truss for Bryan Moore, work order numberOO8O6 � . All load reactions and calculations found in the truss calcs were used to design the supports for the proposed residence. ` I certify that the layout complies with the proposed plan and the loads found in the truss calculation meet current 2013 building code requirements. IFESS. No. 78250 rn C(- Exp. 9-30--)15-1� j MR i f::: �L• '�"� �"�y�„e„4,�,2- .d,� 3-hz�` FfK ,y�!'rY*'J,K ...� sty` a.�.-F.:.'-,x _ .-��.�._•;tr-s..;,r�«�.a:; CALCULATION SHEET PROJECT. Mort BY: DATE: JOB: Sheet of Project: Bryan Moore House Location: 4.5' Header Multi -Loaded Multi -Span Beam (2012 International Building Code(2012 NDS)) 5.5 IN x 11.5 IN x 4.5 FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 367.4% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN Ulnfinity Dead Load 0.01 in Total Load 0.01 IN U8647 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 0 Ib 0 Ib Dead Load 1380. Ib 1380 Ib Total Load 1380 Ib 1380 Ib Bearing Length 0.40 in 0.40 in Span Length 4.5 ft Unbraced Length -Top 0 ft .Unbraced Length -Bottom 4.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 Cente- MATERIAL PROPERTIES 0 plf #2 - Douglas -Fir -Larch (North) 600 plf Base Values Adjusted Bending Stress: Fb = 875 psi Fb' = 788 psi Cd=0.90 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 153 psi Cd=0.90 Modulus of Elasticity: 'E= 1300 ksi E'= 1300 ksi Comp. 1 to Grain: Fc - = 625 psi Fc -1' = 625 psi Controlling Moment: 1553 ft -Ib 2.25 Ft from left support of span 2 (Center Span) Created by dead loads only on all span(s). Controlling Shear: -1380 Ib At right support of span 2 (Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Read Provided Section Modulus: 23.66 in3 121.23 in3 Area (Shear): 13.53 int 63.25 in2 Moment of Inertia (deflection): 19.35 in4 697.07 in4 Moment: 1553 ft -Ib 7956 ft -Ib Shear: -1380 lb 6452 lb ae �ry P 9 Jeff Sandgren > : "Empire Engineering L `. 1402 D Street VMarysville, CPA 95901 StruCalc Version 9.0.1.5 6/27/2015 8:52:43 PM UNIFORM LOADS Cente- Uniform Live Load 0 plf Uniform Dead Load 600 plf Beam Self Weight 13 plf Total Uniform Load 613 plf Project: Bryan Moore House Location: 4.5' header support column Column [2012 International Building Code(2012 NDS)] (2) 1.5 IN x 5.5 IN x 9.0 FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 58.7% k page YT'w.hJeft Sandg rem 3 ter, :f°Empin: Engineering 1402 D Street or ,Marysville, CA 95901 StruCalc Version 9.0.1.5 6/27/2015 8:53:17 PM CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS dx = Live Load: Vert-LL-Rxn = 0 Ib Dead Load: Vert-DL-Rxn = 1412 Ib Total Load: Vert-TL-Rxn = 1412 Ib COLUMN DATA A = Total Column Length: 9 ft Unbraced Length (X -Axis) Lx. 9 ft Unbraced Length (Y -Axis) Ly: 9 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 . COLUMN PROPERTIES in3 #2 - Douglas -Fir -Larch (North) Lex/dx = Base Values Adjusted Compressive Stress: Fc = 1400 psi Fc' = 207 psi Ley/dy = Cd=0.90 Cf=1.10 Cp=0.15 Bending Stress (X -X Axis): Fbx = 850 psi Fbx' = 994 psi Fbx' = Cd=0.90 CF=1.30 Bending Stress (Y -Y Axis): Fby = 850 psi Fby' = 994 psi Fby = Cd=0.90 CF= 1.30 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Column Section (X -X Axis): dx = 5.5 in Column Section (Y -Y Axis): dy = 3 in Area: A = 16.5 in2 Section Modulus (X -X A)is): Sx = 15.13 in3 Section Modulus (Y -Y Axis): Sy = 4.13 in3 Slenderness Ratio: Lex/dx = 19.64 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Ley/dy = 36 psi Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load Only (D) Actual Compressive Stress: Fc = 86 psi Allowable Compressive Stress: Fc' = 207 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): My = 0 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 994 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 994 psi Combined Stress Factor: CSF = 0.41 A AXIAL LOADING Live Load: PL = 0 Ib Dead Load: PD= 1380 Ib Column Self Weight: CSW = 32 Ib Total Load: PT = :412 Ib Project: Bryan Moore House Location: 6.5' or less Multi -Loaded Multi -Span Beam (2012 International Building Code(2012 NDS)] 5.5 IN x 11.5 IN x 6.5 FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 55.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN Ulnfinity Dead Load 0.04 in Total Load 0.04 IN U1818 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 0 Ib 0 Ib Dead Load 3147 Ib 3147 Ib Total Load 3147 Ib 3147 Ib Bearing Length 0.92 in 0.92 in Span Length 6.5 ft Unbraced Length -Top 0 ft Uihbrad6d Length -Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth .0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Bending Stress: Fb = 875 psi Cd=0.90 CF=1.00 Shear Stress: Fv = 170 psi Cd=0.90 Modulus of Elasticity: E = 1300 ksi Comp. -L to Grain: Fc -1= 625 psi Controlling Moment: 5115 ft -Ib. 3.25 Ft from left support of span 2 (Center Span) Created by dead loads only on all span(s). Controlling Shear: -3147 Ib At right support of span 2 (Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Read Section Modulus: 77.94 in3 Area (Shear): 30.86 in2 Moment of Inertia (deflection): 92.05 in4 Moment: 5115 ft -Ib Shear: -3147 Ib page `w—yV Jeff Sandgren "Empire Engineering / Yr 1402 D Street =" Marysville, CA 95901 StruCalc Version 9.0.1.5 6/27/2015 8:57:31 PM UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 955 plf Adjusted Beam Self Weight 13 plf Fb' = 788 psi Total Uniform Load 968 plf Fv' = 153 psi E' = 1300 ksi Fc --L'= 625 psi Provided 121.23 in3 63.25 in2 697.07 in4 7956 ft -Ib 6452 Ib Project: Bryan Moore House Location: 6.5' or less Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.25 IN x 11.25 IN x 6.5 FT Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 104.7% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN Ulnfinity Dead Load 0.05 in Total Load 0.05 IN U1594 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 0 Ib 0 Ib Dead Load 4934 Ib 4934 Ib Total Load 4934 Ib 4934 Ib Bearing Length 1.25 in 1.25 in Span Length 6.5 ft Unbraced Length -Top 0 ft Unbraced.Length-Bottom 6.5 ft. Live Load Duration Factor . 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 34.24 in3 Area (Shear): Versa -Lam 3100 Fb - Boise Cascade Moment of Inertia (deflection): 93.8 in4 Base Values Bending Stress: Fb = 3100 psi 1501 plf Cd=0.90 CF=1.01 Shear Stress: Fv = 285 psi Fb' = 2810 psi Cd=0.90 1518 plf Modulus of Elasticity: E = 2000 ksi Comp. 1 to Grain: Fc -1= 750 psi Controlling Moment: 8018 ft -Ib 3.25 Ft from left support of span 2 (Center Span) Created by dead loads only on all span(s). Controlling Shear: 4934 Ib At left support of span 2 (Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Read Section Modulus: 34.24 in3 Area (Shear): 28.86 in2 Moment of Inertia (deflection): 93.8 in4 Moment: 8018 ft -Ib Shear: 4934 Ib p�qe �t�'�„=.:. Jeff Sandgren .�y - Empire Engineering P'w. 1402 D Street or W.a,;Marysville, CA 95901 rt StruCalc Version 9.0.1.5 6/27/2015 8:58:15 PM 6.5 Fv' = 257 psi E'= 2000 ksi Fc --L'= 750 psi Provided 110.74 in3 59.06 in2 622.92 in4 25933 ft -Ib 10100 Ib UNIFORM LOADS Center. Uniform Live Load 0 plf Uniform Dead Load 1501 plf Adiusted Beam Self Weight 17 plf Fb' = 2810 psi Total Uniform Load 1518 plf Fv' = 257 psi E'= 2000 ksi Fc --L'= 750 psi Provided 110.74 in3 59.06 in2 622.92 in4 25933 ft -Ib 10100 Ib Project: Bryan Moore House Location: 6.5' Column. Locations Column [2012 International Building Code(2012 NDS)] 5.5 IN x 5.5 IN x 9.0 FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 68.2% VERTICAL REACTIONS dx = Live Load: Vert-LL-Rxn = 0 Ib in Dead Load: Vert-DL-Rxn = 4992 Ib dy = Total Load: Vert-TL-Rxn = 4992 Ib in COLUMN DATA A = Total Column Length: 9 ft in2 Unbraced Length (X -Axis) Lx: 9 ft Sx = Unbraced Length (Y -Axis) Ly: 9 ft in3 Column End Condtion-K (e): 1 Sy = Axial Load Duration Factor 1.00 in3 COLUMN PROPERTIES Lex/dx = #2 - Douglas -Fir -Larch (North) Base Values -Adjusted Compressive Stress: Fc = 700 psi- Fc' = 519 psi Cd=0.90 Cp=0.82 Bending Stress (X -X Axis): - Fbx = 725 psi Fbx' = 653 psi Cd=0.90 CF=1.00 Bending Stress (Y -Y Axis): Fby= 725 psi Fby = 653 psi Cd=0.90 CF= 1.00 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Column Section' (X -X Axis): dx = 5.5 in Column Section (Y -Y Axis): dy = 5.5 in Area: A = 30.25 in2 Section Modulus (X -X Axis): Sx = 27.73 in3 Section Modulus (Y -Y Axis): Sy = 27.73 in3 Slenderness Ratio: Lex/dx = 19.64 Ley/dy = 19.64 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load Only (D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X -X Axis): Mx -ex = Eccentricity Moment (Y -Y Axis): My-ey = Moment Due to Lateral Loads (X -X Axis): Mx = Moment Due to Lateral Loads (Y -Y Axis): My = Bending Stress Lateral Loads Only (X -X Axis): Fbx = Allowable Bending Stress (X -X Axis): Fbx' = Bending Stress Lateral Loads Only (Y -Y Axis): Fby = Allowable Bending Stress (Y -Y Axis): Fby' = Combined Stress Factor: CSF = 165 519 0 0 0 0 0 653 0 653 0.32 psi psi ft -Ib ft -Ib ft -Ib ft -Ib psi psi psi psi Jeff Sandgren R Empire Engineering / M'"'"•'} 1402 D Street :Marysville, CA 95901 or StruCalc Version 9.0.1.5. 6/27/2015 8:59:39 PM A AXIAL LOADING Live Load: PL = 0 Ib Dead Load: PD = 4934 Ib Column Self Weight: CSW = 58 Ib Total Load: PT = 4992 Ib Project: Bryan Moore House Location: 10' Garage Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.25 INx11.25INx10.OFT Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 170.3% Controlling Factor. Shear DEFLECTIONS Center Live Load 0.00 IN L/infinity Dead Load 0.13 in Total Load 0.13 IN U889 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS 8 B Live Load 0 Ib 0 Ib Dead Load 3736 Ib 3736 Ib Total Load 3736 Ib 3736 Ib Bearing Length 0.95 in 0.95 in Span Length 10 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 39.89 in3 Area (Shear): Versa -Lam 3100 Fb - Boise Cascade Moment of Inertia (deflection): 168.1 in4 Base Values Bending Stress: Fb = 3100 psi Cd=0.90 CF= 1.01 Shear Stress: Fv = 285 psi Cd=0.90 Modulus of Elasticity: E = 2000 ksi Comp. -L to Grain: Fc -1 = 750 psi Controlling Moment: 9340 ft -Ib 5.0 Ft from left support of span 2 (Center Span) Created by dead loads only on all span(s). Controlling Shear: 3736 Ib At left support of span 2 (Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Read Section Modulus: 39.89 in3 Area (Shear): 21.85 in2 Moment of Inertia (deflection): 168.1 in4 Moment: 9340 ft -Ib Shear: 3736 Ib 011W eff Sandgren Page ;�, s' _ `Empire Engineering L/of 1402 D Street "aY Marysville, CA 95901 StruCalc Version 9.0.1.5 6/27/2015 9:04:02 PM UNIFORM LOADS Center Uniform Live Load 0 plf Adiusted Uniform Dead Load 730 plf Beam Self Weight 17 plf Fb' = 2810 psi Total Uniform Load 747 plf Fv' = 257 psi E' = 2000 ksi Fc - L' = 750 psi Provided 110.74 in3 59.06 in2 622.92 in4 25933 ft -Ib 10100 Ib 10 Project: Bryan Moore House Location: 16'. Garage Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.25 IN x 11.875 IN x 16.0 FT Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 7.8%, Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN Ulnfinity Dead Load 0.72 in Total Load 0.72 IN U268 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 0 Ib 0 Ib Dead Load 9886 Ib 3441 Ib Total Load 9886 Ib. 3441 Ib Bearing Length 2.51 in 0.87 in page Jeff Sandgren �( . ,f. Empire Engineering 1402 D Street or Marysville CA 35901 StruCalc Version 9.0.1.5 6/27/2015 9:09:49 PM BEAM DATA Center Provided Section Modulus: 112.85 in3 123.39 in3 Area (Shear): Span Length 16 ft Moment of Inertia (deflection): 654.91 in4 732.62 in4 Moment: Unbraced Length -Top 0 ft Shear: 9886 lb 10661 Ib 0 ft 16 a -Unbraced Length -Bottom 16 ft 16 ft Load Length 3 ft 13 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Versa -Lam 3100 Fb -Boise Cascade Uniform Live Load 0 plfBase Values Adiusted Uniform Dead Load 0 plf Bending Stress: Fb = 3100 psi Fb' = 2793 psi Beam Self Weight 18 plf Cd=0.90 CF=1.00 Total Uniform Load 18 plf Shear Stress: Fv = 285 psi Fv' = 257 psi POINT LOADS - CENTER SP0.14 Cd=0.90 Load Number One Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Live Load 0 Ib Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750. psi Dead Load 8246 Ib Location 3 ft Controlling Moment: 26267 ft -Ib 3.04 Ft from left support of span 2 (Center Span) Created by dead loads only on all span(s). Controlling Shear: 9886 Ib At left support of span 2 (Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Reo'd Provided Section Modulus: 112.85 in3 123.39 in3 Area (Shear): 57.81 in2 62.34 in2 Moment of Inertia (deflection): 654.91 in4 732.62 in4 Moment: 26267 ft -Ib 28721 ft -Ib Shear: 9886 lb 10661 Ib TRAPEZOIDAL LOADS - CEN7ER SPAN Load Number One Two Left Live Load 0 plf 0 plf Left Dead Load 730 plf 200 plf Right Live Load 0 plf 0 plf Right Dead Load 730 plf 200 plf Load Start 0 ft 3 ft Load End 3 ft 16 ft Load Length 3 ft 13 ft Project: Bryan Moore House Location: Column 7 Column [2012 International Building Code(2012 NDS)] 5.5 INx5.5INx9.OFT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 36.6% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 0 Ib Dead Load: Vert-DL-Rxn = 9944 Ib Total Load: Vert-TL-Rxn = 9944 Ib COLUMN DATA Total Column Length: 9 ft Unbraced Length (X -Axis) Lx: 9 ft Unbraced Length (Y -Axis) Ly: 9 ft Column End Condtion-K (e): • . 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES dx = 5.5 #2 - Douglas -Fir -larch (North) Column Section (Y -Y Axis): dy = Base Values Adiusted Compressive Stress: Fc- ' 700"0si Fc' = 519 psi in2 Cd=0.90 Cp=0.82, Sx = Bending Stress (X -X Axis): Fbx = . 725 psi Fbx' = 653 psi Sy = Cd=0.90 CF=1.00 in3 Bending Stress (Y -Y Axis): Fby = 725 psi Fby' = 653 psi ft -Ib Cd=0.90 CF= 1.00 Ley/dy = Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Column Section (X -X Axis): dx = 5.5 in Column Section (Y -Y Axis): dy = 5.5 in Area: A = 30.25 in2 Section Modulus (X -X Axis): Sx = 27.73 in3 Section Modulus (Y -Y Axis): Sy = 27.73 in3 Slenderness Ratio: Lex/dx = 19.64 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Ley/dy = 19.64 psi Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load Only (D) Actual Compressive Stress: Fc = 329 psi Allowable Compressive Stress: Fc' = 519 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): My = . 0 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 653 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi. Allowable Bending Stress (Y -Y Axis): Fby' = 653 psi . Combined Stress Factor: CSF = 0.63 Pa�Jeff.Sandgren , / Empire Engineering. X1402 D Street A Marysville, CA 95901 StruCalc Version 9.0.1.5 6/27/2015 9:10:32 PM 9 f A AXIAL LOADING Live Load: PL= 0 Ib Dead Load: PD = 9886 Ib Column Self Weight: CSW = 58 Ib Total Load: PT= 9944 Ib .......... CALCULATION SHEET PROJECT: Moor BY: DATE: JOB: Sheet la— of ............ ...... .. ... .......... .......... . . ..... .......... . . . ..... ............... . ........ . Project: Bryan Moore House Location: Truss A3 Column [2012 International Building Code(2012 NDS)] 5.5 IN x 5.5 IN x 9.0 FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 29.1% VERTICAL REACTIONS dx = 5.5 Live Load: Vert-LL-Rxn = 0 Ib Dead Load: Vert-DL-Rxn = 11125 Ib Total Load: Vert-TL-Rxn = 11125 Ib COLUMN DATA Section Modulus (X -X Axis): Sx = Total Column Length: 9 ft Section Modulus (Y -Y Axis): Unbraced Length (X -Axis) Lx: 9 ft 27.73 Unbraced Length (Y -Axis) Ly: 9 ft Slenderness Ratio: Column End Condtion-K (e): 1 ft -Ib Axial Load Duration Factor 1.00 19.64 COLUMN PROPERTIES Fbx' = 653 #2 - Douglas -Fir -Larch (North) Bending Stress Lateral Loads Only (Y -Y Axis): Fby = Base Values Adjusted Compressive Stress: Fc = 700psi Fc' =' 519" psi psi Cd=0.90 Cp=0.82 CSF = Bending Stress (X -X Axis): Fbx = 725 psi Fbx' = 653 psi Cd=0.90 CF=1.00 Bending Stress (Y -Y Axis): Fby = 725 psi Fby = 653 psi 'Cd=0.90 CF=1.00 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Column Section (X -X Axis): dx = 5.5 in Column Section (Y -Y Axis): dy = 5.5 in Area: A = 30.25 in2 Section Modulus (X -X Axis): Sx = 27.73 in3 Section Modulus (Y -Y Axis): Sy = 27.73 in3 Slenderness Ratio: Lex/dx = 19.64 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = Ley/dy = 19.64 Allowable Bending Stress (X -X Axis): Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load Only (D) Actual Compressive Stress: Fc = 368 psi Allowable Compressive Stress: Fc' = 519 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): MY= 0 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 653 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 653 psi Combined Stress Factor: CSF = 0.71 I-% page ;,t Jeff Sandgren =Em ire Engineering+2 Y,w ,1402 D Street Marysville, CA 95901 StruCalc Version 9.0.1.5 6/27/2015'9:15:26 PM 9ft 9 A AXIAL LOADING Live Load: PL = 0 Ib Dead Load: PD = 11067 Ib Column Self Weight: CSW = 58 Ib Total Load: PT= 11125 Ib Project: Bryan Moore House Location: Truss C2 Column [2012 International Building Code(2012 NDS)J 5.5 INx5.5INx9.OFT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 27.4% Live Load: Vert-LL-Rxn = 0 Ib Dead Load: Vert-DL-Rxn = 11385 Ib Total Load: Vert-TL-Rxn = 11385 Ib Total Column Length: 9 ft Unbraced Length (X -Axis) Lx: 9 ft Unbraced Length (Y -Axis) Ly: 9 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES Sx = #2 - Douglas -Fir -Larch (North) in3 Base Values. Compressive Stress: Fc— 700 psi Lex/dx = Cd=0.90 Cp=0.82 Bending Stress (X -X Axis): Fbx = 725 .psi 19.64 Cd=0.90 CF=1.00 Bending Stress (Y -Y Axis): Fby = 725 psi PT = Cd=0.90 CF=1.00 Modulus of Elasticity: E = 1300 ksi Column Section ()(-X Axis): Column Section (Y -Y Axis): Area: Section Modulus (X -X Axis): Section Modulus (Y -Y Axis): Slenderness Ratio: Adjusted Fc' = 519 psi Fbx' = 653 psi Fby' = 653 psi E'= 1300 ksi dx = 5.5 in dy = 5.5 in A = 30.25 in2 Sx = 27.73 in3 Sy = 27.73 in3 Lex/dx = 19.64 Fby = Ley/dy = 19.64 Combined Stress Factor: Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load Only (D) Actual Compressive Stress: Fc Allowable Compressive Stress: Fc' _ Eccentricity Moment (X -X Axis): Mx -ex = Eccentricity Moment (Y -.Y Axis): My-ey = Moment Due to Lateral Loads (X -X Axis): Mx= Moment Due to Lateral Loads (Y -Y Axis): My = Bending Stress Lateral Loads Only (X -X Axis): Fbx = Allowable Bending Stress (X -X Axis): Fbx' _ Bending Stress. Lateral Loads Only (Y -Y Axis): Fby = Allowable Bending Stress (Y -Y Axis): Fby' _ Combined Stress Factor: CSF = page Jeff Sandgren 'r2 "Empire Engineering 7/ 1402 D Street �~ ....., Marysville, CA 95901 StruCalc Version 9.0.1.5 6/27/2015 9:17:39 PM B F-1 AXIAL LOADING 376 psi Live Load: PL= 0 Ib 519 psi Dead Load: PD = 11327 Ib 0 ft -Ib Column Self Weight: CSW = 58 Ib 0 ft -Ib Total Load: PT = 1- 385 Ib 0 ft -Ib 0 ft -Ib 0 psi 653 psi 0 psi 653 'psi 0.73 Project: Bryan Moore House Location: Truss C2 Middle Column [2012 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 9.0 FT #1 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 16.0% VERTICAL REACTIONS. dx = 9.5 Live Load: Vert-LL-Rxn = 0 Ib Dead Load: Vert-DL-Rxn = 29495 Ib Total Load: Vert-TL-Rxn = 29495 Ib COLUMN DATA in2 Section Modulus (X -X Axis): Total Column Length: 9 ft in3 Unbraced Length (X -Axis) Lx: 9 ft Sy = Unbraced Length (Y -Axis) Ly: 9 ft in3 Column End Condtion-K (e): .1 11.37 Axial Load Duration Factor 1.00 Ley/dy = COLUMN PROPERTIES psi Allowable Bending Stress (X -X Axis): #1 - Douglas -Fir -Larch (North) ' 1170 psi Base Values Adiusted Compressive Stress: Fc = 925 psi Fc' = 672 psi Fby' = Cd=0.90 Cp=0.81 psi Bending Stress (X -X Axis): Fbx = 1300 psi Fbx' = 1170 psi Cd=0.90 CF=1.00 Bending Stress (Y -Y Axis): Fby = 1300 psi Fby' = 1170 psi Cd=0.90 CF= 1.00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Column Section (X -X Axis): dx = 9.5 in Column Section (Y -Y Axis): dy = 5.5 in Area: A = 52.25 in2 Section Modulus (X -X Axis): Sx = 82.73 in3 Section Modulus (Y -Y Axis): Sy = 47.9 in3 Slenderness Ratio: Lex/dx = 11.37 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Ley/dy = 19.64 psi Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load Only (D) Actual Compressive Stress: Fc = 564 psi Allowable Compressive Stress: Fc' = 672 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): My = 0 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 1170 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 1170 psi Combined Stress Factor: CSF = 0.84 L_ S Jeff Sandgren \4 tt � `; ��Em,pire Engineering 1402 D Street If Marysville, CA 95901 StruCalc Version 9.0.1.5 6/27/2015 9:19:37 PM 9ft A AXIAL LOADING Live Load: PL = 0 Ib Dead Load: PD = 29395 Ib Column Self Weight: CSW = 100 Ib Total Load: PT = 29495 Ib PROJECT. 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Project: Bryan Moore House Location: 6.5' Headers Footing [2012 International Building Code(2012 NDS)] Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Section Footing Design Adequate CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES Ultimate Bearing Pressure: Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: C= 3 in FOOTING SIZE Beam Shear Calculations (One Way Shear): Beam Shear: Width: W = 2 ft Length: L= 2 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d = 10 in Column Type: Wood Column Width: m = 6 in Column Depth: n.= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = Effective Allowable Soil Bearing Pressure: Qe = Required Footing Area: Areq = Area Provided: A = Baseplate Bearing: PT = Bearing Required: Bear = Allowable Bearing: Bear -A = Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = Allowable Beam Shear: Vc1 = Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = Punching Shear: Vu2 = Controlling Allowable Punching Shear: vc2 = Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = 1234 psf 1350 psf 3.65 sf 4.00 sf 6908 Ib 84150 Ib 576 Ib 8800 Ib 64 in 3838 Ib 46816 Ib 20723 in -Ib 55000 in -Ib Page 00'1� x.Jeff SandgrenIV `"Empire Engineering 1402 D Street or M:;, Marysville, CA 95901 StruCalc Version 9.0.1.5 6/27/2015 9:27:03 PM - s in --- --•-.-r T 3 in 1 FOOTING LOADING Live Load: PL = 0 Ib Dead Load: PD = 4934 Ib Total Load: PT = 4934 Ib Ultimate Factored Load: Pu = 6908' Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 387 Ib Project: Bryan Moore House X° Page .jj _, ,JeffSandgren Location: 10' Gara e " ` ' •` i / 9 �;; Empire Engine_nng Footing? - 1402 D Street u...... ,:....,::...:� of (2012 International Building Code(2012 NDS)] Marysville, CA 35901 Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Section Footing Design Adequate StruCalc Version 9.0.1.5 6/27/2015 9:28:07 PM CAUTIONS ' Footing has been designed without reinforcement FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Area Provided: Width: W = 2 ft Length: L = 2 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d = 10 in COLUMN AND BASEPLATE.SIZE Bear -A = Column Type: Wood Column Width: m = 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 934 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 2.77 sf Area Provided: A = 4.00 sf Baseplate Bearing: Bearing Required: Bear = 5230 Ib Allowable Bearing: Bear -A = 84150 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 436 Ib Allowable Beam Shear: Vc1 = 8800 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 64 in Punching Shear: Vu2 = 2906 Ib Controlling Allowable Punching Shear: vc2 = '46816 Ib Bending Calculations: Factored Moment: Mu = 15691 in -Ib Nominal Moment Strength: Mn = 55000 in -Ib FOOTING LOADING Live Load: PL = 0 Ib Dead Load: PD = 3736 Ib Total Load: PT = 3736 Ib Ultimate Factored Load: Pu = 5230 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 387 Ib Project: Bryan Moore House Location: 16' Garage Footing (2012 International Building Code(2012 NDS)] Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (5) min. Section Footing Design Adequate FOOTING PROPERTIES 1098 psf Qe = Allowable Soil Bearing Pressure: as = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE 0.98 in2 Development Length Calculations: Width: W = 3 ft Length: L = 3 ft Depth:. Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in Column Type: Wood Column Width: m= 6 in Column..Der)th: n= 6 in FOOTING CALCULATIONS . Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Qu = 1098 psf Qe = 1350 psf Areq = 7.32 sf A = 9.00 sf Bear = 13840 Ib Bear -A = 99450 Ib Vu1 = 3748 Ib Vc1 = 22275 Ib Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = w 3 page -_=_`Jeff Sandgren �C( }r . ! t// Empire Engineering ti1402 D Street Marysville, CA:959.01 StruCalc Version 9.0.1.5 6/27/2015 9:29:21 PM —6 in ? i( I. 12 in I 1n 57 in 0.51 in Steel Required Based on Moment: As(1) = 0.21 in2 11672 Ib t 0.86 in2 Controlling Reinforcing Steel: As-reqd = 0.86 in2 105806 Ib FOOTING LOADING As = 0.98 in2 Development Length Calculations: 137363 Ib Live Load:. PL= 0 Ib 70538 Ib Dead Load: PD= 9886 Ib 70538 Ib Total Load: PT = 9886 Ib Ultimate Factored Load: Pu = 13840 Ib 62282 in -Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 870 Ib 282369 in -Ib Concrete Compressive Block Depth: a = 0.51 in Steel Required Based on Moment: As(1) = 0.21 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.86 in2 Controlling Reinforcing Steel: As-reqd = 0.86 in2 Selected Reinforcement: #4's @ 7.0 in. o.c. e/w (5) Min. Reinforcement Area Provided: As = 0.98 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Project: Bryan Moore House Location: Truss A3 Footing (2012 International Building Code(2012 NDS)] Footing Size: 3.0 FT x 3.0 FT x 12:00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. ENV / (5) min. Section Footing Design Adequate FOOTING PROPERTIES 1230 psf Qe = Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 pii Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Live Load: PL = Width: W = 3 ft Length: L = 3 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 -in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure:. Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Qu = 1230 psf Qe = 1350 psf Areq = 8.2 sf A = 9.00 sf Bear = 15494 Ib Bear -A = 99450 Ib Vu1 = 4196 Ib Vc1 = 22275 Ib Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = Pa98 ;fllNO �JeffSandgren t t�V fEmpire Engineering `� 1402 D Street Marysville, CA 95901 StruCalc Version 9.0.1.5 6/27/2015 9:31:01 PM bin— , 3 in 1 57 in I a= 0.51 in I 13066 Ib 0.24 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.86 in2 Controlling Reinforcing Steel: As-reqd = 105806 Ib FOOTING LOADING #4's @ 7.0 in. o.c. e/w (5) Min. Reinforcement Area Provided: 137363 Ib Live Load: PL = 0 Ib 70538 lb Dead Load: PD= 11067 lb 70538 Ib Total Load: PT = 11067 Ib Ultimate Factored Load: Pu = 15494 Ib 69722 in -Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 870 Ib 282369 in -Ib Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1) = 0.24 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.86 in2 Controlling Reinforcing Steel: As-reqd = 0.86 in2 Selected Reinforcement: #4's @ 7.0 in. o.c. e/w (5) Min. Reinforcement Area Provided: As = 0.98 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Project: Bryan Moore House Location: Truss C2 Middle Footing (2012 International Building Code(2012 NDS)] Footing Size: 5.0 FT x 5.0 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (8) min. Section Footing Design Adequate FOOTING PROPERTIES PL= Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: Fc = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE 21.77 sf Width: W = 5 ft Length: L = 5 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Allowable Bearing: Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: PL= 0 Ib Ultimate Bearing Pressure: Qu = 1176 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 21.77 sf Area Provided: A = 25.00 sf Baseplate Bearing: Bearing Required: Bear = 41153 Ib Allowable Bearing: Bear -A = 44200 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 14918 Ib Allowable Beam Shear: Vc1 = 37125 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: So = 49 in Punching Shear: Vu2 = 39438 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 90956 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 132413 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 60638 Ib Controlling Allowable Punching Shear: vc2 = 60638 Ib Bending Calculations: Factored Moment: Mu = 308648 in -it Nominal Moment Strength: Mn = 452371 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a.= 0.49 in .Steel Required Based on Moment: As(1) = 1.06 int Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 1.44 in2 Controlling Reinforcing Steel: As-reqd = 1.44 in2 Selected Reinforcement: #4's @ 7.0 in. o.c. e/w (8) Min. Reinforcement Area Provided: As = 1.57 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 27 in page Jeff Sandgren - Zb iEmpire Engineering 1402 D Street ,.4Marysville, CA 95901 StruCalc Version 9.0.1.5 6/27/2015 9:32:51 PM ,L4 in 1, 12in --- - - -- — j 3 In Live Load: PL= 0 Ib Dead Load: PD = 29395 Ib Total Load: PT = 29395 Ib Ultimate Factored Load: Pu = 41153 Ib Weight to resist uplift w/ 1.5 F.SL: U.R. = 2417 Ib au rN4 4,4 rt jitir. t N E CALCULATION SHEET Marc. PROJECT: BY: DATE: JOB: Sheet of ic I k r PROJECT: Mw -t, BY: DATE: JOB: l' Sheet of PROJE -' T: TR BY: DATE: rim JOB: Sheet Of CALCULATION SHEET ) VIII oo,(Ir Cf IIL7 << et Aais eo, ICARr Aj CALCULATION SHEET F PROJECT: Moor& BY: DATE: JOB: Sheet —. 1— of G a o(, 11vt fr L lio d 16 - - - - -- ------- 3A I oi� el W le ........ . ..... /VID 13! (Al t 10�4t . . . ....... . !0 If *14 --.— .. ........ ... ...... . G a o(, 11vt fr - - - - -- ------- 3A I oi� ............. ! ....... ........... zt s. I 04. Z. �Iel 1!2 r L -L SAN 0 ra P- FEN r:. KIMNE E6Rk'fKLG kUl tm �' - CALCULATION SHEET PROJECT: BY: DATE: JOB: Sheet � of " 711 r Ply 00 40 Tr- -it Wr -1121 7 tt� -7 5 - SIT i T11 cr ........... -------- A A " 711 r Ply 00 40 Tr- -it Wr -1121 7 tt� -7 5 - SIT t CALCULATION SHEET PROJECT: Move, BY: DATE: JOB: Sheet -ZAA— of So4�l�Q��G�E<��E C�t�.i'x4Pi EE �G�1 G tisett y zs . TRfd RAt :4 ' *Vky. 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Ik 612015 Project: Location: Column 1 Column (2012 International Building Code(2012 NDS)] ( 2 ) 1.5 IN x 5.5 IN x 9.0 FT #2 - Douglas -Fir -larch (North) - Dry Use Section Adequate By: 34.9% CAUTIONS 9 ft ' Laminations to be nailed together per National Design Specificatic DEFLECTIONS Unbraced Length (Y -Axis) Ly: Deflection due to lateral loads only: Defl = 0.26 IN = U409 Live Load Deflection Criteria: U180 1.00 Lateral Load Duration Factor (Wind/Seismic) VERTICAL REACTIONS COLUMN PROFERTIES Live Load: Vert -LL Rxn = 0 Ib Dead Load: Vert-DL-Rxn = 32 Ib Total Load: Vert-TL-Rxn = 32 Ib HORIZONTAL REACTIONS Cd=1.33 Cf --1.10 Cp=0.50 Total Reaction at Top of Column: TL-Rxn-Top = 536 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom = 536 Ib page �Jeff Sandgren "'Empire Engineering 1402 D Street cr �_;Marysville, CA 95901 j StruCalc Version 9.0.1.5 10/6/2015 7:07:57 AM I i for Wood Construction Section 15.3.3.1 Total dolumn Length: 9 ft Unbraced Length (X -Axis) Lx: 9 ft Unbraced Length (Y -Axis) Ly: 0 ft Column End Condtion-K (e): 1 Axial Load Duration Factor . 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROFERTIES #2 - Douglas -Fir -Larch (North) Base Values Ad'us ed Compressive Stress: Fc = 1400 psi Fc' = 1029 psi Cd=1.33 Cf --1.10 Cp=0.50 Bending Stress (X -X Axis): Fbx = 850 psi Fbx' '= 1470 psi Cd=1.33 CF= 1.30 Bending Stress (Y -Y Axis): Fby = 850 psi Fby' = 1470 psi Cd=1.33 CF= 1.30 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Column Section (X -X Axis): dx = 5.5 in Column Section (Y -Y Axis): dy = 3 in Area: A = 16.5 in2 Section Modulus (X -X Axis): Sx = 15.13 in3 Section Modulus (Y -Y Axis): Sy = 4.13 in3 Slenderness Ratio: Lex/dx = 19.64 Ley/dy = 0 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load and Lateral loads (D + W or E) Actual Compressive Stress: Fc = 2 psi Allowable Compressive Stress: Fc' = 1029 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx = 1205 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): My = 0 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 956 psi Allowable Bending Stress (X -X Axis): Fbx' = 1470 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 1470 psi Combined Stress Factor: CSF = 0.65 LOADING DIAGRAM B k •c I , I i 9 f j I 3 i - i A AXIAL LOADING Live Load: PL= 0 Ib Dead Load: PD= 0 Ib Column Self Weight: CSW = 32 Ib Total Load: PT = 32 Ib LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 119 plf f r I e, BUILDING ENERGY ANALYSIS REPORT PROJECT: Bryan Moore Lone Tree Road Gridley, CA 95948 Project Designer: Jack Munds 2835 Wissemann Dr Sacramento, CA 95826 (530)701-7801 Report Prepared by: Rick Rocklewitz NRG Compliance, Inc PO Box 3777 Santa Rosa, California 95402 707-237-6957 NRG COMPLIANCE, I BUTTE COUNTY DEVELOPMENT SERVICES Job Number: REVIEWED FQC� CODE QWI_I ACE 071015 1 i/ jlL el e BY.J� Date: FOR REVIEVvEll COC)E COMPLIAN MOV 0 3 1015 SON lty'rEuITINwEST G GROUP AUG 21 2015 I N'f ERVVEST SULTING GROUP BUTTE COUNTY AUG 17 2015 7/10/2015 DEVELOPMENT SERVICES 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. I EnergyPro 6.6 by EnergySoft User Number: 5581 ID: 071015 1 E TABLE OF CONTENTS I Cover Page 1 Table of Contents 2 Form CF -1 R -PRF -01-E Certificate of Compliance 3 Form RMS -1 Residential Measures Summary 12 Form MF -1 R Mandatory Measures Summary 13 HVAC System Heating and Cooling Loads Summary 17 IEnergyPro 6.6 by EnergySoft Job Number: ID: 071015 User Number: 5581 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:03, Fri, Jul 10, 2015 Calculation Description: Title 24 Analysis Input File Name: moore, bryan residence.xml CF1 R -PRF -01 Page 1 of 9 GENERAL INFORMATION 01 Building Complies with Computer Performance- erformance02 01 Project Name Residential Building 03 This building incorporates one or;mo,re Special Featuresshown-below 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location Lone Tree Road Compliance Margin Percent Improvement 04 City Gridley 05 Standards Version Compliance 2015 06 Zip Code 95948 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) 90 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2814.,- 15 Number of Zones 1 16 Slab Area (ft) 2814 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ft) N/A 21 Glazing Percentage (%) 11.7% COMPLIANCE RESULTS - 01 Building Complies with Computer Performance- erformance02 02 This building incorporates feaa ures1hat require fieldtesiing and/or verification�by atcertified HERS reter under rhe supervision of a CEC-approved HERS provider. 03 This building incorporates one or;mo,re Special Featuresshown-below 1.-I t.. Cl J 17 t t N.../ V I L./ L.... 0 A 8UTTE COUNTY BUILDING DIVISION APPROVED- -Registration Number: 215-N0189403A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: • 2015-07-10 12:26:08 Report Version - CF1R-07082015-744 HERS Provider: CaICERTS inc. r Report Generated at: 2015-07-10 08:04:00 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 58.16 50.82 7.34 12.6% Space Cooling 34.46 44.56 -10.10 -29.3% IAQ Ventilation 0.96 0.96 0.00 0.0% Water Heating 26.96 24.13 2.83 10.5% Photovoltaic Offset -- 0.00 0.00 — Compliance Energy Total 120.54 120.47 0.07 0.1% 8UTTE COUNTY BUILDING DIVISION APPROVED- -Registration Number: 215-N0189403A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: • 2015-07-10 12:26:08 Report Version - CF1R-07082015-744 HERS Provider: CaICERTS inc. r Report Generated at: 2015-07-10 08:04:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 08:03, Fri, Jul 10, 2015 Page 2 of 9 Calculation Description: Title 24 Analysis Input File Name: moore, bryan residence.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins HERS FEATURE SUMMARY 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 • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: — None — ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use`comPone n }s included initheperformance^com`pliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not,regulated, by Title Part,6'(such as;domestic appliances.and consumer electronics)"and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference,'Energy Use, Energy Design Ratingfl Margin Percent Improvement Total Energy (kTDV/f2-yr)` " r171.91 ^•• 171.84 0.07 0.0% ` includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 l' Project Name 'ti nea FI' o (�d Number of DwellingNumber Units Numbe of edrooms Number of Zones of Ventilation Cooling Systems Number of Water Heating Systems Residential Building X2'8 4°/ ISI 1 3 1 0 1 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 First Floor Conditioned HVAC Systeml 2814 10 DHW Sys 1 Registration Number: 215-N0189403A-000000000-0000 Registration Date/Time: 2015-07-10 12:26:09 HERS Provider: CeICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-07082015-744 Report Generated at: 2015-07-10 08:04:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:03, Fri, Jul 10, 2015 Calculation Description: Title 24 Analysis Input File Name: moore, bryan residence.xml CFI R -PRF -01 Page 3 of 9 OPAQUE SURFACES ..Y-•+ i t .•"' ,, v ., , . r---- 4 ,�..,, , c 01 02 j ff M -,N 104) ][ 051 ror-'\, : 06 07 08 Name Construction•» � 1 ji-IL Roof Rise 11 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ftZ) Window & Door Area (ftZ) Tilt (deg) East Wall First Floor R-19 Wall 90 Front 645.8 100 90 South Wail First Floor R-19 Wall 180 Left 510 15 90 West Wall First Floor R-19 Wall 270 Back 894.1 227.997 90 North Wall First Floor R-19 Wall 0 Right 351.6 23.8 90 Interior Surface Floor First Floor»_Garage_ R-19 Wall1 0.32 0.24 432.3 17.8 Window Roof First Floor R-38 Roof Attic 1 60.0 2814 0.24 Insect Screen (default) East Wall 2 _Garage_ R-0 Wall 90 Front 223.5 120.0!14 90 South Wall 2 Insect Screen (default) R-0 Wall 180 Left 157.5 - 90 North Wail 2 _Garage_ Garage_ R-0 Wall 0 Right 300 90 Roof 2 Garage_ R-0 Roof Attic 833 ATTIC ..Y-•+ i t .•"' ,, v ., , . r---- 4 ,�..,, , c 01 02 j ff M -,N 104) ][ 051 ror-'\, : 06 07 08 Name Construction•» � 1 ji-IL Roof Rise 11 Roof;Refle'ctance t Roof Emittance Radiant Barrier Cool Roof Attic Garage Attic Garage Roof Cons.' L Venttlated r S.wy �t 0=1..,*.. 0.85 No No Attic First Floor Attic RoofFirst Floor ' Ventilated' ""` ` 8 y"' " 0."! � 0.85 Yes No WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Typeb, Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft) U -factor SHGC Exterior Shading Window Window 2 Wird • 41 Win 0w "` East Wall (Front -90) ' I A East Wall (Front -90) - - 1 50.0 0.32 0.24 InSQGt SGreen (default) 6.0 5.0 1 30.0 0.32 0.24 Insect Screen (default) Window 3 nd , t Air V gouth Wall (Left -180) - - 1 15.0 0.32 0.24 Insect Screen (default) Window 4 Window V JZ nWest Wall (Back -270) 8.0 6.0 1 48.0 0.32 0.24 Insect Screen (default) Window 5 Window West Wall (Back -270) - - 1 60.0 0.32 0.24 Insect Screen (default) Window 6 Window West Wall (Back -270) 18.0 6.7 0.995 1 120.0!14 0.32 0.24 Insect Screen (default) Window 7 Window North Wall (Right -0) - - 1 6.0 0.32 0.24 Insect Screen (default) Registration Number: 215-N0189403A-000000000-0000 �_. _ Registration Date/Time: 2015-07-10 12:26:08 HERS Provider: - CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-10 08:04:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:03, Fri, Jul 10, 2015 Calculation Description: Title 24 Analysis Input File Name: moore, bryan residence.xml CF1 R -PRF -01 Page 4 of 9 DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Door East Wall 20.0 0.50 Door 2 North Wall 17.8 0.50 Door 3 Interior Surface Floor 17.8 0.50 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 1 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up Distl- Bot Up Depth TopDist R Bot Up Window 2 6 0.1 6 6 0 0 0 0 0 0 00 0 Window 4 10 0.1 10 10 0 0 0 0 0 0 00 0 Window 6 2 0:1 2 2 0 0 0 0 0 0 01 0 0 E rnTt�5r n c, L L ���eDNCoUN N,4G °'v°s/��V &.6 Registration Number: 215-No189403A-000000000-0000 Registration Date/Time: 2015-07-1012:26:08 HERS Provider:---- CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-10 08:04:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:03, Fri, Jul 10, 2015 Calculation Description: Title 24 Analysis Input File Name: moore, bryan residence.xml CF1R-PRF-01 Page 5 of 9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers First Floor 2814 240.15 None 0.8 No • Inside Finish: Gypsum Board Garage_ 833 75.66 None 0 No • Cavity/ Frame: no insul. /2x4 • Exterior Finish: Wood R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking Ceilings (below Inside Finish: Gypsum Board R-0 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/ Frame: no insul. /2x4 • Cavity / Frame: no insul. 12x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Cavity/Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofFirst Floor Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board - Cavity/Frame: R -19/2x6 • Exterior Finish: Wood R-19 Wall Exterior Walls Wood Framed -Mall n 2x6,@;1:6 im~O.C_. ,•'^• =U R 191 0.069 Siding/sheathing/decking Ceilings (below ,ft Inside Finish: Gypsum Board Cavity/Frame: R-9.1 /2x4 R-38 Roof Attic attic) \Wodd Framed Ceiling 2x4'@ 24 m. O.C.R 38' _ 0.025 Over Floor Joists: R-28.9 insul. �t C h j` i V I Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 R-19 Wa111 Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.067 • Other Side Finish: Gypsum Board SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab First Floor 2814 240.15 None 0.8 No Slab 2 Garage_ 833 75.66 None 0 No W ItL t:MI rnfi . BUILDING kk EfV&Fflr l ATION APPn 02 03 04 Quality Insu a n aS i n (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage ACH @ 50 Pa Not Required Not Required Not Required — Registration Number: 215-N0189403A-000000000-0000 Registration Datc/Time: 2016-07-10 12:26:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-10 08:04:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DatelTime: 08:03, Fri, Jul 10, 2015 Calculation Description: Title 24 Analysis Input File Name: moore, bryan residence.xml CF1R-PRF-01 Page 6 of 9 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 Pipe Insulation, All Lines DHW Heater 1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Pipe Insulation _ Parallel Piping Comr-pact Distribution Point -of Use Recirculation Control Central DHW Distribution Tank Exterior Cooling Component 1 HVAC Fan 1 Air Distribution System 1 Tank Volume Energy Factor or Insulation Standby Loss Name Heater Element Type Tank Type Efficiency Input Rating R -value (Fraction) DHW Heater 1 Propane/e"Small Storage 50 0.65 40000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation _ Parallel Piping Comr-pact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 1 i it -. 1 11 RI Iff - AP k 11 "'AZ. 1F I8 It It SPACE CONDITIONING SYSTEMS "Cy* mvi U Lk =* 01 U U ff U U U ','.too 01 'NA 024 030 i V f §4 F 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC Systeml Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 94 AFUE BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 215-No189403A-000000000-0000__--Registration Date/Time: —2015-07-10 12:26:08 HERS Provider: • - CaICERTS inc. - CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-10 08:04:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:03, Fri, Jul 10, 2015 Calculation Description: Title 24 Analysis Input File Name: moore, bryan residence.xml CF1R-PRF-01 Page 7 of 9 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name Verified Airflow Efficiency Verified EER Multi -speed Verified Refrigerant Charge Name System Type EER S R Zonally Controlled Compressor HERS Verification Cooling Component 1 SplitAirCond 1 14 Not Zonal Single Speed Cooling Component 1 -hers -cool FIA r �A 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 Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 - DuctsAttic rx ... Sealed and ested 6Attic None Air Distribution System 1 -hers list 1V I% #,,Int. II it U t All Ir A11 11 11 rl 11 HVAC DISTRIBUTION - HERS VERIFICATION' '` ' '� _ "'"' " 'A. " `,*:e• 01 02 r I 1=03 t' 04M V 05 Lf C M06 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 Not Required Not Required Not Required Not Required — ::J HVAC -FAN SYSTEMS 01 r ��' 02 03 04 Name%N Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 we Seed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan Lara W Wy_� 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-No189403A=000000000-0000 -- - Registration Date/Time: 2015-07-10 12:26:08 - - HERS Provider:----- — - CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-07082015-744 Report Generated at: 2015-07-10 08:04:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:03, Fri, Jul 10, 2015 Calculation Description: Title 24 Analysis Input File Name: moore, bryan residence.xml CF1R-PRF-01 Page 8 of 9 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit I CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 58.14 0.25 Default 0 Required 8 B���T��U C NN ����G ®I ViSip�V v Registration Number: 215-N0189403A-000000000-0000 Registration Date/Time: 2015-07-10 12:26:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-10 08:04:00 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:03, Fri, Jul 10, 2015 Calculation Description: Title 24 Analysis Input File Name: moore, bryan residence.xml CF1R-PRF-01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: - A� CYLau6, aodacw Mario Bertacco Company: Signature Date: NRG Compliance, Inc 2015-07-10 12:23:15 Address: CEA/HERS Certification Identification (If applicable): po box 3777 City/State/Zip: Phone: Santa Rosa, CA 95402 707-237-6957 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: (� `� it c Responsible Designer Signature. 69ad C4tWnd4 Jack Munds `r 1t+ 1 —x .kkpCom�I 1, p y Date,Signed:s ` Munds Drafting & Design 205-07101V:26:6" Address: License: 8267 Bailey Road na City/State/Zip: Phone: Yuba City, CA 95993 530 674 7800 BUTTE COUNTY BUILDING DIVISION APPROVED 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-NO189403A-000000000-0000 Registration Date/Time: 2015-07-10 12:26:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-10 08:04:00 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Bryan Moore Building Type m Single Family ❑ Addition Aloe ❑ Multi Family ❑ Existing+ Aedition/Alteration Date 7/10/2015 Project Address Lone Tree Road Gridley California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 2,814 Addition n/a # of Units 1 INSULATION Construction Type Cavity Area (ft) Special Features Status Wall Wood Framed R 19 2,449 New Door Opaque Door - no insulation 38 New Roof Wood Framed Attic R 38 2,814 New Slab Unheated Slab -on -Grade - no insulation 2,814 Perim = 240' New FENESTRATION Orientation Area(ft) I Total Area: 329 Glazing Percentage: 11.7%1 New/Altered Average U -Factor: 0.32 U -Fac SHGC Overhang Sidefins Exterior Shades Status Front (E) 50.0 0.320 0.24 none none Bug Screer. New Front (E) 30.0 0.320 0.24 6.0 none Bug Screer. New Left (S) 15.0 0.320 0.24 none none Bug Screer. New Rear (lM 48.0 0.320 0.24 10.0 none Bug Screer. New Rear (IM 60.0 0.320 0.24 none none Bug Screer. New Rear (LM 120.0 0.320 0.24 2.0 none Bug Screer. New Right (N) 6.0 0.320 0.24 none none Bug Screer. New HVAC SYSTEMS Heating Min. Eff Cooling Min. Eff Thermostat Status -Qty. 1 Central Furnace 94% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Duct Location R -Value Status HVAC System Ducted Ducted Attic 6.0 New T WATER HEATING Qty. T e Gallons Min. Eff Distribution /gP����j'��Status 1 Smal' Storage Gas 50 0.65 All Pipes Ins New Ener Pro 6.6 by Ene Soft User Number 5581 RunCode: 2015-07-10708:04:16 ID: 071015 Pae 12 of 17 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the comDllance aDDroach used. Excentinns may annly Review the rocnortivo rndo cort;nn f r ;mT .•,.,n,;,,., Building Envelope Measures: § 110.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §1 10.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a). §110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. §1 10.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. 110.8(.i):The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the installation of a cool roof is specified on the CF1R. § 1 10.86): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF]R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § 150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. §150.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). §150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. § 150.0(g)1: In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air -permeable insulation. § 150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of § I50.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). §150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 150.0 (q)' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U - factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150.0(e)1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)1B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. §150.0(e)]C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § I50.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110.0-§110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. §I 10.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). §150.00)1 A: Storage gas water heaters with an energy factor equal to or less than the federal minimum stanh apped with insulation having an installed thermal resistance of R-12 or greater.KIM! r. t i §150.0(j)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heatm s stems, ave -1`2 ex ema insulation or R-16 internal insulation where the internal insulation R -value is indicated on I JPP t For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot andcollf wa er pipes o th`nWage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.06)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. § 150.06)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary § I50.00)2C: Pipe for cooling system lines shall be insulated as specified in § I50.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. §150.06)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § I50.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I §150.00)3B: or Class U vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the §150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5. § 150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Constriction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)l: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 'A inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints §150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. §150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § I50.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not §150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be §I50.0(m)1 l: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow > 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §I50.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of <_ 0.58 W/CFM as confirmed by fi Y ty�oa�} d,d' ostic INY testing, in accordance with Reference Residential Appendix RA3. "" lit 1 t ! All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither windowA.n°o'iti:'dontiiidousoperatiibh of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are per s ble. ethods„of pro id' the Whole BuildingVentilation. r� ,a r j §150.0(o)IA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency §I 10.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction § 110.4(b)l : and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. Pools shall have directional inlets that adequately mix the pool water, and a time switch that will .allow all pumps to be set or pro- § 110.4(b)3: grammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: §110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of §110.9. Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §150.0(k) in accordance with TABLE §150.0(k)]A: 150.0-A or TABLE 150.0-B, as applicable. When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply § 150.0(k) I B: with the applicable provisions of §150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § 150.0(k)] C: § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. §150.0(k)1D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k)IE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §130.0(c). Night lights do not need to be controlled by va ancy sensors. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable §150.0(k)IF: requirements of ' 150.0(k). § I50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. §150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § I50.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. §150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with §150.0(k). §150.0(k)2F: Lighting controls comply with applicable requirements of §110.9. An Energy Management Control System (FMCS) may be used to comply with dimmer requirements if: it functions as a dimmer §150.0(k)2G: according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of §130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (FMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it §150.0(k)2H: functions as a vacancy sensor according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of §130.5; and all other requirements in §150.0(k)2. A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the §150.0(k)21: ftinctionality of a dimmer according to §110.9, and complies with all other applicable requirements in §150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated §150.0(k)4: cabinet. A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom §150.0(k)5: shall be high efficacy or controlled by vacancy sensors. Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and § 150.0(k)6: controlled by vacancy sensors. Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high §150.0(k)7: efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § 150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. BYTTE P f1����/ For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for comp iance �jj 0(k) the ballasts UIQ! I` `� Ii\l shall be certified to the Ener Commission to comply with theapplicable re uirements��§J11�.0�910 For single-family residential buildings, outdoor lighting permanently mounted to a reside is -b J i 'g oo g -buildings on the lot be high low if it the following ts: 9 C ILo same shall efficacy, or maybe efficacy meets all of regOk e i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary BUTTE COUNTY BUILDING C)l�iI,1C)n; A PPROVE a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically tum the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § 150.0(k)9B: following requirements: i. Shall comply with §150.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. §150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by §150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in 110.9 130.0, 130.2 130.4 140.7 and §141.0. §150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in 110.9, 130.0 130.2 130.4, 140.7 and 141.0. §150.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to §130.0(c). § 150.0(k)l 1: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of §150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: § I 50.0(k) I 2B: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a §110.10(a)l: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of §110.10 b throw 110.10(e). §I 10.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §110.10(6) through §I 10.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §I 10.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang, of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. §110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit §I 10.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. §I 10.10(d): A copy of the construction documents or a comparable document indicating the information from §I 10.10(b) through §I 10.10(c) shall be provided to the occupant. § 110.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric". BUTTE COUNTY BUILDING C)l�iI,1C)n; A PPROVE HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Bryan Moore Date 7/10/2015 System Name HVAC System Floor Area 2,814 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING CFM Sensible Total Room Loads 1,178 24,277 Return Vented Lighting 0 Return Air Ducts 1,415 Return Fan 0 Ventilation E 0 0 Supply Fan 0 Supply Air Ducts 1 1,415 TOTAL SYSTEM LOAD 1 27,107 PEAK COIL HTG. PEAK Heating System Latent CFM Sensible Output per System 45,120 1,675 566 28,005 Total Output Btuh) 45,120 Output Btuh/s ft 16.0 1,655 Cooling System 0 Output per System 46,300 0 0 0 Total Output Btuh 46,300 1,675 0 Total Output Tons 3.9 1,655 Total Output Btuh/s ft 16.5 Total Output s ft/Ton 729.3 31,315 Air System CFM per System 1,565 HVAC EQUIPMENT SELECTION Airflow cfm 1,565 Central Heating System w/ AC 39,157 1,915 45,120 Airflow cfm/s ft 0.56 Airflow cfm/Ton 405.6 45,120 Jan 1 AM Outside Air (%) 0.0% Total Adjusted System Output 1 39,157 1,9151 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK Aug 3 PM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 25 OF Outside Air 0 cfm 67 OF 67 OF 115 OF 115 OF Heating Coil Supply Fan a 1,565 cfm BUTTE COUNTY 114 F BUILDING INOOMN A A 1 R' 68 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 102 / 72 OF Outside Air 0 cfm 76 / 62 °Fff 76 / 62 OF 55 / 54 OF 55154 OF -� E- Cooling Coil Supply Fan 56154 OF 1,565 cfm 46.6% ROOM ll 75 / 62 OF EnergyPro 6.6 by EnergySoft User Number: 5581 Run Code: 2015-07-10T08:04:16 ID: 071015 Page 17 of 17 4 ti 0 z a d Q U O U Q �E J C m U Lu W H Q V_ D Q i O Lu Z O Z w 1 U) Q U O J D H Q E J C N 0 U Of W W 7 F Q D z Q i W Z O z z Q3 N Ur 4E COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not bgscheedduled� 1 completed report submitted 't— APN: Y�J✓- p ti��1V Building Permit# v Owner Name: Owner Phone: Jobsite Address: Jobsite Contact: Company: Project Type: n Construction -IDemolition T N EE0 O U N N m O V C n� N (n C C '— O :2 N Co � c N 6. m� d m W '— E o m U 5� v� C N M y m m c N m U O N m N o 0? vg vIq oU) n`o c O y .W C F m C N O m � of l0 U� C ; U en Submit completes form In person or by mail to: Butte County Development Services - Building 7 County Center Dive Oroville, CA 9596_ Jobsite Phone: MATERIAL ReuTonna TonnaRecycle Tonna a Tonna a Tonna al ACTUAL FACILITIES/SERVICE PROVIDERS USED Tonna e Inert Material (Concrete, asphalt) Lumber Plantrrree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Percent recycled/reused % Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): Date: Circle which Final Report returned with comments: (Initial) Date: Final Report approved: (Building Inspector) Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. E-Wamizzz= l