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HomeMy WebLinkAboutB17-1247 009-345-1390"U"Cre"tv.1 i it, 5,1", 1 rv�, a-te_ J o nv, ini- 'A e4i, il cr tri� i Z4 0 v o I ro, 4 c 4 in 11 I "ts cA -tHt C_ I aa I + 4z `71 bt, P. E- -5 fe J, ij^ 044 17- 14 A +4�1 f P� A I V 11117-1247 114 009-340-139 GARAGE (2016) NS"TVC 911,i2017 PCI h eLE_-VA -,Ib 4 PERMIT 15/7'_/Z'1K7 ices 13UTTECOU DML0PM'ENTSMV' R I I, EV ED 1=013 ps A W CODE CO A A, !f%E DATE _j]E::/7 )9Y,0VESS'0A/4/ C, P. SN', �Fti GA' LQ cc 66 f 4' Exp.q 04 AR cfvl�_ rn m OF C \5 Nc�uiezi C, zw 17 b a A, e Vel, Ct 'yam- B17-1247 009-340-139 B4 .F -wGARAGE (2016) 1A'! EI EC 17 PC 1 .f f� RE - aw�� ale � P 1;17-12=1' ()09-340-139 g11i2017 FFE PERMIT# BUTT-COUt I9 Y DEVELOPMENT SERVICES REVEMM 17OR IF--. Ross P. Shoaf, Civil Engineer 6970 Marysville Road Browns Valley, California 95918 TO: Responsible Building Official Date: Project: Owner: '�y n cl K APN: Location: TRUSS DESIGN REVIEW Truss Company: 0nA&LW6A'(rV9,_�r7C Package Dated: 2� This is to advise that I have reviewed and approved the truss design package for general conformance to my design requirements for the referenced project. This review does not include checking or analysis of the actual truss calculations but rather overall design compatibility, including dead and live load criteria, drag truss requirements, if any, concentrated point loads, etc. Please note also that the truss design calculations may result in `non -truss' roof related loadings (such as resultant column loads to footings) that vary from those computed by the project engineer due to more conservative design criteria. In such cases the project Engineer's calculations will normally be used for such `non -truss' elements. Respec lly submitted, Ross Shoaf, Project Engineer ; t - COUNTY DEVELOPMENT SERVICES REV€E4NED FOR ODS: COMPJANCE corlv t31 _-1 z Ito w0-340-139 (:,\1.r\GV (21!16) N1'! I ITC 6li2112017 1141 "Serving The Best Builders" Client: 4011 Sierra College Blvd., Loomis, CA 95650 Phone (976) 652-4655 Fax (976) 652-3860 5033 Feather River Blvd., Olivehurst, CA 95961 Phone (530) 743-8855 Fax (530) 743-8856 WWW.GOHOMEWOOD.COM Sunny Dhami Project: 131 7-124 42' x 48' Building 1WO 340- ]-,') 464 Maced Rd. kp. \(11' (2016) V, � I I VC W21 201 1411 Gridley, CA Truss Designer: Bryan Wagner Bryanw@homewoodbuildingsupply.com Phone- (530) 743-8855 tot WET SEAL 1-7- E3UTTE: COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE nATE BY Tracking / Work Order # 1040517 42-0 42-0 ME= Engineering eJob 5/31/2017 This eJob is prepared exclusively for: Homewood Truss (5824) 5033 Feather River Blvd. Olivehurst, CA 95961 Work Order: 1040517 Job Customer: Sunny Dhami Job Name: 42' x48' Building Job Address: 464 Maced Road Gridley Ca. Alpine ID: T567888.J596799 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 Engineering eJob 5/31/2017 This eJob is prepared exclusively for: Homewood Truss (5824) 5033 Feather River Blvd. Olivehurst, CA 95961 Work Order: 1040517 Job Customer: Sunny Dhami Job Name: 42'x48' Building Job Address: 464 Maced Road Gridley Ca. Alpine ID: T567888.J596799 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 Engineering eJob 5/31/2017 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 V'L 1L-1 l I I ILLI f Engineering eJob 5/31/2017 Required Details* Other Available Details* http://www.itwbcq.com/trussconnections.php *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 Job Name: 42' x48' Buildin 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss ID: T1 Qty: 23 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/T% 1-2014 UPLIFT REACTIONS) : 1 0- 1-12 1702 3.50" 1.62" BC 2x4 DFL #1 & Btr. Fabn cation Tolerance = 20,D% Support C&C Wind Non -Wind 2 41-10- 4 1702 3.50" 1,62" WEB 2x4 DFL STANDARD Bearings designed for n FcPerp value of the 1 -265 lb MAX DEFLECTION (span) ( P ) : Kcr Corn Refer to ]pint factor) = 3.00 QC Detail Sheets for 1 r of the truss chord lumber value or III for all bearings. 2 -265 16 This truss is designed using the L/999 MEM 4-5 (LIVE) LC 1 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based n ASCE7-10 Wind Specification L= -0.36" CC= -0.56" CL= -0.92" Loaded for 10 PSF non -concurrent BOLL, testing and approval as required by IBC 1703 Bldg Enclosed = Yes, CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS R.) CSI Loaded for 200# non -concurrent moving BOLL. Not designed for attic storage unless and ANSI/TPI and are reported PLATING BASED ON GREEN in ESR -1118. LUMBER VALUES. Truss Location = Not End Zone Exp Category = C 1-2 -4067(1.25)/ 435(1.60) 0.53 noted otherwise. Bldg Length = 48.00 ft, Bldg Width = 42.00 ft Mean height 12.66 ft, 110 2-3 -3819(1.25)/ 417(1.60) 0.41 3-4 -2901(1.25)/ 378 1.60) 0.34 roof = mph = Occupancy Category II, Dead Load = 10.2 psf 4-5 -2901(1.25)/ 378(1.60) 0.34 Oe signed as Main Wind Force Resisting System 5-6 -3619(1,25)/ 417(1.60) 0.41 - Law -n se and Components and Cladding 6-7 -4067(1.25)/ 435(1.50) 0.53 Tributary Area = 84 soft BC CDMP.(DUR.)/ TENS.(DUR.) CSI 8-9 -366(1.60)/ 3808(1.25) 0.74 9-10 -285(1.60)/ 3079(1.25) 0.67 10-11 -166(1.60)/ 2302(1.25) 0.55 11-12-285(1,fi 0)/ 3079(1.25) 0.67 12-13 -368(1.60)/ 3808(1.25) 0.74 WB COMP. DUR.)/ TENS.(DUR.) CSI 2-9 -39fi 1.25)/ 13fi(1.60) 0.07 3-9 -44(1.60)/ 664(1.25) 0.27 3-10 -698(1.25)/ 157(1.60) 0.40 4-10 -65(1.60)/ 605(1.25) 033 4-11 -65(1.60)/ 805 C1.25) 0.33 5-11 -698(1.25)/ 157(1.60) 0.40 5-12 -44(1.60)/ 664(1.25) 0.27 6-12 -396(1.25)/ 136(1.60) 0.07 I 7-3I-13 111 I 3X x 0-3-13 21-0-0 21-0-0 1 2 3 4 5 6 7 4.00 -4.0 6X6 7-11-11 1 SHIP x 0-3-13 132 W:308 R:1702 U:-265 42-0-0 9 10 11 12 13 81 W:308 R:1702 U:-265 8 L.bA4 bAb bAb L.bA4 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 Report. Circled plates and false frame plates 5/31/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Sunny Dhami (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_M-1040517_L000 Trusses require exheme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component JD: Dri ve_M 1040517_L00007_J00001 Safetylnformation, by TPN and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCST Unless Dsgnr: BW #LC = 82 WT/PLY: 247# ON noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 sf Li r L=1. 2 5 P=1 2 5 r� rl /�/ II IIL'� 11 In\\x\11111 ALM for permanent lateral restraint n webs shall have bracing installed per BC51 sections B3, B7 or 810, as applicable. Apply plates to each face of truss and posifion as shown above and on the Joint Details report, unless noted othervAse. TC Sr1oW Pf 0.00 psf ( ) owDu . SnowDu r L=1.15 P=1.15 fl LI Alpine; a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to buildthe truss in TC Dead 9.00 psf Rep INb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSIrrPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or coverpage listing this drawing, indicates acceptance of professional engineering responsibility BC Li ve 0.00 psf 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 .Spacing 2- 0- 0 Designer per ANSI/TPI f Sec.2 TRUSPLUS 6.0 VER: T6.5.21 ' For mons informationsee thisjob'sgeneral notes page and these web sites . ALPINE. www.altmaitw.com; TPI: www.toinet .ora: WTCA: www.sbcindustrv.ora'.ICC: www.lccsafe.oro Bldg Code CBC -2016 9 DEFL RATIO: L/240 TC: L/240 Job Name: 42' x48' Buildin Truss ID: TG 26 41-10- 4 384 3.50" 1.50" Qty: 2 MAX DEFLECTION (span) : 1.5" deep X 3.5' AT 48" o/c along top edge. DO NOT BRG X -LOC REACT SIZE REQ'D TC 2224 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) heel panel. Do not cut plates. WB COMP. (DUR.)/ TENS. DUR.) CSI 1 0- 1-12 384 3.50 1.50 BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% Support C&C Wind Non -Wind 2_33 -240 1.25 / lfi 1.60) 0.03 2 4- 0- 0 371 3.50" 1.50 WEB 2x4 DFL STANDARD Bearings designed for an FCPer value of the o lumber 1 2 -92 16 -29 16 3-34 -83(1.25 / 5 1.60) 0.01 0.02 3 5- 4- 0 227 3.50" 1.50" Kcr (creep factor) = 3.00 lesser of the truss chord value or 3 -11 1b -36 16 4-35 -126 1.25)/ 22-13 as�l.zs)/ u�1.zs) 0.022 23-2a 7s(1.220>/ 223 l.zs> 0.022 0.02 4 6- 8- 0 261 3.50" 1.50" Refer to )Dint QC Detail Sheets for 625 far all bearings. based on 4 -17 16 5-36 -129 1.25)/ 1.25)/ 31 -OR 0(1.60)/ 49(1.25) 0.28 0.03 5 8- 0- 0 228 3.50 1.50 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are required by IBC 1703 5 -17 lb 6-37 7-38 -135 .Q CiViL P 0.03 6 9- 4- 0 271 3.50 1.50" Loaded for 10 PSF non -concurrent 'CLL. BCLL. testiand approval as and AlNSI/TPI and are reported in ESR -1118. are posdloned as shown above. Shift gable stud plates to avoid overlap with structural plates. lb 8-39 -141(1.25)/ -148(1.25)/ Cust: Sunny Dhami (CA) 0.04 7 10- 8- 0 277 3.50" 1.50" Loaded for 200# non -concurrent moving Mark all interior bearing locations. 6 -18 9-40 -154(1.25)/ jam\ ) � ��� u position as shown above and on the Joint Details report, unless noted otherwise. n Alpine, a division oflPNBuildingComponentsGroupinc- shallnotberesponsibleforanydeviationfromthisdrawing,anyfailuretobuildthetrussin 0.05 8 12- 0- 0 247 3.50" 1.50" I^stall interior suppo rt (s)before erection. Building designer verify loads Permanent bracing is required to g 11-41 -160(1.25)/ 0.07 9 13- 4- 0 289 3.50" 1.50" shall gable and save loadsi if applicable. prevent rotation/toppling. See 10 -20 1b -21 16 12-42 -166 1.25)/ 0.08 10 14- 16- 8- 0 0- 0 296 265 3.50" 3.50 1.50" 1.50" [+] gable bracing egaired @ 48" intervals, face. SCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. 11 -21 16 13-43 14-44 -173(1.25)/ -19201,25)/ 0.10 0.13 11 12 17- 3- 0 306 3.50" 1.50 if exposed to wind load applied to See ITWBCG's Gable Bracing Details. HORIZONTAL REACTIONS)) 12 -22 lb 15-45 -107 1.25)/ 0.09 13 18- 8- 0 327 3.50" 1.50' + + + + + + + + + + + + + + + + + + + + + + support 1 283 1b 2 -167 16 13 14 -24 16 27 b 17-46 -107 1.25)/ 1.25)/ 0.09 0.13 14 20- 3- 0 341 3.50 1.50" OVERHANGS) F1AY BE SHORTENED UP TO 3" MAX.! support 27 167 16 15 -27 lb 18-47 19-48 -192 -173 1.25 / 0.10 15 21- 9- 0 341 3.50" 1.50" Overhang Soffit loading = 5.0 psf support 28 -283 lb 16 -24 16 20-49 -155 1.25 / 0.08 16 23- 4- 0 327 3.50" 1.50 + + + + + + + + + + + + + + + + + + + + + + This truss is designed using the support Not des igred for attic storage unless 17 -22 16 21-50 -160(1.25)/ 0.07 17 24- 9- 0 306 3.50 1.50" ASCE7-10 Wind Specification noted otherwise. 18 19 -21 lb -21 1b 23-51 -154(1.25)/ 0.05 18 26- 0- 0 265 3.50" 1.50" Bldg Enclosed = Yes, 24-52 -148(1.25)/ 0.04 0.03 19 27- 4- 0 296 3.50" 1.50" Truss Location = Not End Zone 21 -19 16 25-53 -141 1.25)/ 1.25)/ 0.03 20 28- 8- 0 289 3.50" 1.50 Exp Category = C 22 -18 16 26-54 27-55 -135 1.25)/ 0.02 21 30- 0- 0 247 3.50" 1.50" Bldg Length = 48.00 ft, Bldg Width = 42.00 ft Mean height 12.66 ft, mph = 110 23 -18 16 28-56 -129 -126 1.25)/ D.02 22 31- 4- 0 277 3.50" 1.50 roof = Occupancy Category II, Dead Load = 10.2 psf 24 -17 lh 29_57 -83 1.25)/ 5(1.60) 0.01 23 32- 8- 0 271 3.50" 1.50" Designed as Main Wind Force Resisting system 5 26 7 30-58 -240 1.25)/ 16(1.60) 0.03 24 34- 0- 0 228 3.50" 1.50" - Low-rise and Components and Cladding -11 16 -36 lb 15-45 -107 1.25)/ 0.09 25 35- 4- 0 8 0 261 227 3.50" 3 50" 1.50 1 50' Tributary Area = 146 sgft Truss designed to support 1-0-0 top chord outlooke rs 27 28 -29 lb -92 lb 17-46 -107 1.25)/ 0.09 26 36- - 27 38- 0- 0 371 3.50" 1.50" and cladding load not to exceed 10 PSF one face, 9 26 41-10- 4 384 3.50" 1.50" and 24" span opposite face. Top chord may be notched MAX DEFLECTION (span) : 1.5" deep X 3.5' AT 48" o/c along top edge. DO NOT L/999 MEM 32-33 (LIVE) LC 42 OVERCUT. No knots or other lumber defects allowed L= -0.01" CC= 0.00" CL= -0.02" within 12" of notches. Do not notch in overhang or MAX DEFLECTION (cant) : heel panel. Do not cut plates. L/599 MEM OL- 1 (LIVE) LC 87 L= -0.04" CC= -0.04" CL= -0.08" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DDR.) CSI 21'0-0 I _ 21-0-0 aL-1 39(160 .20) 0. 23 1 2 3 4 5 6 7 8 9 101 12 13 14 11617 18 19 20 2223 24 25 26 27 28 29 30 31 -0(1.60)/ 1-2 142 1. 32 1.60) 0.0 ()/ z-3 -116(1.60)/ 19(1.25) 0.190 3-4 _104(1.6D)/ 19(1.25) D.D2 1.5X3 1.5X3 4X4 1.5X3 4-5 -93(1.6D)/ 20(1.25) 0.02 5-6-7z(l.zs)/ 21(1, 2s) 0.022 4X4 4.00 1.5X3 1.5X3 4.0 6-7-73(l,zs>/ 221(1.25) N2 1.5X3 1.5X3 1.5X3 1.5X3 7-8 -74 1.2 s)/ 22 1.25 0.02 8-9 a5f1.z5)/ 223 l.zs� 0.02 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 9-10 -76 1.25)/ 11 1.15 3.022 10-11-48�1.z5)/ 241." 0.01 1.5X3 1.5X3 1.5X3 1.5X3 11-12 -77((1.25)/ 25(1.25) 0.03 1.5X3 4X4 2 1.5X3 1.5X3 12-13 -7B(1.25)/ 3E (1.60) 0.03 51(1.60) 0.03 1.5X3 13-14 -81(1.25)/ 71(1.60) 0.04 1.5X3 14-15 -86(1.25)/ 7-3-13 15-16 -82(1.25)/ 54(1.60) 0.04 16-17 -62(1.25)/ 54(1.60) 0.04 1.5X3 1.5X3 1.5X3 17-18 -86(1.25)/ 71(1.60) 0.04 3X6 3X6 18-19 -81(1.25)/ sl(1.60) o.a3 19-20 -78(1.25)/ 38(1.60) 0.03 = _ 20-21 -77(1.25)/ 25(1.25) 0.03 221-22 -3a 1.25)/ 24 1.225) 0.022 0-3-1 3 1.5X3 0-3-13 �yF 1.5X3 5X6 1.5X3 1.5X3 1.5X3 22-13 as�l.zs)/ u�1.zs) 0.022 23-2a 7s(1.220>/ 223 l.zs> 0.022 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 T. T 23-25 -74(1.20)/ 22(1.25) 0.02 25-26 -73(1.25)/ 21(1.25) 0.022 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 226-227 72(1.25)/ 21(1.15) 0.022 1.5X3 1.5X3 5X6 1.5X3 1.5X3 J 27-28 -93(1.60)/ 20(1.25) 0.01 28-29 -104(1.60)/ 19(1.25) 0.02 1.5X3 1.5X3 1.5X3 1.5X3 29-30 -116(1.6D)/ 17(1,25) 0.10 30-31 -142(1.60)/ 32(1.60) 0.09 - 1.5X3 31 -OR 0(1.60)/ 49(1.25) 0.28 F� 42-Q-0 ri0, C 72180 BC COMP. (DUR.) / TEN s. (DU R. ) CSI 32-33 -168(1.25)/ 143(1.25) 0.15 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 58-59 -168(1.25)/ 143(1,25) 0.15 OVER CONTINUOUS SUPPORT .Q CiViL P t3A1 r - 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 Report. Circled plates and false frame plates 5/31 /2017 are posdloned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss WARN/NGI READ AND FOLLOW ALL NOTES ON THIS DRAWING! "WARNING!" Cust: Sunny Dhami (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve M 1040517_L000 JD: Dri ve1040517_L00007_J00001 ////���� Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latestedition of BCSI (Building Component Unless Dsgnr: BW #LC = 88 WT/PLY: 342# iu safety Information, by TPl and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. noted otherwise, top chard shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 psf p Li veDu r L=1.2 5 P=1.2 5 r� ri for permanent lateral restraint webs shall have bracing installed per then sections B3, 87 or 810, as applicable. Apply plates to each face of truss and TC SHOW (Pf) 0.00 psf $nOWDU r L=1.15 P=1.15 jam\ ) � ��� u position as shown above and on the Joint Details report, unless noted otherwise. n Alpine, a division oflPNBuildingComponentsGroupinc- shallnotberesponsibleforanydeviationfromthisdrawing,anyfailuretobuildthetrussin TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY conformance with ANSI/ 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or coverpage listing this drawing, indicates acceptance of protessional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2620 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 .Spacing 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For hime'nformabonsee this job's general notes page and these websites: Bldg Code: CBC -2016 9 DEFL RATIO: L/240 TC L/240 ALPINE www alp-itw nnm, TPI: www.toinator, : W CA www abdnduetiv on, ICC. www iceaafe.ere ROSS P. SHOAF, Civil Engineer Phone: (530) 749-0142 ENGINEERING CALCULATIONS and STRUCTURAL ANALYSIS For DETACHED GARAGE Location: 464 Macedo Rd., Gridley, California APN: 009-340-139 Job Number 17-156 Date: May, 2017 (Total S sheets) Essro�„q s`vSSP.SY �F�c .1 G 0 C10- 131 -1247 ()FC(�\�©� 9�3 099 34o 139 6/211Q01 7 Code applicable to this project is: 2016 CBC & ASCE 7-10, as amended. _Z C ll r rCiu 11 Yv Ev L(''�,1 I T C 'RVICES S 1 VI V . PROJECT: aae- 64 MACRoss P. Shoaf, Civil Engineer Phone: (530) 749-0142 J0 bN Date:�� iG�� Sheet I of 2A 1 r R 141 Aal,4-" c.c = 32,?5� (,Hz) w --7�6 pfd l,- iZ V1o.tl DL,12-� �s 69 (0= ��a w 1 > ; J 24.70 e5'1 05e 3/21 -►� ? tl,!'� -2,135 a iv �, PROJECT: 464 Macedo Rd. Garage Ross P. Shoaf, Civil Engineer Job No.: 17-156 (530)749-0142 Date: May, 2017 Sheet ofl DESIGN CRITERIA ASCE 7-10 WIND WIND CODE: Uniform pressure both ways on building = Linear pressure on corners of exterior walls both ways on building = Governing combination = 0.6 V ASD = 0.6 ASCE 7-10 V ASD = 0.6 SEISMIC SEISMIC CODE: 0.60 V ASD - 0.700 Description: Roof ROOF DL R1 Roofing 3 Sheathing 1.5 Frame 3 Ceiling 5 Insulation MOD Sprinkling 0.5 Misc. 1 TOTAL 8.5 FLOOR DL WALL DEFAULTS: fixity FI to FI, It Flr thickness, ft Level 3 Level 2 7.5 Level Cantilever 10 14.6 psf Conservatively taking the worst pressure in both directions. 61.4 plf D + 0.6 W 14.62 = 8.8 psf 61.42 = 36.8 plf E = 0.08 D D + 0.70 E 0.08 = 0.06 D Description: Ext Wall WALL DL W1 Siding 9 Sheathing 1.5 Frame 3 Gyp. Bd. 5 Insulation MOD Misc 0.5 Other 10 TOTAL 14.0 LIVE LOADS LL (psf) Dur. Roof 20 125 Snow Floor Deck Foot Print of bld = 2016 sf Roof Pitch = 4 :12 PARTITION DL (Apply 100% to floors and 50% to roofs) LIGHT 5 psf MOD 7.5 psf HEAVY 10 psf V HEAVY 11.5 psf Building Ht. = 17.5 ft Mean building Ht. = 13.75 ft LL -JJIJ_I -:--1-1 1 1---Li3IL1 11 lil'. _ 1 L 1 i J _._ PROJECT: 464 Macedo Rd. Garage Ross P. Shoaf, Civil Engineer Job No.: 17-156 (530)749-0142 Date: May, 2017. Sheet of STRIP WORKSHEET ZONE TRIBUTARY WIDTHS ZONE WORKSHEET Zone_• .Wind. = TotaU Diaphragm +=_Seismic self wei ht chase : unit wt -X, Wft2X 006 5� W# `. 4492 4492 +Lin 5 4676744 W ft2 Noe Ovr wrt psf I 535 W1 3440 E self M 424 -,,'FE tot' .;i);; 1168 € `� 5 4676 _ 744 555 W1 1184 r 3838 5 5 4023 845 r 224 W4 178 1022 _3838 _ _ 4023 845 .X4801 W1,.; x ; 381 1225 111 L I Ilk PROJECT: 464 Macedo Rd. Garage Ross P. Shoaf, Civil Engineer Job No.: 17-156 (530)749-0142 Date: May, 2017 Sheet _ of (R,F) H V h I W T b SHEAR PANEL WORKSHEET Dead Load resisting moment based on: Wind 0.6 D Seismic 0.6 D within 95% PANEL ZONE HEIGHT,h ft default WIDTH override b ft Strongwall tiffness facto N:.Ovrwrt Roof „•, ,;. Ovrwrt. ? Floors ft2 type psf ft2 tVpe psf ft2 1D 10.0 48 1150 '' R1 2 _ C 10 0 8 10#7k 2 Wfi 1 , . ..... . 508 3C _ _.10 0 8 9 . .a 94 �' i opyV1 m . , . ` �i°fs5 2 3 R1 @ 4 A 10.0 36 W1 iu 92 ,, a R1 5...._ _ 92 ..J R1 .u. ....... .._._. ._._ PROJECT: 464 Macedo Rd. Garage Ross P. Shof, Civil Engineer Job No.: 17-156 (530)749-0142 Date: May, 2017 Sheet 5, of COMPUTATION TABLES ZoneWall Panels ft Wall RioWind P Base Shear, lbs E rho*E Max Panel Shear. If Ave Panel v wind v seismic I v wind Shear If USE v seismic Zone Twind Tseismic -4676____ Roof Sheathing: USE 7/16" w/ 8d @ 6&12 _40239775_ S -S 6720 0 16495 _ Cantilever _ A . . _ _ _38 1 u 1168 123 v1 - 123 ___ 31 _DESCRIPTION: 3/8 OSB w/Sd @ 6 & 12 -� -- _ _ _.C Noholdown requ3� 4676 19052151 1184 111 28 111 2d 318 OSB w/8d 6 & 12 - - ___ C---_19 ._ U _._ _._4023 -7 1022_ 212 54_ 212 54 3/8 OSB w/8d(5 6 & 12_ -D _ _48- - 2 _ 4023 .. - 1225.... _ 84_ 7_fi.. _ 84 26 3/8" OSB w%8d Q 6 &_12 _._.._..__._ Cheoe ilielri4.,,Nn.. i. -A..... Panel Zone D_ v winrrho # Rp # Wa # Fa Total o # # Fixity Holdown Load # USE Twind Tseismic Holdown Sim son CAT. #1 Roof Sheathing: USE 7/16" w/ 8d @ 6&12 _40239775_ S -S 6720 0 16495 _ Cantilever -4446 -4770 STABLE-Noholdown required 2117 4301 1400 0 5701 Cantilever -694 -- _ _ _.C Noholdown requ3� C 19052151 1260 _ 0 � 3411 __-1409_STABLE Cantilever -7 722 _ STABLE - No holdownrequired - STABLE-Noholdownrequired 782 — •. 7770 0 8552 __ _—___.___ Cantilever 1898 A_ 2368 �--- STABLE - No holdown re uired_ - - --- .—_ 9 -_. SEISMIC REDUNDANCY FACTOR COMPUTATION r max = Vpni * (10 / Iw) / (Base Shear) BASE Most heavily loaded Panel r max rho rho = 2 - 20 / (r max * sgrt(AB)) Level Dir. SHEAR—on l # Iw V nl Ab = foot print area = 2016 sf Level F -B 2352 5 42 1184 0.120 1.00 Roof Sheathing: USE 7/16" w/ 8d @ 6&12 Level 1 S -S 2246 1 48 1225 0,114 1.00 X87 C C� o ► vt IM -L-h"- PROJECT: 464 Macedo Rd. Garage Ross P. Shoaf, Civil Engineer Job No.: 17-156 (530)749-0142 Date: May, 2017 Sheet to of ASCE 7-10 Chaper 28 Envelope Procedure MWFRS Low -Rise Buildings Table 28.2-1 Step 1 Determine risk category of building, see Table 1.5-1 Risk Category: I Step 2 Determine the basic wind speed, V for applicable risk category see Fig 26.5-1A, B or C V = 100 mph From Figure 26.5-1C Step 3 Determine wind load parameters: Kd = 0.85 Table 26.6-1 Exposure category: B Topographical factor, Kzt= 1.0 See Section 26.8 and Fig. 26.8-1 Enclosure classification, see section 26.10 ENCLOSED Internal pressure coefficient = +/- 0.18 See Section 26.11 and Table 26.11-1 Step 4 Determine velocity pressure, Kh Table 28.3-1 mean roof height, h = 17.5 ft (From design criteria 13.75 ft ) Kz = 0.7 Step 5 Determine velocity pressure, qh EQ. 28.3-1 qh = 0.0026 0.7 1.0 0.85 100 ^2 = 15.23 psf Step 6 Determine external pressure coefficient, (GCp), using fig. 28.4-1 for flat roofs and gable roofs. roof slope = 20 degrees (GCp) CASE A CASE B building surface: 1 4 5 6 0.53 -0.43 0.4 -0.29 building surface: 1E 4E 5E 6E 0.8 -0.64 0.61 -0.43 Step 7 Calculate wnd pressure, p, from Eq. 28.4-1 Surfaces 1-4 direction: (Wall ends) P1 = ( 0.53- -0.43) 15.23 = 14.62 psf Surfaces 5-6 direction: (Gable ends) P2 = ( 0.4- -0.29) 15.23 = 10.51 psf Compute corner edge added wind loads Building Footprint: Overall width X Overall length 42 ft X 48 ft a = 4.2 ft See Fig. 28.4-1 note 9: CASE A: Surfaces 1 E -4E corners: P1 E _ ( 0.8- -0.64) 15.23 = 21.93 psf a = 4.2 ft Additional corner pressure = (P1E - P1) 2a = (21.9 -14.6) 8.4 = 61.42 plf CASE B: Surfaces 5E -6E corners: P2E _ ( 0.61 - -0.43) 15.23 = 15.84 psf Additional corner pressure = (P2E - P2) a = (15.8 -10.5) 4.2 = 22.39 plf PROJECT: 464 Macedo Rd. Garage Ross P. Shoaf, Civil Engineer Job No.: 17-156 (530)749-0142 Date: May, 2017 Sheet of _ SEISMIC LOCATION OF SITE: GRIDLEY Zip Code: INPUT DATA Seismic Parameters Site Coordinates Ss =0.597 Lat = S1 = 27 0.2 Long = Site Class = D Stiff soil profile MCE Fa = x 32 , Fv =1 86 Seismic Use Group = II IE = 1 building height, hn = 11 ft Number of stories = 1 (excluding basement) Diaphragms are Flexible Structure is Regular 1. Bearing Wall Systems - 15. Light -frame (wood) walls sheathed with wood structrual panels rated for shear resistance or steel sheets. Light frame construction? TRUE Response Modification Coeff, R = 6.5 system over -strength factor, omega, = 3 Deflection amplification factor, Cd = 4 Detail according to reference: 14.1 and 14.5 Limitations: Max building height restriction in seismic design category D = 65 Max building height restriction in seismic design category E = 65 Max building height restriction in seismic design category F = 65 ANALYZE DATA FOR MCE SMS = 0.597 1.32 = 0.789 SM1 = 0.272 1.856 = 0.505 SDS = 0.666 0.789 = 0.526 SD1 = 0.666 0.505 = 0.336 Seismic Design Category based on SDS D based on SD1 D SEISMIC DESIGN CATEGORY =1 D SIMPLIFIED ANALYSIS OF SECTION 12.8.1.1 IE Sds CS = V = 1 0.53 = 6.5 R Ta = 0.12 Max Min 0.08 0.4 0.02 USE: Cs = 0.08 L '- 111 - 1 1. 1 _LL L.LI I LIL 11,11_11_ 1_1 AL I Design Maps Summary Report QUM- S Design Maps Summary Report User -Specified Input Report Title 464 Macedo Garage Fri May 26, 2017 13:42:18 UTC Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE -2N (which utilizes USGS hazard data available in 2008) Site Coordinates 39.372510N, 121.70969°W Site Soil Classification Site Class D - "Stiff Soil" USGS-Provided Output SS,BSE-2N 0.597 g SXS,BSE-2N 0.789 g S1,BSE-2N 0.272 g SX1,BSE-2N 0.505 g #itxrxaxtfc� Sp�ct��crt V a rz aaa .2 in .� Sl wi t C.0 IaQ tat€D COW 11:n 1.� 1. Crj Lw Pert ,T (sem) 0, 0 012 IX ax V t€c Spectrum ee,o ,T (a 6,C) ' Jthough this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the )ccuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. N 5/26/17, 6:42 AM ittps://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=...sultid=single. 592830 ba lcd646.963 78615&reportTitle=464 + Macedo+Garage Page 1 of 1 t Lat Long from Address Convert Address to Coordinates DLatLong.'Iet » Home » Address to Lat Long » Lat Long to Address » Lat Long to DMS » DMS to Decimal Degrees >> Latest Places » Country List » Add Place » Lat Long to UTM » +LatLong >> Ctatlong_net Get Lat Long from Address By using this geographic tool you can get the lat long coordinates from an address. Please type the address which would include the name of the city/town, state and street name to get more accurate lat long value. Also, the gps coordinates of the address will be calculated below. Address 464 macedo rd., gridley, ca Write city name with country code for better results. Latitude Longitude 39.372507 -121.709686 Lat Long GPS Coordinates Map Mouse Over Location (39.372507, -121.709686) 390 22'21.0252" N 0,0 1210 42'34.8696" W Share this location link Location page Lid http://www.lationg.net/c/?Iat=39.372567&long=-1 21.709686 http://www.latlong.net/convert-address-to-lat-long.html Page 1 of