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Engineering CalcsCopyright 2024, SEGA Engineers STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Plan L2M-2482 January 21, 2024 Job No: 09-059 Location: Lots 201 - 398, Tahoma Terra Yelm, Washington SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 01 01 01 01////21212121////24242424 Copyright 2018, SEGA Engineers STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red-lines for a two-story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or open-web trusses, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers Project Plan L2-2482 Structural & Civil Consulting Engineers Job No.09-059 By:GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date:05/18/21 Sht 1 Design Criteria International Building Code (IBC), 2018 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (Vult) Copyright 2021, SEGA Engineers Design Wind Speed 110 mph (Vult) Kzt 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 CS =0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2021, SEGA Engineers SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LOADS ROOF DL Roofing (Camp) '/z" OSB 2x @24" Insulation 518" GWB Misc. FLOOR LL Snow, Pf Reduction, Cs 5112 pitch = 23 deg Total Roof Load DL Flooring 314'' Plywood 2x12@16"oc $18" GWB Misc. LL Residential Total Floor Load DECKS DL 2 x Decking 2x10@16"oc Misc WALLS LL Residential Total Deck Load DL Siding 1I2" Plywood 2x6@16"oc Insul '12" GWB Project 1-2-2482 Job No. 09-059 By: GAT Checked Date:04/13117 Sht 2 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf 40 psf 50.4 psf 4.3 psf 2.8 1.5 8.6 60 psf 68.6 psf 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf Copyright 2017, SEGA Engineers SEGA En ineers PROJECT Structural & Civil Consulting Engineers JOB NO. p� -rJ� FIGURED BY G,� 22939 5E 292nd Place Black Diamond, Washington 9$010 CHECKED BY DATE � {350} 856-1017 Zj SHEET3 OF U �K J ,�i/�• !elf-#�i'V {,v-. •�. w _ ! f Copyright 2017, SEGA Engineers SEGA Engineers- PROJECT e -t - Structural & Civil Consulting Engineers - 7-4,5Z— la 22939 $E 292nd Place JOB NO. 01 - p rc, FIGURED BY (� - -- Black Diamond, Washington 98010 CHECKED BY DATE Mr//O/Z ( SHEET OF (360) 886-1017 / 1 n3 I-. ti 4s- leg �'/C i-,' ' Coy u z k / �— r 7- i,t~ rat e� z�� `Qo 5 GtZ� 'L7 10)( 4�U�4V -4) (L7-.) s 4r— ) 6�; S 4- 1 s: "' f V ` 6,3f- 4Pu S �J� Copyright 2017, SEGA Engineers SEGA En ineers PROJECT / 'Z - Z 9 nz Structural & Civil Consulting Engineers - - • •-• 22939 SE 292nd Place JOB NO. )rj FIGURED BY Black Diamond, Washington 98010 CHECKED BY DATE SHEET SHEET 5 OF (360) 886-1017 6ZA! 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P rz- -'60wtL cgec /r plc � " Cll � � (. 1�� � ` � � ►' 1 Loy f ��`�l-�i � =- �. �1F Y -��i z..r� �- P +I Gth `. � ) ock-Ps))'l00 2 � S3a'6r� �, 1/ 1 �� 77 5��ti 4 ,4-- M -C(-,7� )( 5 IZ1`) - ( �,rI')(0,� �, �" �G� 17, 7,�-f' — s,z� 1 Z.d+ �A "'J'02!e Arr %- / Copyright 2017, SEGA Engineers �t-r/or• l- jo-r Dt SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place (360) 886-1017 Black Diamond, WA 98010 Framing_- 17 ft Studs (cr)_ Side Bearing Wall Design Criteria Stud Height = 17 feet Stud Spacing = 16 inches Truss Spacing = 2 feet Roof DL = 15 psf Roof LL = 25 psf (snow) Tributary Span = 15 feet Wind Load = 10.6 psf Member Size and Proberties For DL + Wind Project L2-2482 Job No. 09-059 By: GAT Checked Date 04/13/17 Sht I w max = 10.60 psf h = 17.0 ft DL Force = 450 Ibs Snow Load = 750 Ibs Try 2 x 6 using HF - #2 @ 16 in oc < Fb = 850 psi CF = 1.30 Cr = 1.35 (Table 2306.2.1) Fbr = 1492 psi F, = 1300 psi CF = 1.10 FEE = 283.5 psi le = 204 in d = 5.50 in E = 1.30E+06 KIE = 0.30 c' = 0.80 P = 450 Ibs f, = 55 psi w = 14.1 Ibs/ft M = 511 ft-Ibs fb=810psi For DL + 314Wind + 314Snow P = 10131bs fc = 123 psi w = 10.6 Ibslft M = 383 ft-Ibs fb = 608 psi Cp = 0.21 F,' = 296.3 psi _ (Eq 16-12) (Eq 16-13) Combined Axial Bending Total 0.03 + 0.67 = 0.71 OK Axial Bending Total 0.17 + 0.72 = 0.89 OK COPYRIGHT 2016, SEGA ENGINEERS SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place (360) 886-1017 Black Diamond, WA 98010 Square Footing Design Ftg 36 x 36 Design Parameters f', = 2,500 psi Fy = 40,000 psi b = 6.0 in - short side of column d = 6.0 in - long side of column Loads: Col DL = 2.4 kip (Service Load) Col LL = 9.6 kip (Service Load) Floor LL = 0 psf Overburden = 0.0 in (120 pcf assumed) Slab Thick. = 0.0 in (150 pcf assumed) Size and Footing Pressure h= 8.0in qn = 1.40 ksf {q'd A.'ea _ 8.57 ftA2 Project Typical Ftg Job No. By: GAT Checked Date: 12/03/15 Sht. -7 All. 4 = 1,500 psf --- — Ft4?. Thickness Try 2.95 ft x F�- rtorod Net Sail r?rasst!r3 2.13_ _ksf (1.2D + i. ,L) 4-,-:cue 'or Two -Way Sheer Avg d = 4.00 in V„ = 16.76 kips bo = 40.00 in (Critical Shear PariiA,�t; r) B, = 1 (Long Side/Short Side of Column) phi V0 = 27.20 kips Phi V, > V„ OK Check for One -Way Shear V„ = 5.598 kips Phi Vr = 12.04 kips Pali V, > Vt, OK Design Reinforcement Mt, = 4.71 kip-ft As = 0.51 inA2 Use (3) - 4 bars EW a = 0.27 in 0.59 in^2 Phi Mn = 5.58 kip-ft Phi Mn > Mu OK AS min = 0.51 in^2 OK Min. Ftq. Ste < Reinforcement Copyright 2015, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers Project L2-2482 Job No. 09-059 BY: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 04/13/17 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SOS W Eq. 12.14-11 R where, F = 1.1 Two -Story Building SOS = 1.00 Ss = 1.5 Fa = 1.00 (Table 11.4-1, SS > 1.25) R = 6.5 Table 12.14-1 W = Seismic Weight For W: W,,f= (30ft) (52ft) (16psf)+ ( 2 ) (30ft+ 52ft) (4.0ft) (9.5psf) = 31 kips Moor= (30ft) (52ft) (14psf) +(2) (30ft+ 52ft) (8.5ft) {9.5psf) = 35kips Wow = 66 kips Design Base Shear, V = (.169) (66 kip) - 11.2 kip E = 11.2 kip - 8.0 kip 01ITS, Design Wind Pressure, ps = Kn p530 Eq. 28.6-1, Sect. 28.6.3 where, = 1.00 0 -15 ft Exposure B Figure 28.6-1 = 1.00 20 ft = 1.00 25 ft = 1.00 30 ft Kn = 1.00 Section 26.8 p3o = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po _ 15 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf ( x 0.6 = 10.62 psf) P20 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf ( x 0.6 = 10.62 psf) P25 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf ( x 0.6 = 10.62 psf) Pao = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf ( x 0.6 = 10.62 psf) Design Base Shear: (Wind) Vfrb= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (25ft) (5ft) (17.7psf) + (10ft) (5ft) (17.7psf) =11.1x0.6=6.6kips V,v5 = (57 ft) (10ft) (17.7psf) + (55 ft) (5ft) (17.7psf) + (51 ft) (5ft) (17.7psf) + (45 ft) (5ft) (17.7 psf) =23.5 x 0.6 = 14.1 kips Therefore, Seismic Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2017, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.0 k F. = wx V (Eq. 12.14-12) W Fr,of= (31.2) (8.0k) = 3.8kip (66.3) Ffloor = (35.1 ) (8.0 k) = 4.2 kip (66.3) Fx = 8.0 kip iect L2-2482 Job No. 09-059 Bv: GAT Checked Date: 04/13/17 Sht. 9 Copyright 2017, SEGA Engineers SEGA Engineers PROJECT L z - z 513 Structural & Civil Consulting Engineers JOB NO. �9 - aS� FIGURED BY - 22939 SE 292nd Place _ Black Diamond, Washington 98010 1i'Z (360) 886-1017 CHECKED BY DATE jZ3 SHEET/q OF �:1 s2 A G L � O'd " Q 422 ` Z P U car � �,� oyice'" ON Copyright 2017, SEGA Engineers SEGA Engineers PROJECT Structural & Civil Consulting Engineers — JOB NO. C)� FIGURED BY 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DATE/-] SHEET/P OF (360) 886-1017 �iqe v4LL 'NP1 ,J �CdNT � �4-t _ F -Aoc� �iooa / D s L-1 r POCF . V9 : dj , 1 Yn>1 --I. s C� %�— c W430 ` 64W 40 S 1 ` A-0 14 41 Copyright 2017, SEGA Engineers SEGA En ineers PROJECT l z- z ;z S a Structural & Civil Consulting Engineers JOB NO. (9�;1 -0 S9 FIGURED BY r 22939 SE 292nd Place �!1 Black Diamond, Washington 98010 CHECKED BY DATE ot, SHEET !/ OF (360) 886-1017 t (6"-, ) z cto dPE,pig - /'-S�I� f' S , ` --� j`' 3 tZ-) 104' 1T t ,4A. m,t 4 1,7516r / S71I Copyright 2017, SEGA Engineers GA E Engineers/ PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 886-1017 • FAX 886-1016 CHECKED BY L2-24 6 013-059 FIGURED BY GAT DATE 11/20/23 SHEET 12 OF 12 5PEAAR WALL KEY FLAN V TO 3xEA39, OCKII SILL TO 3z BLOCKING. (1YP. 2 PLACES) Li A UPPER FLOOR A = 1,394 5Q FT G - h r^ LSTAA: HDR d SILL �'", - 10 3BLOCKING. (TYP. 2 PLACES) S �Aqe(1YP. i4T,S, 2 3l LSTA36 - HDR d SILL TO 3z BLOCKING. 2 PLACES) LSTA30 - BEAY TO TOP PLATE L J 3 LSTA36 - HDR d SILL TO 3x BLOCKING. �) (TYP. 2 PLACES) yt�p Jam` —�-HTS20 4 B - BEAM TO TOP PLATE MAIN FLOOR A = I,000 SQ FT OPTION 0 �sr A = 301 SQ FT 0 A = 588 50 FT 0 A = 555 5Q FT WAF115 x 5 5TRONGWALL. SEE 51MPSON PRODUCT CHIDE WSWHIS x 5 STROWWALL. SEE SIMf.iON PRODUCT GUIDE WSWHIS x S STRONGWALL. 5EE SIMPSON PRODUCT GUIDE FOR PORTAL INSTALLATION. FOR PORTAL INSTALLATION. FOR PORTAL INSTALLATION. COPYRIGHT 2023, 5EGA ENGINEERS SHEAR WALL SCHEDULESHEAR WALL SCHEDULESHEAR WALL SCHEDULE Mark Minimum Sheathing Anchor Remarks (4)Mark Minimum Sheathing Anchor Remarks (4)Mark Minimum Sheathing Anchor Remarks (4) Sheathing (1)Nailing (1)Bolts (2)Sheathing (1)Nailing (1)Bolts (2)Sheathing (1)Nailing (1)Bolts (2) A 1/" OSB 8d @ 6" o.c.5/" @ 60" o.c.Q = 230 plfA1/2" OSB 8d @ 6" o.c.5/8" @ 60" o.c.Qall = 230 plfA/2" OSB 8d @ 6" o.c./8" @ 60" o.c.Qall = 230 plf or CDXor CDXor CDXor CDX 1 5B1/2" OSB 8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB1/2" OSB 8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB/2" OSB 8d @ 4" o.c./8" @ 32" o.c.Qall = 350 plf or CDXor CDXor CDX 1/" OSB 5/" @ 16" o.c.Q = 450 plfC1/2" OSB 8d @ 3" o.c.5/8" @ 16" o.c.Qall = 450 plfC1/2" OSB 8d @ 3" o.c.5/8" @ 16" o.c.Qall = 450 plfC/2" OSB 8d @ 3" o.c./8" @ 16" o.c.Qall = 450 plf or CDX Use minimum 3x studsor CDX Use minimum 3x studsor CDX Use minimum 3x studs at abutting panel edgesat abutting panel edgesat abutting panel edges and stagger edge nailing.and stagger edge nailing.and stagger edge nailing. D 1/" OSB 8d @ 2" o.c.5/" @ 16" o.c.Q = 600 plfD1/2" OSB 8d @ 2" o.c.5/8" @ 16" o.c.Qall = 600 plfD/2" OSB 8d @ 2" o.c./8" @ 16" o.c.Qall = 600 plf28all or CDX Use minimum 3x studsor CDX Use minimum 3x studsor CDX Use minimum 3x studs at all panel edgesat all panel edgesat all panel edges and stagger edge nailing.and stagger edge nailing.and stagger edge nailing. Notes:Notes:Notes: 1)All walls designated " " are shear walls. Exterior walls shall be sheathed with rated sheathing1)All walls designated " " are shear walls. Exterior walls shall be sheathed with rated sheathing1)All walls designated " " are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.10.1.intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.10.1.intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.10.1. 2)Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear 2)Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear 2)Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO).walls shall use double studs minimum (UNO).walls shall use double studs minimum (UNO). 3)Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5"3)Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5"3)Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete.from each end of the piece. Embed bolts a minimum of 7" into concrete.from each end of the piece. Embed bolts a minimum of 7" into concrete. 4)Allowable loads are permitted to be increased by 40% for wind design in accordance with4)Allowable loads are permitted to be increased by 40% for wind design in accordance with4)Allowable loads are permitted to be increased by 40% for wind design in accordance with AF&PA SDPWS Table 4.3A.AF&PA SDPWS Table 4.3A.AF&PA SDPWS Table 4.3A.