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Engineering CalcsCopyright 2023, SEGA Engineers STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Plan 2978 February 14, 2023 Job No. : 03-051 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 012222////11114444////23232323 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 review for a two-story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional joists or open-web trusses, and the foundation is typical concrete strip footings with a crawl space. The attached calculations are to be used as a ‘basic’ submittal for several potential building sites. The cover sheet should have an original signature in blue ink over the seal. Application and use for individual lots or sub-divisions shall be specifically identified by separate letter for each location. The contractor assumes all responsibility and liability for sites not expressly reviewed and approved. 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 for this submittal. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE SEGA Engineers SEGA Engineers Project Plan 2978 Structural & Civil Consulting Engineers Job No.03-051 By:GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date:01/28/21 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 2020, 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 2020, SEGA Engineers SEGA En ine rs ,"" Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LOADS ROOF DL i=LOO-R Roofing (Comp) '12" OSB 2 x @ 24" Insulation 518" GWB Misc. LL Snow, Pf Reduction, Cs 6112 pitch = 27 deg Total Roof Load DL Flooring 314" Plywood 2x12@16"oc 518" GWB Misc, LL Residential Total Floor Load DECKS DL 2 x Decking 2x10@16"oc Misc LL Residential Total Deck Load WALLS DL Siding '12" Plywood 2x6@16"oc Insul '12" GWB Copyright 2018, SEGA Engineers Project Plan 2978 Job No. 03-051 By: GAT Checked Date: 05/30/18 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 SEGA Engineers__,.. PROJECT Ij 1� Z� 6 Structural & Civil Consulting Engineers — —_ JOB NO. '� �� J FIGURED BY LEIE22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DATE 7 of f Zj�SHEET —S OF (360) 886-1017 Mam �to . mm (0' G r 1 t` r I/� 13' __r,, -i {0A PA M Ma 3%-r v1Z. kn ZL EO, LC11:1 = "�. � �A tr y C24� C mr L� 1A I ZU� � )J ,� Z N 1-,,- I U -v ) l �?t0uC - 014 P 0+sJ 1'" tv k Gt] I (r I Copyright 2621, SEGA Engineers 3 !n -,,1 r *---- SEGA Engineers PROJECT Structural & Civil Consulting Engineers AJ -el' C-' 22939 SE 292nd Place JOB NO. p 171GURED BY Black Diamond, Washington 98010 CHECKED BY DATE '� &'f SHEET OF (360) 886-1017 �t„,-,)IN6- �(a'0r- 3, ,jzjz G4 Nj M': Cl rN ho-1-��Wz IF' - 'Otc rJ u1.S1� '31lLr�t Copyright 2010, SEGA Engineers SEGA Engineers PROJECT ZA 7 g /Structural & Civil Consulting Engineers 22939 SE 292nd Place ]OB NO. D FIGURED BY f Black Diamond, Washington 98010 CHECKED BY DATE')1jV1 (360) 886-1017 ZZSFIEET OF Copyright 2013, SEGA Engineers SEGA En ineers PROJECT Structural & Civil Consulting Engineers -- 2R -ZS, JOB NO. d3ibS j FIGURED BY �— Ar 22939 SE 292nd Place • Black Diamond, Washington 98010 — (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE4*!y1*,Z0SHEET OOF ZOO tQ0zK/P ) C -Z C-)' 9-1 If, Z4 V =OI�5 O'�JLkl��3 ! 1A •-c)K A-- , liltz L � S1iLT�Z � "yL Lzs r -'S — 0 r Copyright 201, SEGA Engineers �' it 3+c Z,�u 4"'10 SEGA En ineers PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place JOB NO. O 1 FIGURED BY Black Diamond, Washington 98010 07 (360) 886-1017 CHECKED BY DATE ` ''Z,'ZSHEET OF `4r/ (jU) ` f } L ja`T 107'C)= MT ?, IL eft. _ r , �j \ r � _ �y r1 = + �C�t ''!� J\Z0f) 0.-77i�jr tf f1��'�7C�I�Z� �-1 I-lC���'I� L ►I it 6) (� Sl1 r v%1* A -- L4 50: — t450: Z f Z16 (ELA V Q� s//t -EA.11 f & 11+ oil( (I)IR/61)x` 71�`ZZ►rt� 3 i�rrL 1' CZE Ir)'(ttl)�lrZ1YltT�- �'`'t V z J;.F, `ok- Copyright 2013, 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= 8.0 in qn = 1.40 ksf Req'd Area = 8.57 ft^2 Try 2.95 ft x 2.95 ft Factored Net Soil Pressure = 2.13 ksf Project Typical Ftg Job No. _By: GAT Checked Date: 12/03/15 Sht. All, q = 1,500 psf < Ftg. Thickness < Min. Ftg. Size (1.21) + 1.6L) Check for Two -Way Shear Avg d = 4.00 in V„ = 16.76 kips bo = 40.00 in (Critical Shear Perimeter) BC = 1 (Long Side/Short Side of Column) phi VG = 27.20 kips Phi VG a V„ OK Check for One -Way Shear V, = 5.598 kips Phi V, = 12.04 kips Phi V,: > Vu OK Desian Reinforcement M,, = 4.71 kip -ft Ar, = 0.51 in^2 Use (3) - # 4 bars EW E -Reinforcement 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 Copyright 2015, SEGA Engineers SEGA Engineers 8.079 Project Typical Ftg Structural & Civil Consulting Engineers 13.87 kips Phi Vc Job No. By: GAT 22939 SE 292nd Place (360) 886-1017 _ Black Diamond, WA 98010 7.61 Checked Date: 12/03/15 Sht. S uare Footing Design Ftg 42 x 42 0.70 Design Parameters a = 0.32 f'c = 2,500 psi Fy = 40,000 psi All. q = 1,500 psf b = 6.0 in - short side of column d = 6.0 in - long side of column Loads: Col DL = 3.2 kip (Service Load) Col LL = 12.8 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 = 8.0 in - E Ftg. Thickness q„ = 1.40 ksf Req'd Area = 11.43 ft^2 Try 3.40 ft x 3.40 ft Min. Ftg. Size Factored Net Soil Pressure = 2.13 ksf (1.21D + 1.6L) Check for Two -Way Shear Avg d = 4.00 in V,= 22.84 kips bo = 40.00 in (Critical Shear Perimeter) Bc = 1 (Long Side/Short Side of Column) Phi VG = 27.20 kips PhiVC > Vu OK Check for One -Way Shear Vu = 8.079 kips Phi Vc = 13.87 kips Phi Vc > V„ OK Design Reinforcement M, = 7.61 kip -ft As = 0.70 in^2 a = 0.32 in Phi M„ = 7.62 kip -ft Phi Mn > Mu OK As min = 0.59 in"2 OK Use (4) - # 4 bars EW Reinforcement 0.79 in^2 Copyright 2015, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place (360) 886-1017 Black Diamond, WA 98010 Square Footing Design Ftg 48 x 48 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 = 4.2 kip (Service Load) Col LL = 16.8 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= 10.0 in qn = 1.38 ksf Req'd Area = 15.27 ftA2 Try 3.95 ft x 3.95 ft Factored Net Soil Pressure = 2.09 ksf Project Typical Ftg Job No. By: GAT Checked Date: 12/03/15 Sht. / fJ All. q = 1,500 psf < Ftg. Thickness < Min. Ftg. Size (1.2D + 1.6L) Check for Two -Way Shear Avg d = 6.00 in Vu = 29.83 kips bo = 48.00 in (Critical Shear Perimeter) Bc = 1 (Long Side/Short Side of Column) phi Vc = 48.96 kips Phi VC > V„ OK Check for One -Way Shear V,= 10.11 kips Phi Vc = 24.17 kips Phi V, > V" OK Desian Reinforcement Mu = 12.28 kip -ft As = 0.85 inA2 a = 0.34 in Phi M, = 14.09 kip -ft Phi Mn > Mu OK AS min = 0.85 inA2 OK Use (5) - # 4 bars EW E Reinforcement 0.98 inA2 Copyright 2015.5EGA Engineers SEGA Engineer Project Pian 2978 S�& Civil Consulting Engineers Job No. 03-051 By: GAT 22939 SE 292nd PL (360) 886-1017 �{ Black Diamond, WA 98010 Checked Date: 06/27/13 Sht. 1 LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDs W Eq. 12.14-11 R where, F = 1.1 Two -Story Building SDs = 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= (40ft) (45ft) (16psf)+ (2) (40ft+ 45ft) (4.0ft) (9.5psf) = 35 kips W4foor= (40ft) (40ft) (14psf)+ (2) (40ft+ 40ft) (8.5ft) (9.5psf) = 35kips W total = 7� 1ick Design Base Shear, V = ( .169 } (71 kip } - 11.9 kip E = 11.9 kip = 8.5 kip 1.4 WIND Design Wind Pressure, ps = X Kn p630 where, = 1.00 0 - 15 ft Exposure B = 1.00 20 ft = 1.00 25 ft = 1.00 30 ft Ke = 1.00 P30 = 17.7 psf 110 mph PD -15 = ( 1,00) ( 1.00) (17.7 psf) = 17.70 psf P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf P25 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf Pao = ( 1.00) ( 1.00 (17.7 psf} = 17.70 psf Eq. 28.6-1, Sect. 28.6.3 Figure 28.6-1 Section 26.8 Figure 28.6-1 (ASD) (x 0.6 = 10.62 psf) (x0.6= 10.62 psf) (x0.6= 10.62 psf) (x0.6= 10.62psf) Design Base Shear: (Wind) Vfro= (40ft) (10ft) (17.7psf) + (40ft) (5ft) (17.7psf) + (40ft) (5ft) (17.7psf) + (40ft) (5ft) (17.7 psf) =17,7x0.6 =10.6 kips V.,,= (50ft) (10ft) (17.7psf) + (44ft) (5ft) (17.7 psf) + (39ft) (5ft) (17.7 psf) + (11 ft) (5ft) (17.7 psf) =17.2x0.6 =10.3 kips Therefore, Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers 5EGA En lneers PROJECT Zcl 1 Structural & Civil Consulting Engineers -' ,mss 22928 SE 312th ST •Black Diamond, Washington 98010 JOB NO. 0 FIGURED BY (f-117- °•_ (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATV'0411.1.-SHEETJ�' OF 11 LL- ��� 11,x= (��'��s')��e�,��� t�s�)� /n,.�n,� � �(s►�,�� � _ � �,�� 3y ) 6d ltiCo+�G �g D 53oo ' /Z-Cfi r3- OF 3 �' Copyright 2003, SEGA Engineers Lr I 2 S' Uri SEGA Engineers PROTECT Structural & Civil Consulting Engineers 22928 SE 312th ST •Black Diamond, Washington 98010 JOBNO. 0-3 � O K J FIGURED BY (3 4 T �7 f i01 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE 1ZZ SHEET(> OF -Sr' ►�+�. �1s7 til �'i 5q� \4A 4�� 3 gyp. -q H11 Z't+. VF- Z,z ��'�} �)Vo'}[ 1�.�'� �= 3,73?$ 17 r 4'1-4'4 315 1 =/S Z Vr T �z +C--)(1d)()n, c��s� " �� �c�S' Copyright 2003, SEGA Engineers 8' 4- LfI I \N Jf U, 0 AllfI y # �5nr2�� SEGA Engineenj EngineersPROJECT -7� Structural & Civil Consulting Engineers --- JOB NO. C� "� "nJ � FIGURED BY 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 CHECKED BY DATE 11,61-t .' SHEET 6OF S1� l�l�c N4 316 0 — i3 nt`3+�hr I /Z -t. �81IT t CZgi�l�'�C - ut L� a Z t14 4, L lie�} �>~ a Pyr 1� 1 4 l ' Q as dot f 8 Copyright 2013, SEGA Engineers SEGA En ineers PROJECT -Z-7 7 y _ J� .� Structural & Civil Consulting Engineers JOB NO. a 3 — o 5l FIGURED BY G ,#- 22928 SE 312th ST • Black Diamond, Washington 98010 011 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE ��I 71SHEET � OF 11 �-� --,F-S1twn1 (401jT• ) _'Ct t U, I ! Vim. D - (r _ Z'+ Z" r 11•1bt, A, - Copyright 2003, SEGA Engineers ly ..} f��,:' v r SEGA En ineers PROJECT Structural & Civil Consulting Engineers Z 177 19 - JOB NO. D �� n, FIGURED BY 22939 SE 292nd Place ((�� Black Diamond, Washington 9$010 CHECKED BY DATE f ,7,t}SHEET 'j�1fJF (360) 886-101.7 _. /� SNr�r�Z r n 2'1°Sv /0' 'V Y 'Vol t.qta a e Vic - 1r Copyright 2013, SEGA Engineers 71 ilot SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • FAX 886-1016 PROJECT PLAN 2 7(5 JOB NO. 03-051 FIGURED BY GAT CHECKED BY DATE 07/0I/22 SHEET 1� OF 17 SMEAR WALL KEY PLAN O UPPER FLOOR A = 1,602 SQ FT 4T620 - GIRDER TO TOP PLATEIN. O p 9c�JTV q CSB 2 2 2 �Q1 Ix 0 MAIN FLOOR A = 1,361 SQ FT HT620 - TRU66 TO TOP PLATE 5 ¢o �o A ao A = 438 SQ FT OPTION OPTION L6TA36 - HDR 4 BILL ■ A = 1I0 SOFT '4 = 1,014 SQ F '10 3x BLOpCWG. El (T- 2 PLAGEW 6 (TYP. OF 2 (TYP. OF 3 (TYP. 1011 3 SHEAR WALL SCHEDULESHEAR WALL SCHEDULESHEAR WALL SCHEDULEMarkMinimumSheathing AnchorRemarks (4)MarkMinimumSheathing AnchorRemarks (4)MarkMinimumSheathing AnchorRemarks (4)Sheathing (1)Nailing (1)Bolts (3)Sheathing (1)Nailing (1)Bolts (3)Sheathing (1)Nailing (1)Bolts (3)1/" OSB or5/" @ 60" o.c.A1/2" OSB or8d @ 6" o.c.5/8" @ 60" o.c.Qall = 230 plfA1/2" OSB or8d @ 6" o.c.5/8" @ 60" o.c.Qall = 230 plfA/2" OSB or8d @ 6" o.c./8" @ 60" o.c.Qall = 230 plfCDXCDXCDXB1/" OSB or8d @ 4" o.c.5/" @ 32" o.c.Qall = 350 plfB1/2" OSB or8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB/2" OSB or8d @ 4" o.c./8" @ 32" o.c.Qall = 350 plfCDXCDXCDX15C1/2" OSB or8d @ 3" o.c.5/8" @ 16" o.c.Qall = 450 plfC1/2" OSB or8d @ 3" o.c.5/8" @ 16" o.c.Qall = 450 plfC/2" OSB or8d @ 3" o.c./8" @ 16" o.c.Qall = 450 plfCDXUse minimum 3x studsCDXUse minimum 3x studsCDXUse minimum 3x studsat abutting panel edgesat abutting panel edgesat abutting panel edgesand stagger nails.and stagger nails.and stagger nails.RSee Detail 12/S2.0 for ConstructionRSee Detail 12/S2.0 for ConstructionRSee Detail 12/S2.0 for ConstructionNotes:Notes:Notes:1)All walls designated " " are shear walls. Exterior walls shall be sheathed with rated sheathingNotes: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 withAF&PA SDPWS Table 4.3A.AF&PA SDPWS Table 4.3A.AF&PA SDPWS Table 4.3A.