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Engineering CalcsCopyright 2023, SEGA Engineers STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Plan L2-1839-2 June 21, 2023 Job No. : 09-070 Location: Lots 219 - 389, Tahoma Terra Yelm, Washington SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 0 0 0 06666////21212121////23232323 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 L2-1839 Structural & Civil Consulting Engineers Job No.09-070 By:GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date:05/06/21 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 FLOOR Roofing (Comp) '12" OSB 2 x @ 24" Insulation 5!8" GWB Misc. LL Snow, Pt Reduction, Cs 6112 pitch = 27 deg Total Roof Load DL Flooring 314" Plywood 2x12@16"oc $1a' 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 L2-1839 Job No. 09-070 By: GAT Checked Date: 09/11/18 Sht 2 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf 0.00 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf (115% Load Duration) (Ct = 1.1, other surfaces) 39.2 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 En ineers - PROJECT L- 7-- )9/"S Structural & Civil Consulting Engineers /� -••• JOB NO. --070 FIGURED BYT 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE SHEET ? OF r►1I�rZ � �]i��i � E %4.0� 3 %Mfr V • 3t/, , 13.S- AM— P M-P `A4- = ►�- -� )Clop M l l t (P) C fl, [ r C, Z tI/,�1, � 7.5 Copyright 2009, SEGA Engineers SEGA En ineers PROJECT Structural & Civil Consulting Engineers JOB NO. Qq-d7D FIGURED BY 4-1/4.r22939 SE 292nd Place - _- Black Diamond, Washington 98,010 CHECKED BY DATE -1a6//� SHEET] OF (360) 886-1017 rF�.A"W1 r !v 1u) to Z1 F—r a o , 5 (� `���� ��� �-. Z3 I a KA, Ole- b',z wy �Lti}Zi(st� 5F)tl4c�'L�� Sz LF -4- r - 44L Copyright 2014, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place (360) 886-1017 Black Diamond, WA 98010 Project Typical Ftg Job No. By: GAT f. Checked Date: 12/03/15 Sht. Square Footing Design Ftg 36 x 36 Design Parameters f'� = 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 = 2.4 kip (Service Load) Col LL = 9.6 kip (Service Load) Floor LL = 0 psf Overburden = 0.0 in (120 pct assumed) Slab Thick. = 0.0 in (150 pcf assumed) Size and Footing Pressure i n"2 h = 8.0 in Ftg. Thickness qn = 1.40 ksf Req'd Area = 8.57 ft^2 AS min = 0.51 Try 2.95 ft x 2.95 ft Min. Ftg. Size Factored Net Soil Pressure = 2.13 ksf (1.2D + 1.6L) Check for Two -Way Shear Avg d = 4.00 in V, = 16.76 kips bo = 40.00 in (Critical Shear Perimeter) B, = 1 (Long Side/Short Side of Column) phi V, = 27.20 kips Phi VC > V„ OK Check for One-Wav Shear V, = 5.598 kips Phi V, = 12.04 kips Phi Vc� > V„ OK Design Reinforcement Mu = 4.71 kip -ft As = 0.51 i n"2 a = 0.27 in Phi M„ = 5.58 kip -ft Phi Mn > M„ OK AS min = 0.51 in"2 OK Use (3) - # 4 bars EW _Reinforcement 0.59 in"2 Copyright 2015, SEGA Engineers SEGA En ineers Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, WA 98010 Project Typical Ftg Job No. By: GAT (360) 886-1017 r Checked Date: 12/03/15 Sht. Square_Footing _Design Ftg 42 x 42 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 = 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 7.62 h = 8.0 in > qn = 1.40 ksf Req'd Area = 11.43 ft^2 Try 3.40 ft x 3.40 ft Factored Net Soil Pressure = 2.13 ksf All. q = 1,500 psf Ftg. Thickness <Min. Ftg. Size (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) B, = 1 (Long Side/Short Side of Column) phi V, = 27.20 kips Phi V� > Vu OK Check for One -Way Shear V„ = 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 Mn = 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 Engiers Project L2-1839 Win i �Structural'R&_"Cjvil Consulting Engineers Job No. 09-070 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 05106114 Sht. i LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDS W Eq. 1.2.14-11 R where, F = 1.1 Two -Story Building SDs = 1.00 Ss = 1.5 Fa = 1.00 (Table 11.4-1, S$ > 1.25) R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wr= (30 ft) (38ft) (16psf)+ (2) (30ft+ 38ft) (4.0ft) (9.5psf) = 23 kips Wfl._ (30 ft) (41 ft) (14 psf)+ (2} (28ft+ 41 ft) (8.5ft) (9.5 psf) = 28 kips Www = 52 kips Design Base Shear, V = ( .169) (52 kip } - 8.8 kip (x 0.6 = E = 8.8 kip = 6.3 kip (x 0.6 = 10.62 psf) 1.4 WIND Design Wind Pressure, pb = X Kt POO where, 1.00 0 - 15 ft Exposure B = 1.00 20 ft = 1.00 25 ft = 1.00 30 ft Kn = 1.00 Pso = 17.7 psf 110 mph PO -15 = ( 1.00) ( 1.00 } (17.7 psf) = 17.70 psf Pea = ( 1.00) ( 1,00) (17.7 psf) = 17.70 psf Pts = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf Pao = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf Design Base Shear: (Wind) Vrrb _ (30ft) ( 10 ft) (17.7 psf) + ( 30 ft) + (30ft) (5ft) (17.7 psf) + (30ft) V.,.= (43ft) (10ft) (17.7 psf) + (43 ft) + (30ft) (5ft) (17.7 psf) + (7ft) Therefore, Wind Loads Govern for Lateral Design - FrontlBack Wind Loads Govern for Lateral Design - Side/Side 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) (x 0.6 = 10.62 psf) (x 0.6 = 10.62 psf) (x 0.6 = 10.62 psf) (5ft) (17.7 psf) (aft) (17.7psf} =12.2x0.6 (5ft) (17.7 psf) (3ft) (17.7psf) =14.4x0.6 = 7.3 kips = 8.7 kips Copynght 2014, SEGA Engineers SEGA Engineers Structural &Civil Consulting Engineers PROJECT l Z _ f 3c� — �y�n N�� JOB NO. 09 _ �7 FIGURED BY ��T 22939 SE 292nd Place / --- Black Diamond, Washington 98010 ��D/Z j (360) 886-1017 CHECKED BY DATE �Z) SHEET OF 4cf- &F �1 6iV s�E.. L lit r Z,dta-7'/37 �Irz �l1N Ww Copyright 2414, SEGA Engineers I%" 111Ft SEGA En ineers Structural & Civil Consulting Engineers PROJECT L2 --1 Q'?`i 22939 SE 292nd Place JOB NO. FIGURED BY oq-a 30 Black Diamond, Washington 98010 CHECKED BY DATE 51"x) SHEE OF (350) 885-1017 AC IAJA LL I1 a sl 4A k./oft 0' 4� 4' - ZZrf, Az! VF ' IJV 38 t A4 �L �,rl z SO Pte tv 1 X35 � -7t r Copyright 2614, SEGA Engineers 1- m-APaXs tip SEGA Engineers/ PROJECT Structural & Civil Consulting Engineers - LZ —1 3 j 22939 SE 292nd Place JOB NO. 49-a'qo FIGURED BY e;,�7 Black Diamond, Washington 98010 CHECKED BY DATE '4Ibr-SHEE 09 OF (360) 886-1017 )V) o. � j y-te L ��3) Copyright 2,014, SEGA Engineers h 1 6 o,S �6 IV -. SEGA Engineers Structural & Civil Consulting Engineers 22999 SE 292nd Place • Black Diamond, l/ashin&Wn 98010 (980) 888-1017 • FAX 888-1018 PIECT L2-1839 JOB NO. 09-010 FIGum BY CSA CBECKBD BY DATE 0(0/21/23 SHEET 11 OF 11 COPYRIGHT 2023, SEGA ENGINEERS 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)A1/" 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.5/8" @ 60" o.c.Qall = 230 plfCDXCDXCDX1/" OSB orB1/2" OSB or8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB1/2" OSB or8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB28d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfCDX CDX CDX 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 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.