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Engineering CalcsCopyright 2021, SEGA Engineers STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Plan L2-2385 December 1, 2021 Job No. : 10-097 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 1 1 1 12222////01010101////21212121 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 L2-2385 Copyright 2021, SEGA Engineers SEGA Engineers Project L2-2385SEGA Engineers Project L2-2385 Structural & Civil Consulting Engineers Structural & Civil Consulting Engineers Structural & Civil Consulting Engineers Job No.10-097 By:GATJob No.10-097 By:GATJob No.10-097 By:GAT 22939 SE 292nd PL (360) 886-101722939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date:05/19/21 Sht 1 Black Diamond, WA 98010 Checked Date:05/19/21 Sht 1 Design CriteriaDesign CriteriaDesign Criteria International Building Code (IBC), 2018International Building Code (IBC), 2018International Building Code (IBC), 2018 LOADSLOADSLOADS RoofRoofRoof DL 15 psfDL15psf LL 25 psfLL25psfLL25psf FloorFloorFloor DL 12 psfDL12psf LL 40 psfLL40psfLL40psf LL (Deck)60 psfLL (Deck)60 psfLL (Deck)60 psf WindWindWind Risk Category IIRisk Category II Design Wind Speed 110 mph (V )Design Wind Speed 110 mph (Vult)Design Wind Speed 110 mph (Vult) K 1.00Kzt1.00Kzt1.00 Exposure BExposureBExposureB SeismicSeismicSeismic Design Category DDesign Category D S 1.00SDS1.00SDS1.00 Response Factor 6.5Response Factor 6.5Response Factor 6.5 CS =0.154CS =0.154S 0.154 Importance Factor 1.00Importance Factor 1.00 SoilSoilSoil Allowable Bearing 1,500 psfAllowable Bearing 1,500 psf Copyright 2021, SEGA EngineersCopyright 2021, SEGA Engineers SEGA Engine�ers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LOADS ROOF DL ;Ki1WV Roofing (Comp) '12'OSB 2 x @ 24" Insulation 518" G W B Misc. LL Snow, Pf Reduction, Cs 6112 pitch = 27 deg Total Roof Load DL Flooring 314,, Plywood FT @ 24" oc 518" G W B 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 Project L2-2385 Job No. 10-097 By: GAT Checked Date:05119/21 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 2021, SEGA Engineers SEGA Engineers PROJECT Structural & Civil Consulting Engineers JOB NO. ,0 —� -7 FIGURED BY G4T 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE2� SHEET 3 OF HLLlt e- ,- W, a `� S 1�L r 0. 7 Copyright 2011, SEGA Engineers SEGA En ineers PROJECT Structural & Civil Consulting Engineers JOB NO. FIGURED BY �— 22939 SE 292nd Place • Black Diamond, Washington 98010 _ -"'— (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE SHEET OF Yz (t oAT e k6�i -)3m 3�L-�-, 4La Q 1 r) V - zL Z 3 car 7z(3�(� ��',�) = 233 z4-�D e Crz�(a[z)�.' ) - ,-L. 0(' St -3 k4 Copyright 2010, SEGA Engineers SEGA Engineers LZ _� PROJECT Structural & Civil Consulting Engineers JOB NO: /d—FIGURED BY 22939 SE 292nd Place • Black Diamond, Washington 98014 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE Q SHEET,j OF c�z Cx f tziN G� e_ G-14�z A7 (7E 3-7 Z V= �t�1L pis A,-�0;�R -7' �:n , S14— Copyright 2010, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place (360) 886-1017 Black Diamond, WA 98010 Project Typical Ftg Job No. Bv: GAT Checked Date: 12/03/15 Sht. Square Footing Design Ftg 36 x 36 Design Parameters 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 = 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 Ftg. Thickness qn = 1.40 ksf Req'd Area = 8.57 ft"2 Try 2.95 ft x 2.95 ft < Min. Ftg. Size Factored Net Soil Pressure = 2.13 ksf (1.2D + 1.61-) Check for Two -Way Shear Avg d = 4.00 in Vu = 16.76 kips bo = 40.00 in (Critical Shear Perimeter) BC = 1 (Long Side/Short Side of Column) Phi Vc = 27.20 kips Phi Vc > V„ OK Check for One -Way Shear Vu = 5.598 kips Phi Vc = 12.04 kips Phi VC > VU OK Design Reinforcement Mu = 4.71 kip-ft As = 0.51 inA2 a = 0.27 in Phi Mn = 5.58 kip-ft Phi Mn > Mu OK As min = 0.51 inA2 OK Use (3) - # 4 bars EW Reinforcement 0.59 inA2 Copyright 2015, SEGA Engineers SEGA Engineers Project L2-2300 / -2324 / -2325 / -2385 Structural & Civil Consulting Engineers Job No. 10-097 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 06/08/13 Sht. 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: Wr,of= (30ft) (49ft) (16psf)+ (2) (30ft+ 49ft) (4.0ft) (9.5psf) = 30kips Wfaor= (30ft) (49ft) (14psf) + (2) (30ft+ 49ft} (8.5ft) (9.5psf) = 33kips W total = 63 kips Design Base Shear, V = (.169) (63 kip) = 10.6 kip E = 10.6 kip = 7.6 kip WIND Design Wind Pressure, ps = X Kn Ps30 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 = 1.05 35 ft = 1.09 40 ft Kn = 1.00 Section 26.8 Pao = 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) P30 = (1.00) (1,00) (17.7 psf} = 17.70 psf (x 0.6 = 10.62 psf) Design Base Shear: (Wind) Vftb= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7 psf) =1 3.3 x 0.6 =8.0kips VAS= (55ft) (10ft) (17.7psf) + (52ft) (5ft) (17.7 psf) + (48ft) (5ft) (17.7psf) + (33ft) (5ft) (17.7psf)=21.5x0.6=12.9kips Therefore, Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineersy PROJECT Lz- Z3 s :QS Structural & Civil Consulting Engineers JOB NO. 1 O � p G� � FIGURED BY 61 A-r- 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATEC)¢�%-] SHEETO OF AAl S hz �414-L L Z Z=ogg "f41'1 ut 1-z I ✓��Ir� Copyright 2011, SEGA Engineers SEGA En ineers Structural & Civil Consulting Engineers PROJECT —%�'�s - -- JOB NO. fD - q'7 FIGURED BY r- 22939 SE 292nd Place • Black Diamond, Washington 98010 a t (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE . /qJ 74 Si3EE1 OF 7 r R1 3l sf 57� Copyright 2011, SEGA Engineers SEGA En ineerS PROJECT _ -Z -3 ,. Structural & Civil Consulting Engineers JOB NO. l � � � �f � FIGURED B Y ��� 22939 SE 292nd Place • Black Diamond, Washington 98010 �y (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE ogtCf�&(SHEET4?$OF 144LL i s► u� C Elev .' )5 -Z +�f77 fo t u �'r r �- 3,} 7� 1 Vr- -j S sntw� A s . . -1- " !7r 3,360* -0VL s 30 Copyright 2010, SEGA Engineers m, frr4ff I SEGA En ineers PROJECT L Z_.L Structural &Civil Consulting Engineers JOB NO. 0 t FIGURED BY G CHECKED BY DATE1� SHEET MOF 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 (liVtv�(4�Le 0 03 S''e., :7 1" IS PK 1.1 C CC> J Copyright 2015, SEGA Engineers SEGA En ineers tz -de PROJECT — Z 3 ,9> 53 Structural & Civil Consulting Engineers JOB NO. ) j — b � � FIGURED BY �-7�T 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATO// 0/ Z SHEET/XOF 1) 04n 01 rf 7 v Copyright 2010, SEGA Engineers SEGA Engineers/ Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • FAX 886-1016 PROJECT L2M-2305 JOB NO. 10091 FIGURED BY GAT CHECKED BY DATE 05/19/21 SHEET 11 OF SMEAR WALL KEY PLAN -------------------------- UPPER FLOOR UPPER FLOOR P- D A = 1,322 50 FT D A = 1,322 5Q FT A A B GhO�ry� �5ye. LSTAO BEAM 0t �ry --------- � {Q TO TOP PLATE. 5 /\ �(TYP.EA END) �sr sr LSTA;6 - HDR ( SILL "�Idov TO3x BLOMM 3 3 (TYP. 7 PLACES) L6TA36 - HDR ( SILL 3x ) T P PLACE 7 PLACES) OT- BEAM 2 D Y �o TO TOP PLATE TTO O LSTA36 - HDR a SILL TO 3. BLOCKING. (1YP.7 PLACES) HT570 - BEMf-T TO TOP PLATE A MAIN FLOOR A = I,063 60 FT Q �Elev A o C sry E lev 5 A = 591 SQ FT A = 391 50 FT A ❑ ❑ R (1YP. OP 21 n 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 (3)Sheathing (1)Nailing (1)Bolts (3)Sheathing (1)Nailing (1)Bolts (3) 1/" OSB or 5/" @ 60" o.c.A 1/2" OSB or 8d @ 6" o.c.5/8" @ 60" o.c.Qall = 230 plfA1/2" OSB or 8d @ 6" o.c.5/8" @ 60" o.c.Qall = 230 plfA/2" OSB or 8d @ 6" o.c./8" @ 60" o.c.Qall = 230 plf CDXCDXCDX B 1/" OSB or 8d @ 4" o.c.5/" @ 32" o.c.Qall = 350 plfB1/2" OSB or 8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB/2" OSB or 8d @ 4" o.c./8" @ 32" o.c.Qall = 350 plf CDXCDXCDX 1 5C1/2" OSB or 8d @ 3" o.c.5/8" @ 16" o.c.Qall = 450 plfC1/2" OSB or 8d @ 3" o.c.5/8" @ 16" o.c.Qall = 450 plfC/2" OSB or 8d @ 3" o.c./8" @ 16" o.c.Qall = 450 plf CDX Use minimum 3x studsCDXUse minimum 3x studsCDXUse minimum 3x studs at abutting panel edgesat abutting panel edgesat abutting panel edges and stagger nails.and stagger nails.and stagger nails. R See Detail 12/S2.0 for ConstructionRSee Detail 12/S2.0 for ConstructionRSee Detail 12/S2.0 for Construction Notes:Notes:Notes: 1)All walls designated " " are shear walls. Exterior walls shall be sheathed with rated sheathing 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.