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Engineering CalcsCopyright 2021, SEGA Engineers STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Plan L2-2853 October 12, 2021 Job No. : 12-021 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 10 10 10 10////11112222////21212121 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 wood I-joists, 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 L2-2853 Structural & Civil Consulting Engineers Job No.12-021 By:GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date:05/17/21 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 2x @24" Insulation 518" GWB Misc, LL Snow, Pf Reduction, Cs 7112 pitch = 30 deg Total Roof Load DL Flooring 3!4" Plywood 2x12@16"oc 518" GWB Misc. LL Residential Total Floor Load DECKS DL 2 x Decking 2x10@16"oc Misc WALLS LL Residential Total Deck Load DL Siding 112" Plywood 2x6@16"oc Insul '1211 GWB Copyright 2017, SEGA Engineers Project 1-2-2853 Job No. 12-021 By: GAT Checked Date: 11/16/17 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 3.5 1.5 psf 1.7 0.6 2.2 68.6 psf 9.5 psf SEGA En ineers PROJECT Structural & Civil Consulting Engineers JOB NO. I L 074 FIGURED BY C- CHECKED BY DATE SHEET ; OF 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 L2 — Z'6'53 AC '7-/Z Y til 9/ z: P0 'Bi; t e- T'+ri o -7 20 S%L 1-1 r &L& X�---- f3 V= (o► 73 } Se l Copyright 2012, SEGA Engineers m SEGA En ineers Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 PROJECT" L Z. - zl �& S3 JOB NO. Z Z GFIIG'%;URED BY G; .4^ CHECKED BY DATE +t j,(,SHEET - OF 3 ...wry. t / r low_ JZ 3 LyL -G! Z.1 d Z r V = J. 43 7z( 3.z�) (q•s'�L = zd� ,�,���, Nz a� rte, 3,'3 �z,r j P` �+4), ZilL jrr�t C0"n;" V= zr` l- oc U, Copyright 2012, SEGA Engineers SEGA En ineers - PROJECT Structural & Civil Consulting Engineers LZ — Z��3 JOB NO. Z _� FIGURED BY L -i A 7- 22939 5E 292nd Place Com, ----✓ - Black Diamond, Washington 98010 CHECKED BY DATE 1 j*'Z4 SHEET -5 OF {360} 886-1017 ?sr) t) 4 o Pz r z � S�ja� 700 3t-,: to 4-5 Olt J740 � ✓ \������ ��j��' ~ � � ,f �?" ���/ 1� ��� r +fir J I f"y'l�� i! 7. tw� Copyright 2012, SEGA Engineers SEGA Engineers PROTECT 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�Ii�tj SHEE74C OF 0t7S�- L a,�� r}`��,�'�3 ~— �4 �® '/fit re 15" e nluo -F-7/,s � 4k- �j- 9,-z-kc- lZ� Copyright 2010, SEGA Engineers �� -7' --- -v4 59t-, )la - f 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 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 kip -ft 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. 7 All. q = 1,500 psf < Ftg. Thickness < Min. Ftg. Size (1.21D + 1.6L) 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 V, > V„ OK Check for One-Wav Shear Vu = 5.598 kips Phi V, = 12.04 kips Phi Ve > V„ OK Design Reinforcement Mu = 4.71 kip -ft As = 0.51 in^2 a = 0.27 in Phi Mn = 5.58 kip -ft Phi Mn > Mu OK AS min = 0.51 in^2 OK Use (3) - # 4 bars EW _Reinforcement 0.59 in"2 Copyright 2015, SEGA Engineers SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place (360) 886-1017 Black Diamond, WA 98010 Square Footin Desi n 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 h = 8.0 in q„ = 1.40 ksf Req'd Area = 11.43 ft"2 Try 3.40 ft x 3.40 ft Project Typical Ftg Job No. By: ____GAT Checked Date: 12/03/15 Sht. All. q = 1,500 psf < Ftg. Thickness < 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 Phi VC > V" OK Check for One -Way Shear V, = 8.079 kips Phi Vc = 13.87 kips Phi VC > VU OK Desian Reinforcement Mu = 7.61 kip -ft As = 0.70 in A 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 �AReinforcement 0.79 in^2 Copyright 2015, SEGA Engineers SEGA Engineers Project L2-2853 Structural & Civil Consulting Engineers Job No. 12-021 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 R Eq. 12.14-11 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= (28 ft) (44 ft) (16 psf)+ (2) (28ft+ 44 ft) (4.0ft) (9.5psf) = 25 kips Weoor= (28 ft) (50ft) (14 psf)+ (2) (28ft+ 50 ft) (8.5 ft) (9.5psf) = 32 kips W total = 57 kips Design Base Shear, V = ( .169) (57 kip) = 9.7 kip (x0.6= E = 9.7 kip - 6.9 kip { x 0.6 = 10.62 psf} WIND 0.6 = 10.62 psf) Design Wind Pressure, ps = A Kz1 Ps30 11.15psf) where, + (45ft) (5ft) = 1.00 (17.7psf) 0 - 15 ft Exposure B = 1.00 {18.6 psf) 20 ft Therefore, 1.00 25 ft Wind Loads Govern for Lateral Design - Side/Side = 1.00 30 ft = 1.05 35 ft KZt = 1.00 P30 = 17.7 psf 110 mph PO.,5 = ( 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 P35 = ( 1.05 } ( 1.00 ) (17.7 psf) = 18.59 psf Design Base Shear: (Wind) Eq. 28.6-1, Sect. 28.6.3 Figure 28.6-1 Section 26.8 Figure 28.6-1 (ASD) {x0.6= (30ft) 10.62 psf} (x0.6= + 10.62 psf) { x 0.6 = 10.62 psf} ( x 0.6 = 10.62 psf) (x0.6= (10ft) 11.15psf) (17.7 psf) Vfrn= (30ft) (10ft) (17.7 psf) + (30ft) (5ft) (17.7psf) + 30 ft) (5ft) (17.7 psf) + (30ft) (5ft) (17.7 psf) + 30 ft) (1ft) {18.6 psf) =13.8x0.6 8.3 kips V515= (57ft} (10ft) (17.7 psf) + (52ft) (5ft) (17.7 psf) + (45ft) (5ft) {17.7 psf) + (17ft} (5ft) (17.7psf) + (5ft) (1 ft) {18.6 psf) =20.3 x 0.6 = 12.2 kips Therefore, Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers-/ Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 PROJECT L,'L— ZSC3 JOB NO. Z 0Z4 FIGURED BY CHECKED BY DAT?r*Zti L SHEET-7�OF T f.�ta90a t r �; 3 Z S_rf- q* -O.-4 Copyright 2012, SEGA Engineers SEGA Engineers PROJECT Structural & Civil Consulting Engineers GZ_ �' 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. rZ� FIGURED BY 6,4r CHECKED BY DATE -'y/=, SHEET+q OF 7' 3,573* h, -C - "�-dcP14`. �> tl'a'n7't 3 �P 1, q7 VK kjk��s")(V, T- r ( Copyright 2012, SEGA Engineers /GL 3 r 1--0n10fAS N� Xdw Jt -)14S& LS?A3D w +1t',,'- ov'^] .1 4 ezq Wm E: SEGA Engineers- PROJECT Structural & Civil Consulting Engineers JOB NO. Z r FIGURED BY 6AA-r CHECKED BY DATE / LSHEEf I OF 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 L z. — -L? S3 -!;VOW- 1 L F_ vimar = Copyright 2012, SEGA Engineers SEGA ]Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • FAX 886-1016 PROJECT L2-2,553 JOB NO. 12-021 FIGURED BY G,47 CHECKED BY DATE 02/21/12 SHEET � OF SHEAR WALL KEY PLAN 17 3---------------------------A UFFER FLOOR A = 1,322 5Q FT - Q � 5 L51A30 - HDR 4 SILL: • U TO 3x BLOCKING. A�`Tr (TYP. 2 PLACES) LSTA30 - HDR 4 SILL TO 3x BLOCKING i ________ (1YP. 2 PL4CE5) 1 LSTA30 - HDR 4 SILL TO 3x BLOCKING. (TI .2 PLACES) 2 \yR�ryl 2 a� 2 3 3 LSTA30 - HDR 4 SILL 3x BLOCKING. 1171.2 PLACES) ' U sr <ar B B A A A MAIN FLOOR A = 1,063 5Q FT A QSr� G 6 6 6 ti G y� tF A =391 50 FT A ❑ ❑ 7 7 (TYP. OF I 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.