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Engineering CalcsCopyright 2024, SEGA Engineers STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Plan L2-1839-2 September 24, 2024 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 09999////24242424////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 L2-1839 Structural & Civil Consulting Engineers Job No.09-070 By:GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date:08/30/24 Sht 1 Design Criteria International Building Code (IBC), 2021 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 2024, 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 2024, SEGA Engineers SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LOADS ROOF DL Roofing (Comp) '12" OSB 2x @24" Insulation %"GWB Misc. LL Snow, Pf Reduction, Cs 6112 pitch = 27 deg Total Roof Load 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 (115% Load Duration) 0.00 (Cf = 1.1, other surfaces) 39.2 psf FLOOR DL Flooring 0.5 psf 314" Plywood 2.3 2x12@ 16"oc 3.3 5/8" GWB 2.8 Misc. 1.5 10A psf LL Residential 40 psf Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL Residential 60 psf Total Deck Load 68.6 psf WALLS DL Siding 3.5 112" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 1/2" GWB 2.2 9.5 psfpsf Copyright 2018, SEGA Engineers SEGA Emineers Structural &Civil Consulting Engineers PROJECT L -s — j 22939 SE 292nd Place •Black Diamond, Washington 98010 JOB NO. —070 FIGURED BY 674% (360) 886-1017 • Fax (360) 886-1016 CHECKED 13Y DATE /4 SHEET:5 OF O�JF) tIOo/CT-� C tt,LF I 61AfJ ►K 4 {�rz5F�1) C3,-��%)(q, _� 1�, + 11'x' a ftK 1 � (' �1 3 %,,/z V= 1 D7= 0r45(-S��lio')Z t p�c,13 E I�y`t.") (lE.'�� Afv3l�i.✓c /w t f� 7. 00 ►mot ��z� ���5'� ` �.3�oT`` r� `R 1,4_ L Ia �(-Top Ir)= So`PC (0fKV1r-,)1\ = 6i $ Z Copyright 2009, SEGA Engineers SEGA En ineers PROJECT Structural & Civil Consulting Engineers JOB NO. FIGURED BY �q_b7v G 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DATE �06 SHEET OF (360) 886-1017 4 F .Aw f iv 4 !V j to �r KIP ,o DJy Vj 1_ 1,37`0 =f 45�P��Cz�~Z,1��,� C, _ (! f-Z) -� t ,5s — aL Copyright 2014, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place (360) 886-1017 Black Diamond, WA 98010 Square Footing Design Fig 36 x 36 Design Parameters f'c = 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 Project Typical Ftg Job No. Bv: GAT Checked Date: 12/03/15 Sht. All. q = 1,500 psf Ftg. Thickness 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-WaX Shear Avg d = 4.00 in V„ = 16.76 kips bo = 40.00 in (Critical Shear Perimeter) B0 = 1 (Long Side/Short Side of Column) phi V, = 27.20 kips Phi Ve > V, OK Check for One -Way Shear Vu = 5.598 kips Phi Vc = 12.04 kips Phi VC > Vu OK Design Reinforcement M, = 4.71 kip-ft As = 0.51 in^2 a = 0.27 in Phi Mn = 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 Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, WA 99010 Square Footing Design Design Parameters f'r = 2,500 psi (360)886-1017 Ftg 42 x 42 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.O in qn = 1.40 ksf Req'd Area = 11.43 ft"2 Project Typical Ftg Job No. By: GAT Checked Date: 12/03/15 Sht. ('e' All. q = 1,500 psf < Ftg. Thickness Try 3.40 ft x 3.40 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 Vu = 22.84 kips bo = 40.00 in (Critical Shear Perimeter) B, = 1 (Long Side/Short Side of Column) phi Vc = 27.20 kips Phi Vr > Vu OK Check for One-Wav Shear VL; = 8.079 kips Phi V, = 13.87 kips Phi V� > Vu OK Demon Reinforcement Mu = 7.61 kip-ft As = 0.70 inA2 a = 0.32 in Phi Mn = 7.62 kip-ft Phi Mn > Mu OK AS min = 0.59 inA2 OK Use (4) - # 4 bars EW `Reinforcement 0.79 inA2 Copyright 2015, SEGA Engineers SEGA Engineers Project 1-2-1839 Structural & Civil Consulting Engineers Job No. 09-070 By: GAT 22939 SE 292nd PL (360) 886-1017 _ Black Diamond, WA 98010 Checked Date: 12/07/23 Sht, j LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SoS W Eq. 12.14-11 R where, F = 1.1 Two -Story Building SpS = 1.00 SS = 1.5 Fa = 1.00 (Table 11.4-1, Sr > 1.25) R = 6.5 Table 12.14-1 W = Seismic Weight For W: W,,f= (30ft) (38ft) (16psf)+(2) (30ft+ 38ft) (4.0ft) (9.5psf) = 23kips WHoor= (30ft) (41ft) (14psf) +(2} {30ft+ 41ft) {8.5ft) (9.5psf) = 29kips Wtotal = 52 kips Design Base Shear, V = (.169) (52 kip) = 8.8 kip E = 8.8 kip = 6.3 kip .4 1---- - WIND Design Wind Pressure, ps = a Kn ps30 where, = 1.00 0 - 15 ft Exposure B = 1.00 20 ft = 1.00 25 ft = 1.00 30 ft KA = 1.00 Pia = 17.7 psf 110 mph Po - 1s = ( 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 P3o _ ( 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) (x0.6= 10.62 psf) (x0.6= 10.62psf) ( x 0.6 = 10.62 psf) ( x 0.6 = 10.62 psf) Design Base Shear: (Wind) Vnn= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (aft) (17.7psf)=12.2x0.6=7.3kips Vsrs= (43ft) (10ft) (17.7psf) + (43ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (6ft) (aft) (17.7psf)=14.4x0.6=8.6kips Therefore, Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2023, SEGA Engineers SEGA En ineers PROJECT - Structural &Civil Consulting Engineers -�-- Ef 22939 SE 292nd place JOB NO. g _ r�7 FIGURED BYT Black Diamond, Washington 98010 a4 (360) 886-1017 CHECKED BY DATE HEE r tOF �H 4cL LfS/�N AV '/Ft V Copyright 2014, SEGA Engineers SEGA Engineers —� StrLZ Q 3 uctural &Civil Consulting Engineers PROJECT © 3p 22939 SE 292nd Place JOB NO. FIGURED BY Black Diamond, Washington 98010 OT (360) 886-1017 CHECKED BY DATE )f 4 SHEMISOF -� y�4-r_L 1-�1►4c ` � � VO JV /olt 2;' -� 4, = z Z 0 �F " 1 �V 3$ � t ���� J� � 1o�C• p�� 4 < -sue �4Ijf� L'F` 4 t 7 r� 41 � } ("2T_ = q yb Ik � pr /) e-)u i L SOJ35-9s If, Copyright 2014, SEGA Engineers a SEGA En ineers PROJECT f 9 Structural & Civil Consulting Engineers 22939 SE 292nd Place JOB NO. 0 9_ O% O FIGURED BY T Black Diamond, Washington 98010 CHECKED BY DATE rj Qa SHEET &OF (360) 886-1017 Leu6N Vrz r)L�3,)(10'U ey)T [fit ����.UP)) r _ 7-d (o�7 S(01 D �y Z �44 4" P zz _ ..; Jam` -ZZit z, 0 z z rl�o�aZ 0 U � D F 71 ='kl 01 q}N Copyright 2014, SEGA Engineers SEGA Engineers %Structural & Civil Consulting Engineers PROJECT �Z _ I �q 22939 SE 292nd Place JOB NO. _ _0 30 FIGURER BY (.�AT Black Diamond, Washington 98010 CHECKED BY DATE (360) 886-1017 % -I SHEE I�`�OP /01,* E J-� 4 t Z Z. Pr 3'4- 3'.k 3J S' �► r sib 91 fif Copyright 2014. SEGA Engineers SEGA En lneerS PROJECT LZ-1Q36i Structural & Civil Consulting Engineers 22939 SE 242nd Place JOB NO. 4'7-0-10 FIGURED BY 647 Black Diamond, Washington 98010 CHECKED BY DATE CA4,S- SHEET OF (360) 886-1017 L?ru Lco,vT W4L�- s� ,I 1 '4r I IPb Copyright 2014, SEGA Engineers SEGA Engineerstr Suctural & Civil Consulting Engineers 22999 SE 292nd Place • Buck Diamond, Washington 98010 (980) 886-1017 • FA% 886-1016 PROJECT L 2 -1839 JOB NO. 09-010 FIGURED BY CHAT CHECKED BY DATE 09/24/24 smu 12 of 12 COPYRIGHT 2024, SEGA EWSINEERS 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) A 1/" 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.5/8" @ 60" o.c.Qall = 230 plf CDXCDXCDX 1/" OSB orB1/2" OSB or 8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB1/2" OSB or 8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB28d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plf CDX CDX CDX 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 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.