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TahomaBlvdApt Bldg2 Calculation Package 15035BerryValleyRoadSECopyright 2021, SEGA Engineers STRUCTURAL CALCULATIONS FOR THE TAHOMA BOULEVARD APARTMENT PROJECT 24-Unit Building 2 August 20, 2021 Job No. : 21-037 Location: 15035 Berry Valley Road SE Yelm, Washington SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 08 08 08 08////20202020////21212121 Copyright 2018, SEGA Engineers STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, design of framing members and foundation, and construction drawingsd for a three-story wood framed multi-family residence. The roof framing is manufactured trusses, the floor framing is wood I-joists, and the foundation is typical concrete strip footings with a slab on grade. 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 Tahoma Blvd Apts - 8 Unit Copyright 2021, SEGA Engineers SEGA Engineers Project Tahoma Blvd Apts - 8 UnitSEGA Engineers Project Tahoma Blvd Apts - 8 Unit Structural & Civil Consulting Engineers Structural & Civil Consulting Engineers Structural & Civil Consulting Engineers Job No.21-037 By:GATJob No.21-037 By:GATJob No.21-037 By:GAT 22939 SE 292nd PL (360) 886-101722939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date:08/17/21 Sht 1 Black Diamond, WA 98010 Checked Date:08/17/21 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 Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LOADS ROOF DL FLOOR DECKS Roofing (Comp) '12" OSB 2x @24" Insulation 518" GWB Misc. LL Snow, Pf Reduction, Cs 4112 pitch = 18 deg Total Roof Load DL Flooring 314" Plywood 2x12@16"oc 518" GWB Misc. LL Residential Total Floor Load Project Tahoma Blvd Apt - Bldg 2 _Job No. 21-037 By: GAT Checked Date: 08/19/21 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 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 1I2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 '12" GWB 2.2 9.5 psf Copyright 2021, SEGA Engineers SEGA En ineers PROJECTZ t Structural & Civil Consulting Engineers T A _.. Z� —t� 3� FIGURED BY J JOB NO. FIG 22939 SE 242nd Place Black Diamond, Washington 98010 (360) 886-1017 CHECKED BY DATE It SHEET-S OF zr w=�S 0)Cd�"��= 1,4te►,- �m 'C 4IL,1 f S- �� grfr y -f-4 k 7 f ri s 41-V— 3)) z N J 0 • 'V� �--- Copyright 2019, SEGA Engineers 4viz- 04 00 ` lO t�Vl� I 4,ZK II r l� 1 �� G `V �l>>r-- sal IL �m 'C 4IL,1 f S- �� grfr y -f-4 k 7 f ri s 41-V— 3)) z N J 0 • 'V� �--- Copyright 2019, SEGA Engineers 4viz- 04 SEGA En ineers PROJECT- Structural & Civil Consulting Engineers 711H 10 V4* 7to� 11 Ln k- Z 22939 SE 292nd Place JOB NO. `Z! —L) -S-7 FIGURED BY G' Black Diamond, Washington 98010 p (360) 886-1017 CHECKED BY DATE SHEET I OF M' r r ' V1 lo (, — PGOr- 4- b, b, rm M--- -L' k -.1r) I ( & "s) , -r- 7, Lp -,/b Copyright 2019, SEGA Engineers ;GA Engineers Z PROJECT Structural & CivilConsulting Engineers -- JOB NO. Z- FIGURED BY 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DATE SHEET SOF (360) 886-1017 1[ r- c''j 8 �ZU Copyright 2021, SEGA Engineers ---)i Z , 'K.), s 6-t/ SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place (360) 886-1017 Black Diamond, WA 98010 Framing -_ 9 ft studs at Interior Bearing Wall Design Criteria Stud Height = 9 feet Project Tahoma Blvd Apt - 24 Unit Job No. 21-037 By: GAT Checked Date 08/20/21 Sht (,I Stud Spacing = 16 inches w 5,00 psf Roof Loads Roof DL = 0 psf Roof LL = 0 psf (snow) Tributary Span = 0 feet Floor DL = 225 plf DL Force = 567 lbs Floor LL = 600 plf LL Force = 800 lbs Wall DL = 200 plf Snow Load = 0 lbs Wind Load = 5.0 psf Member Size and Proberties Try 2 x 4 using HF - #2. @ 16 in oc Fb = 850 psi CF = 1.50 Fbr = 1913 psi Fc = 1250 psi CF = 1.15 FGE = 409.6 psi IB = 108 in E = 1.30E+06 C;, = 0.30 FG' = 433.6 psi P� h =9.0ft I� Cr = 1.50 (Table 2306.2.1) d = 3.50 in KGs = 0.30 c' = 0.80 For DL + Wind P = 1367 lbs fc = 260 psi Combined w = 3.3 Ibs/ft Axial Bending Total M = 34 ft -lbs 0.36 + 0.19 = 0.55 OK fb = 132 psi For DL + 3/4 Wind + 3/4Live + 314Snow P = 1167 lbs fc = 222 psi Combined w = 5.0 lbs/ft Axial Bending Total M = 51 ft -lbs 0.26 + 0.23 = 0.49 OK fb = 198 psi Copyright 2021, SEGA Engineers SEGA Engineers / Project Tahoma Blvd Apt - 24 Unit /tructural & Civil Consulting Engineers Job No. 21-037 By: GAT 22939 SE 292nd Place (360) 886-1017 Black Diamond, WA 98010 Checked Date 08/20/21 Sht -7 Framing - 9 ft studs at Party Wall Design Criteria HF - #2. @ 16 in oc Stud Height = 9 feet Stud Spacing = 16 inches Roof Loads Roof DL = 15 psf Roof LL = 25 psf (snow) Tributary Span = 15 feet Floor DL = 225 Of Floor LL = 600 Of Wall DL = 200 Of Wind Load = 5.0 psf Member Size and Proberties W max = 5.00 psf DL Force = 867 lbs LL Force = 800 lbs Snow Load = 500 lbs P� h = 9.0 ft Try 2 x 6 using HF - #2. @ 16 in oc < Fb = 850 psi CF = 1.30 Cr = 1.35 (Table 2306.2.1) Fbr = 1492 psi Fe = 1250 psi CF = 1.10 F,E= 1011.4 psi le= 108 in d=5.50 in E = 1.30E+06 K,E = 0.30 c'= 0.80 Cp = 0.61 F,'= 844.1 psi For DL + Wind P = 2167 lbs fe = 263 psi Combined w = 3.3 Ibs/ft Axial Bending Total M = 34 ft -lbs 0.10 + 0.05 = 0.15 OK fb = 54 psi For DL + 3/,Wind + 3/,Live + 3/,Snow P = 1842 lbs fr = 223 psi w = 5.0 lbs/ft M = 51 ft -lbs fb = 80 psi Combined Axial Bending Total 0.07 + 0,07 = 0.14 OK Copyright 202I, SEGA Engineers SEGA Engineers Project Tahoma Blvd Apt - Bldg 2 Structural & Civil Consulting Engineers Job No. 21-037 By: GAT _ 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 08/19/21 Sht. �1 LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDs W Eq. 12.14-11 R where, F = 1.2 Three -Story Building SDs =1.00 SS = 1.5 R = 6.5 Table 12.14-1 W = Seismic Weight For W: W,,r= (146ft) (60ft) (16 psf) +(2) (146ft+ 60ft) (4.5ft) (9.5psf) = 158 kips Wf... r= (146ft) (60ft) (14psf)+(2) (146ft+ 60ft) (9.0ft) (9.5psf)=158kips Pea = Wnoo= (146ft) (60 ft ) (14 psf) + ( 2 ) (146ft+ 60ft) (9.0ft) (9.5psf)= 158kips (x 0.6 = 10.62 psf) Wtotai = 474 kips Design Base Shear, V = ( .185 ) (474 kip) = 87.4 kip (x 0.6 = E = 87.4 kip = 62.4 kip (1-00) (1.00) (17.7 psf) = 1.4 �- (x 0.6 = WIND Pss = ( 1.05) (1,00) (17.7 psf) = Design Wind Pressure, pr = A Kt pyo Eq. 28.6-1, Sect. 28.6.3 11.15 psf) where, ( 1.09) ( 1.00) (17.7 psf) = 19.29 psf X = 1.00 0 - 15 ft Exposure B Figure 28.6-1 Design Base Shear: (Wind) = 1.00 20 ft 1.00 25 ft Vria = ( 146 ft ) ( 10 ft) = 1.00 30 ft ( 5 ft ) (17.7 psf) = 1.05 35 ft (146ft) (5ft) (17.7 psf) + = 1.09 40 ft (17.7 psf) Kn = 1.00 136 ft (5ft) Section 26.8 (108ft) P30 = 17.7 psf (19.3 psf) =77.2 110 mph Figure 28.6-1 (ASD) Po -15 = (1-00) ( 1.00) (17.7 psf) = 17.70 psf ( x 0.6 = 10.62 psf) Pea = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pts = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P3o _ (1-00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pss = ( 1.05) (1,00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Poo = ( 1.09) ( 1.00) (17.7 psf) = 19.29 psf (x 0.6 = 11.58 psf) Design Base Shear: (Wind) Vria = ( 146 ft ) ( 10 ft) (17.7 psf) + ( 146 ft) ( 5 ft ) (17.7 psf) + (146ft) (5ft) (17.7 psf) + (146ft) (5ft) (17.7 psf) + 136 ft (5ft) (18.6 psf) + (108ft) (oft) (19.3 psf) =77.2 x 0.6 =46.3 kips V,jS= 64 ft (10ft) (17.7 psf) + (64ft) (5ft) (17.7 psf) + 64 ft {5ft) (17.7 psf) + (64ft) (5ft) (17.7 psf) + (64 ft) (5ft) (18.6 psf) + (17ft) (4ft) (19.3 psf) =34.3 x 0.6 =20.6 kips Therefore, Seismic Loads Govern for Lateral Design - Front/Back Seismic Loads Govern for Lateral Design - Side/Side Copyright 2021, SEGA Engineers SEGA Engineers / Project Tahoma Blvd Apt - Bldg 2 S�& Civil Consulting Engineers Job No. 21-037 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 08/19/21 Sht. LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 62.4 k F. = wx V (12.14-12) w Fmof = ( 157.8 ) ( 62.4 k) = 20.8 kip (473.5) Ffi.r = ( 157.9 ) ( 62.4 k) = 20.8 kip (473.5) ( 157.9 ) ( 62.4 k) = 20.8 kip (473.5) F. = 62.4 kip Copyright 2020, SEGA Engineers SEGA Engineers PROJECT'Rt Structural & Civil Consulting Engineers - X 0 !4 e Z 22934 SE 292nd Place JOB NO. � '27 FIGURED BY ' --- Black Diamond, Washington 98010 CHECKED BY DATE SHEET `p OF (360) 886-1017 -`� V4u._ 751 �r�J Z �,T- 4-, r2, 4 3•SIt- 5."1 S t3� It -7 7 Copyright 2021, SEGA Engineers I/t U q,. root E zo, Fr Ira I� Copyright 2021, SEGA Engineers I/t U z �� e rrt-�o /r7VAwr,� S 1-40 14 L )1' q,. Ira I� z �� e rrt-�o /r7VAwr,� S 1-40 14 L )1' NVYLt -Z SEGA Engineers PROJECT Structural & Civil Consulting Engineers �L a 21 t,,vt f JOB NO. FIGURED BY 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DATE SHEET OF (360) 886-1017 t° -, \k— ev-) ;-::. 71 (IPU- -Z,�1-alt. 311 ���' �� J r ��rj'7C. V- c = ¢ 1 ey (62 67 Al'74 D Cup, V�' -Z Z' 300 -cq NITZ4b �}� 0" ��- > r � Xic4 J All �> t4d1'l f ` �,�^�t S r -35 v , -� , C. C L kI�fTHF,j Copyright 2021, SEGA Engineers �.� V- 4 300 -cq NITZ4b �}� 0" ��- > r � Xic4 J All �> t4d1'l f ` �,�^�t S r -35 v , -� , C. C L kI�fTHF,j Copyright 2021, SEGA Engineers SEGA Engineers PROJECT� Structural & Civil Consulting Engineers �oo —),Iyh 1� Z .TOB NO. 'Z4 -0 FIGURED BY 22939 SE 292nd Place -— Black Diamond, Washington 98010 CHECKED BY DATE SHEET 1Z -OF (360) 886-1017 S HPAC VwL h v w :: t. VIA44A— U AwoF Copyright 2021, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • FAX 886-1016 PROJECT TANOMA BLVD APTS - 24 UNIT 112 JOB NO. 21-031 FIGURED BY CHAT CHECKED BY DATE 0S/20/21 SHEET 13 OF 13 SNEAK WALL KE1 PLAN S ?RIC 7 6 5 8 4 Tr -1 — ===a -1 1 n IF Ij L ---L [LE F J L— 2 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.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 withAF&PA SDPWS Table 4.3A.AF&PA SDPWS Table 4.3A.AF&PA SDPWS Table 4.3A.