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REV2 REVIEWED BLD BLD2021-0869+Structural_Calculations+7.8.2022_8.55.53_AM+29765211 of 8 REVISION2 Jul 08 2022 BLD2021-0869 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Structural Calculations for ADDITIONS & ALTERATIONS Jenkins Residence 18914 94th Ave W Edmonds, WA 98020 POST -PERMIT REVISION 2 prepared by: O.G. Engineering, PLLC 8645 22nd Ave SW Seattle, WA, 98106 (206) 290-4608 Job No. 21018 Date: 7/5/22 REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT Multiple Simple Beam LIC# : KW-06018000, Build:20.22.5.16 Description : PPR2 Framing Revisions Wood Beam Design: 1 FH3 -1 st Floor Header Project Title: Engineer: Project ID: Project Descr: O.G. ENGINEERING, PLLC 3 of 8 Project File: 21018_Jenkins.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x9.25, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : il-evel Truss Joist Wood Grade: Parallam PSL 2.2E Fb - Tension 2900 psi Fc - Prll 2900 psi Fv 290 psi Ebend- xx 2200 ksi Fb - Compr 2900 psi Fc - Perp 750 psi Ft 2025 psi Eminbend - xx 1118.19 ksi Applied Loads Unif Load: D = 0.250, L = 0.480 k/ft, Trib= 1.0 ft 1 Point: E = 6.360 k @ 1.50 ft Design Summary Max fb/Fb Ratio = 0.190: 1 fb : Actual : 880.25 psi at 1.500 ft in Span # 1 o(0.250) L(0.480) Fb: Allowable: 4,640.00 psi Load Comb: +1.146D+0.70E Max fv/FvRatio = 0.265 : 1 PEEM fv : Actual : 123.04 psi at 0.000 ft in Span # 1 3 3 0 ft25 Fv : Allowable: 464.00 psi Load Comb: +1.146D+0.70E Max Deflections Density 45.07 pcf Max Reactions (k) D Lr L s W E H Transient Downward 0.012 in Total Downward 0.009 in Left Support 0.38 0.72 3.18 Ratio 2942 Ratio 3803 Right Support 0.38 0.72 3.18 LC: E Only LC: +D+0.70E Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: EHDR BASEMENT SHEAR WALL KEY PLAN x a STUDIO Fs J SIM UPF FOOTING SUBGRADES SHALL BE FIELD -OBSERVED AND APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO CONCRETE POUR. OVER -EXCAVATION AND REPLACEMENT WITH COMPACTED STRUCTURAL FILL MAY BE NECESSARY IF NATURAL SUBGRADES ARE INADEQUATE. REFER TO SHEET S1, GENERAL NOTES 4.2 & 4.2 FOR MORE INFO. Cal O 00 StoryForces - ASD Level Floor F. (psf) Roof 1 st 3.5 4.0 Wall Mark Capacity (Grade Struct 1) Wall Mark Edge Nailing Capacity Of) 1 6"o. c. 340 2 4"o. c. 510 3 3"o.c. 665 4 2"o.c. 870 Dbl 2 4"o.c. Both Sides 1020 Dbl 3 3"o.c. Both Sides 1330 Dbl 4 2"o.c. Both Sides 1740 Plywood Shear Wall Design Refer to Shear Wall Key Plans Date: 7/5/2022 Job # 21018 PI wood Grade CD-X Struct 1 or CD-X 15132" Plywood, w/ 10d nails, min. 1-112" penetration into framing members Rd (Dead Load Resistance Factor) = 0.6-0.14Sds = Wall Mark Capacity (Grade CD-X) Wall Mark Edge Nailing Capacity (plf) 1 6"o.c. 310 2 4"o. c. 460 3 3"o.c. 600 4 2"o. c. 770 Dbl 2 4"o.c. Both Sides 920 Dbl 3 3" o.c. Both Sides 1200 Dbl 4 1 2"o.c. Both Sides 1540 Notes 1) Wallaby = Shear wall on story above that adds shear to subject wall 2) Vabv = Shear demand from wall on story above 3) Vc,r = Shear demand from current story = AT x FX 4) V = Total shear demand in wall = Vabv + Vcur 5) v = unit shear demand = V / L 6) Allowable shear reduction multiplier of 2xL/h for walls w/ h>2L (=1 if h<2L) 7) OTM = Wall overturning moment = V x h 8) wDL = Distributed resisting dead load on top of wall 9) PDL,END = Minimum resisting point dead load on end of wall 10) RM = Resisting Moment from wDL & PDL,END, mulitplied by Rd above 11) Tend = Tension at end of wall from current story shear = (OTM - RM) / L 12) Tabv = Tension from wall holdown on story above 13) T = Tend + Tabv 0.45 Holdown Schedule Holdown I Capacity (lb) HDU2 3075 HDU4 4565 HDU5 5645 HDU8 6970 MSTC28 1540 MSTC40 3080 MSTC52 4620 Roof Diaphragm Walls in North -South Direction Wall L (ft) h (ft) AT (sf) Wallabv1 Vabv2 (Ibs) V� "3 (Ibs) V (Ib) v (plf) Wall Mark h>2L? 2xL/hb Capacity (plf) 1 F.A.1 4 10.25 200 none 0 710 710 177 1 yes 0.78 242 1 F.A.2 4.25 10.25 210 none 0 745 745 175 1 yes 0.83 257 1 F.B 2.33 8 120 none 0 426 426 183 2 yes 0.58 268 1 F.C.2 5.75 8 210 none 0 745 745 130 1 no 1 310 Holdowns for Walls in North -South Direction Wall OTM (lb-ft) WDL8 (plf) PDL,E119 (lb) RM (Ib-ft) Tend11 (Ib) Tabv12 (lb) T (Ib) Holdown Capacity 1 F.A.1 7274 120 480 1309 1491 1491 MSTC40 3080 1 F.A.2 7637 120 440 1342 1481 1481 HDU2 3075 1 F.B 3406 120 440 614 1198 1198 HDU2 3075 1 F.C.2 5961 80 360 1542 769 769 HDU2 3075 Walls in East-West Direction Wall L (ft) h (ft) AT (sf) Wallabv' Vabv2 (Ibs) Vc ,3 (Ibs) V (Ib) v (plf) Wall Mark h>2L? 2xL/h Capacity (plf) 1 F.1 4.75 8 240 none 0 852 852 179 1 no 1 310 1F.2 5 8 180 none 0 639 639 128 1 no 1 310 1 F.3* 8.5 11.5 310 none 0 1100 1100 144 1 no 1 310 1FA 8 11.5 370 none 0 1313 1313 164 1 no 1 310 Holdowns for Walls in East-West Direction Wall OTM (lb-ft) wDL8 (plf) PDL,END9 (lb) RM (Ib-ft) Tend11 (lb) Tabv12 (lb) T (lb) Holdown Capacity 1 F.1 6812 80 360 1187 1184 1184 HDU2 3075 1 F.2 5109 80 360 1272 767 767 HDU2 3075 1 F.3* 12649 80 360 2704 1170 1170 HDU2 3075 1 FA 15097 80 360 2472 1578 1578 MSTC40 3080 O 00 1st Floor Diaphragm Walls in North -South Direction Wall L (ft) h (ft) AT (sf) Wallabvl Vabv2 (Ibs) V,,' (Ibs) V (lb) v (plf) Wall Mark h>2L? 2xL/hb Capacity (plf) B.A 5.5 8 460 1 F.A.1 &2 1455 1828 3283 597 3 no 1 600 Holdowns for Walls in North -South Direction Wall OTM (Ib-ft) wDL8 (plf) PDL,END9 (lb) RM (lb-ft) Tend11 (lb) Tabv12 (lb) T (lb) Holdown Capacity B.A 26262 200 800 3374 4161 1 4161 HDU4 4565 Walls in East-West Direction Wall L (ft) h (ft) AT (sf) Wallabvl Vabv2 (Ibs) Vc ,3 (Ibs) V (Ib) v (plf) Wall Mark h>2L? 2xL/hb Capacity (plf) B.4 8.25 8 370 1 FA 1313 1470 2783 337 2 no 1 460 B.5.1 4.5 8 190 none 0 755 755 168 1 no 1 310 B.5.2 4.5 8 190 none 0 755 755 168 1 no 1 310 Holdowns for Walls in East-West Direction Wall OTM (lb-ft) wDL8 (plf) PDL,END9 (lb) RM (Ib-ft) Tend11 (lb) Tabv12 (lb) T (lb) Holdown Capacity B.4 22265 80 360 2587 2385 1578 3963 HDU4 4565 B.5.1 6040 80 360 1104 1097 1097 HDU2 3075 B.5.2 6040 80 360 1104 1097 1097 HDU2 3075 *Shear wall with force -transfer around openings; see additional spreadsheet to follow