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REVIEWED BLD-BLD2021-1450+Structural_Calculations+10.20.2021_4.44.43_PM+2474682BLD2021-1450 RECEIVED Oct 29 2021 CITY OFECalculations DEVELOPMMENTTSERVICES DEPARTMENT KENSHU AOKI 19729 81ST PL W EDMONDS, WA f. A-L t� RCR Engineers PLLC 29028 176t" Ave SE Kent, WA 98042 October 3, 2021 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 AOKI 19729 81ST PL W EDMONDS Date 10-3-21 ROOF FRAMING DL=15 SL=25 WL = -20 LRFD L' ROOF FRAMING Sheet R-1 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project ROOF DL = 15 SL=25 WL = -20 LRFD 29028 176" AVE SE, Kent, WA 98042 (206) 295 9439 AOKI 19729 81ST PL W EDMONDS Date 10-3-21 T-1 TRUSS @ 24" BY MANF B-1 L=6 FT TRIB = 12+2=14ft 4X8 DF#2 R=1.8k 1.5 MIN BRG H-1 H-2 L= 2.5 FT TRIB = 18/2+2=11ft MAX 2-2X6 DF#2 MIN BRG = 1.5 Sheet R-2 a FORTE'M3 MEMBER REPORT Roof Extension, Floor: Drop Beam B-1 1 piece(s) 4 x 8 DF No.2 PASSED Overall Length: 6' 3.00" L 6' 0.00" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1770 @ 0 2231 (1.50") Passed (79%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1357 @ 8.75" 3502 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2766 @ 3' 1.50" 3438 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.068 @ 3' 1.50" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.109 @ 3' 1.50" 0.313 Passed (L/686) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on Nos. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 - Stud wall - SPF 1.50" 1.50" 1.50" 676 1094 -875 18�5/ Blocking 2 -Stud wall -SPF 1.50" 1.50" 1.50" 676 1094 -875 1875/ Blocking • tildCKing Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 3.00" o/c Bottom Edge (Lu) 6' 3.00'. o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.1s) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 6' 3.00" N/A 6.4 -- -- 1 - Uniform (PSF) 0 to 6' 3.00" (Front) 14' 0.00" 15.0 25.0 -20.0 ROOF LOAD System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-13K and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to qww.weyerhaeuser.com/woodproducts/document-library. the product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 10/3/2021 6:13:33 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 18 19729 81ST PL W EDMONDS Page 1 / 1 a FORTE'M3 MEMBER REPORT Roof Extension, Wall: Header H-1 2 piece(s) 2 x 6 DF No.2 PASSED 0 Overall Length: 2' 9.00" L 2' 6.00" L 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 611 @ 0 2813 (1.50") Passed (22%) 1.0 D + 1.0 S (All Spans) Shear(lbs) 352 @ 7.00" 2277 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 420 @ 1' 4.50" 1696 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.005 @ P 4.50" 0.092 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.009 @ P 4.50" 0.138 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 - Trimmer - SPF 1.50" 1.50" 1.50" 233 378 -303 11/ None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 233 378 -303 611/ None S03 Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 2' 9.00" o/c Bottom Edge (Lu) 2' 9.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 2' 9.00" N/A 4.2 1 - Uniform (PSF) 0 to 2' 9.00" 1110.0011 15.0 25.0 -20.0 Default Load 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to qww.weyerhaeuser.com/woodproducts/document-library. the product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 10/3/2021 6:15:12 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 18 19729 81ST PL W EDMONDS Page 1 / 1 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project DL=15 LL=40 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 AOKI 19729 81ST PL W EDMONDS Date 10-3-21 FLOOR FRAMING 4 MAIN FLOOR FRAMING Sheet S-1 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project DL = 15 LL=40 29028 176" AVE SE, Kent, WA 98042 (206) 295 9439 AOKI 19729 81ST PL W EDMONDS Date 10-3-21 FLOOR FOUNDATION J-1 JOIST SPAN = 9 FT MAX 2X8 DF#2 @16 B-1 L=7 FT TRIB = 18/2=9 ft 4X10 DF#2 R=1.9k 4X4 POST BASE = ABA44Z CAP = BC4 FTG = 1.9*2/211/2= 24" SQ TYP FTG @ 1500 PSF 40*11 + 55*4.5 + 100PLF WALL = 900 PLF = 16" FTG MIN Sheet S-2 a FORTE"M3 MEMBER REPORT MAIN FLOOR, Floor: Joist J-1 1 piece(s) 2 x 8 DF No.2 @ 16" OC PASSED Overall Length: 9' TOO' 11 ❑2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 344 @ 2.50" 1434 (2.25") Passed (24%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 286 @ 10.75" 1305 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 770 @ 4' 9.50" 1360 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.111 @ 4' 9.50" 0.229 Passed (L/989) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.153 @ 4' 9.50" 0.458 1 Passed (L/720) 1.0 D + 1.0 L (All Spans) TJ-Pro'"" Rating N/A N/A I N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 96 256 352 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.50" 96 256 352 1 1/4" Rim Board • Kim boara is assumea to carry au ioaas appuea airecuy aoove it, Dypassing me memoer Demg aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 5.00" o/c Bottom Edge (Lu) 9' 5.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 9' 7.00" 16" 15.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 10/3/2021 6:29:20 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 18 19729 81ST PL W EDMONDS Page 1 / 1 a FORTE'M3 MEMBER REPORT MAIN FLOOR, Floor: Drop Beam B-1 1 piece(s) 4 x 10 DF No.2 PASSED 0 Overall Length: 7' 1.00" 7' 0.00" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1824 @ 0 2231 (1.50") Passed (82%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1373 @ 10.75" 3885 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3306 @ 3' 7.50" 4492 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.061 @ 3' 7.50" 0.242 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.085 @ T 7.50" 0.363 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 1.50" 1.50" 1.50" 519 1305 1824 Blocking 2 - Stud wall - SPF 1.50" 1.50" 1 1.50" 519 1305 1824 Blocking • NOCKmg Naneis are assumeo to carry no ioaas appnea airecay anove tnem ano the run ioao is appnea to the member Deing oesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' 3.00" o/c Bottom Edge (Lu) 7' 3.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 7' 3.00" N/A 8.2 1 - Uniform (PSF) 0 to 7' 3.00" (Front) 910.001, 15.0 40.0 Default Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 10/3/2021 6:32:28 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 18 19729 81ST PL W EDMONDS Page 1 / 1 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project LATERAL 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 AOKI 19729 81ST PL W EDMONDS Date 10-3-21 Sheet L-1 A B C 4 p RCR ENGINEERS. PLLC Structural EnLyineers 29028 1761" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project AOKI 19729 81ST PL W EDMONDS Date 10.3-21 Subject LATERAL Sheet L-2 WIND 110 EXP B EQ Ss=1.294 S1=.457 TL=6 WAL qjRjQ A ELEV ¢k - Eb51iWt Ev5f. QV;ipPON ___________________ ________ WALL GRID 2 WALL GRID B WALL GRID C WALL GRID 3 541TH IC7UYADQ4 k1 CWRTYARD GRID WIND FORCE EQ FORCE ALL ASD GRID WIND FORCE EQ FORCE ALL ASD ROOF - A 0.6* 4.7*12/44=0.80k W.7*3.8*12/44=0.72k ROOF - 1 0.6* 4.7*12/44=0.80k 0.7*3.8*12/44=0.72k ROOF - B [ 1*22/44=1.41 [ 1*22/44=1.33 ROOF - 2 [ ]*22/44=1.41 [ ]*22/44=1.33 ROOF - C [ 1*10/44=0.65 [ ]*10/44=0.60 ROOF - 3 [ ]*10/44=0.65 [ ]*10/44=0.60 FLR - A 0.6*10.9*9/48=1.22 0.7*5.3*9/48=0.70 FLR - 1 0.6*10.9*9/48=1.22 0.7*5.3*9/48=0.70 FLR - B [ ]*24/48=3.27 [ ]*24/48=1.86 FLR-2 [ 1*24/48=3.27 [ 1*24/48=1.86 FLR - C [ 1*14/48=1.90 [ 1*14/48=1.10 FLR-3 [ 1*14/48=1.90 [ 1*14/48=1.10 EXISTING WALLS OK W/O MODIFICATION SHEARWALL SCHEDULE MARK SHEATHING 1 X OSB 2 X OSB 3 X OSB HOLD DOWN SCHEDULE A NONE B MSTC28 END NAILIf STUDS STUDS TOP PL SILL PL SHEATHING 2X6@16 2-2X6 2-2X6 2X6 10d@ 6/12 2X6@16 2-2X6 2-2X6 2X6 10d@ 6/12 BLKD 2X6@16 2-2X6 2-2X6 2X6 10d@ 4/12 BLKD 1540# TOP PL BOT PL SILL PLTO FND 16d@6 16d@6 5/8 AB @ 48" OC EMBED 7in w/ 3X3" WASHER 16d@6 16d@6 5/8 AB @ 48" OC EMBED 7in w/ 3X3" WASHER 16d@4 16d@4 5/8 AB @ 32" OC EMBED 7in w/ 3X3" WASHER NOTES: 1) SHEAR WALL CALLOUTS THUS A-2 A REFERENCES THE SHEATING AND NAILING, 2 REFERENCES THE HOLDOWN AND ANCHOR 2) ALL NAILS ARE COMMON SIZES v 1.1 7-17-2020 RCR Engineers PLLC Page 1 29028 176th AVE SE 10/3/2021 Kent WA 98042 ASCE 7-16 Wind Loads per ASCE 7-16- Chapter 28 MWFRS (Envelope Procedure) Project Name: Location: Program Limitations: 1. Building must be a low-rise building or 2. Mean roof height h less than or equal to 60 ft. BUILDING AND SITE INFORMATION INPUT Building width, B = Building length, L = Building ridge height, hr = Height of parapet, hp = Building eave height, he = Roof slope, s = Is roof a gable or hip = Risk Category = Wind velocity, V = Exposure = Topographic factor, Kt = Wind directionality factor, Kd = Ground elevation = Bldg internal pressure condition = Mean roof height, h = 2a = Internal Pressure Coeff's, GCp; _ Pressure exposure coeff, Kh = Velocity pressure, qh = 44 48 21 17 17 4.00 in./ft. Gable I I 110 B 1 0.85 0 Enclosed OUTPUT 19 8.8 0.18 -0.18 0.7 18.4 ft (perpendicular to ridge) ft (parallel to ridge) ft ft ft = 18.43 degrees mi/hr = 85 ASCE 26.7 ASCE 26.8 ASCE 26.6 ft Ke = 1.00 ASCE Tbl 26.13-1 ft psf qZ= MAIN WIND -FORCE RESISTING SYSTEM (MWFRS) Wind Pressures for Low -Rise Buildings p = gh[(GCpf) - (GCpi)l (lb/ft') (28.3-1) mi/hr (ASD) Ke roof = 1.00 18.4 Load Case A: Winds Perpendicular to Ridge Internal pressure = +/- 3.3 psf i Bldg Surface GCpf Wind Pressure (psf) Surface Combined Press (plf) LRFD ASD LRFD ASD 1 0.52 9.6 5.8 1 +4 17.4 10.44 2 -0.69 -12.8 -7.7 2+3 8.0 4.80 3 -0.47 -8.7 -5.2 4 -0.42 -7.8 -4.7 1 E 0.78 14.4 8.6 1E+4EI 25.9 1 15.5 2E -1.07 -19.8 -11.9 2E+3EI 10.2 1 6.1 3E -0.67 -12.4 -7.4 4E -0.62 -11.5 -6.9 windw Corner Dlremh Load Case A ACSE 26.9 LRFD) +/- 2 psf (ASD) Dn wall 16psf min Dn horiz Rf projection 8 psf min Dn wall 16psf min :)n horiz Rf projection 8 psf min ASCE7-16 Wind V1.1 10-3-21 Input v 1.1 7-17-2020 RCR Engineers PLLC Page 2 29028 176th AVE SE 10/3/2021 Kent WA 98042 Load Case B: Winds Parallel to Ridae Internal pressure = +/- 3.3 psf (LRFD) +/- 2 psf (ASD) Bldg Surface GCPf Wind Pressure (lb/ft2) Surface Combined Press (plf) LRFD ASD LRFD ASD 5+6 16 9.6 5E+6E 19.3 11.58 1 -0.45 -8.3 -5 2 -0.69 -12.8 -7.7 3 -0.37 -6.9 -4.1 4 -0.45 -8.3 -5 5 0.4 7.4 4.4 6 -0.29 -5.4 -3.2 1 E -0.48 -8.9 -5.3 2E -1.07 -19.8 -11.9 3E -0.53 -9.8 -5.9 4E -0.48 -8.9 -5.3 5E 0.61 11.3 6.8 6E -0.43 -8 1 -4.8 Wnd Windward Comer ff""" WIR �d W dGon Windward Comer Load Case B MAIN WIND -FORCE RESISTING SYSTEM (MWFRS) Wind Pressures for Parapets Pressure exposure coeff, KZ = 0.7 Dn wall 16psf min Dn wall 16psf min Velocity pressure, qp = 18.4 psf (LRFD) Ke parapet 1.0 pp = gp(GCpn) (Ib/ft2) (28.3-2) Windward parapets, pp_Wind = 27.6 psf (LRFD) Leeward parapets, pp_iee = -18 psf (LRFD) positive numbers signify net pressure acting toward the exterior side of the parapet negative numbers signify net pressure acting away from the exterior side of the parapet Wind Pressures for Roof Uplift Roof uplift load up to 8.8 feet from exterior walls, p = -19 psf (LRFD) Roof uplift load more than 8.8 feet from exterior walls, p = -12.3 psf (LRFD) ASCE7-16 Wind V1.1 10-3-21 Input v 1.1 7-17-2020 RCR Engineeers PLLC Page 1 29028 176th Ave SE 10/3/2021 Kent, WA 98042 44 25.9 wall corner 10.2 roof corner 17.4 wall 8.0 roof 8.8 = 2a 21.0 ridge 17.0 parapet 6.1 17.0 eve 8.4 8.0 0.0 10.0 0.0 10.0 0.0 Base = 0.0 48 Story shears kips LRFD 19.3 wall corner 16 wall 4.4 =a 21.0 4.7 17.0 6.2 8.0 0.0 0.0 0.0 0.0 0.0 Base = 0.0 V1.0 4-4-2020 RCR Engineers PLLC 29028 176th Ave SE Kent, WA 98042 Page 1 10/3/2021 ASCE 7-16 Seismic Loads per ASCE 7-10- Chapter 12 Seismic Design Requirements for Building Structures Project Name: Location: ASCE 7-16 Section 12.8 Equivalent Lateral Force Procedure All references below are to ASCE 7-16 (U.N.O.) INPUT Basic Seismic Force Resisting System = A15. Light -frame (wood) walls sheathed with wood structural panels rated for shear r Basic Seismic Force Resisting System = BWS = Bearing Wall Systems Is diaphragm considered flexible? =F YES Structural height, h„ _1 17 eft Section 11.2 Ss =1 1.294 1spectral response acceleration at a period of 0.2s for Site Class B S, = 0.457 spectral response acceleration at a period of 1.0s for Site Class B TL = 6 Long -period transition period Site Class (soil) = D Enter Site Specific Fa *" Risk Category = II Table 1.5-1 Enter Site Specific Fv Top of wall elevation (parapet) = 17 ft ** entry ignored unless site spec reqd Elev. of top of wall lateral support (max.) _ Elev. of top of wall lateral support (min.) _ Regular structure <_ 5 stories ? _ ASCE 7-16 Section 12.3.4 Redundancy 17 ft (roof high point- minimum parapet) 17 ft (roof low point- maximum parapet) YES Section 12.8.1.3 A redundancy factor, p, shall be assigned to the seismic force -resisting system in each of two orthogonal directions for all structures in accordance with this section. Seismic Design Category =1 D Lateral Force -Resisting Element =1 Shear walls 12.3.4.2 Does this structure have extreme torsional irregularity Table 12.3-1? NO Table 12.3-1 Horizontal Structural Irregularities (Type 1 b) Extreme Torsional Irregularity: Extreme torsional irregularity is defined to exist where the maximum story drift, computed including accidental torsion with AX = 1.0, at one end of the structure transverse b an axis is more than 1.4 times the average of the story drifts at the two ends of the structure. Extreme torsional irregularity requirements in the reference sections apply only to structures in which the 12.3.4.2 Does this Story comply with either paragraph a or b below? F YES a. I YES Each story resisting more than 35 percent of the base shear in the direction of interest shall comply with Table 12.3-3 (see below Table 12.3-3 Removal of a shear wall with a height -to -length greater than 1.0 within any story, or collector result in more than a 33% reduction in story strength, nor does the resulting system have an extreme torsional irregularity (horizontal structural irregularity Type 1 b) b. I YES Structures that are regular in plan at all levels provided that the seismic force -resisting systems consist of at least two bays of seismic force -resisting perimeter framing on each side of the structure in each orthogonal direction at each story resisting more than 35 percent of the base shear. The number of bays for a shear wall shall be calculated as the length of shear wall divided by the story height or two times the length of shear wall divided by the story height, h,x, for light -frame construction. p ASCE 7-16 V1.0 Seismic 10-3-21 10/3/2021 EQ Input V1.0 4-4-2020 RCR Engineers PLLC 29028 176th Ave SE Kent, WA 98042 Page 2 10/3/2021 Site Coefficient, Fa = Site Coefficient, F = SMS = SM1 = SDS = SD1 = Seismic Design Category (SDC) = To = Ts = Ct = Period, T = Sa = Response Modification Coefficient, R = System Overstrength Factor, Q0 = Deflection Amplification Factor, Cd = Importance Factor, le = Detailing Reference Section = Cs calc Cs max = Cs min = Cs use = Out ut 1 Table 11-4.1 1.84 Table 11-4.2 1.29 Eqn 11.4-1 0.84 Eqn 11.4-2 0.86 Eqn 11.4-3 0.56 Eqn 11.4-4 D Section 11.6 & Tables 11.6-1 & 11.6-2 0.13 Section 11.4.5, 0.2Sd1/Sds 0.651 Section 11.4.5, Sd1/Sds 0.02 Table 12.8-2 0.167 sec, Section 12.8.2.1 (Eqn 12.8-7) 0.863 Section 11.4.5 (Eqns 11.4-5, 11.4-6, 11.4-7) 6.5 Table 12.2-1 2.5 Table 12.2-1 4 Table 12.2-1 1 Table 1.5-2, by Risk Category 14.5 0.133 Section 12.8.1.1, Eqn 12.8-2 0.517 Section 12.8.1.1, Eqns 12.8-3 & 12.8-4 0.038 Section 12.8.1.1, Eqns 12.8-5 & 12.8-6 0.133 Section 12.8.1.1, Eqns 12.8-2 - 12.8-6 V„ = 0.133 * W (LRFD) Section 12.8.1, Eqn 12.8-1 V = 0.093 * W (ASD) p = 1.0 Section 12.3.4 E„ = 0.173 * D = +/- Sps D (Eqn 12.4-4) - (LRFD) May be zero for proportioning foundations. ASCE 7-16 V1.0 Seismic 10-3-21 10/3/2021 EQ Input RCR Engineers PLLC Page 1 V1.0 4-4-2020 29028 176th Ave SE 10/3/2021 Kent, WA 98042 ASCE 7-16 Vertical distribution of seismic IoadsSeismic Loads per 12.8.3 Fx=CvxV Seismic Forces for Diaphragms, Chords & Collectors, 12.10.3.2 Fpx=Cpx/Rs*wpx Project Name: _ Location: All references below are to ASCE 7-16 (U.N.O.) Number of Stories 2 Structural Height= 17 ft Number of levels - base=1 3 Period, T = 0.167 exp k = 1 Cs use = 0.133 Diaphragm System 9 Wood Sheathed Rs = 3.0 le = 1.00 Sos = 0.86 Spy ZS = 1 p = 1.00 Not included in forces below Level Elev ft Weiaht k 21 WxHx k-ft Cvx Fx CsFx k Vu=CsW kio Cax/Rs 11 ®� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 ®� 11 � 111 11 11 11 111 ®� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 �' � 11 � 111 11 11 11 111 ©� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 Total 1 39.8 1 538 1 1.00 1 39.8 1 5.3 1 5.3 1) Diaph, Chords & Collectors Cpx/Rs 2) Floor weight from table page 2 ASCE 7-16 V1.0 Seismic 10-3-21 10/3/2021 Vertical distribution RCR Engineers PLLC V1.0 4-4-2020 29028 176th Ave SE Kent, WA 98042 Page 2 10/3/2021 Floor Weight Calculation Perimeter Exterior Partion Additional Area (sf) Floor Wt psf LL psf 3) Length ft Wall Wt psf Walls psf Story Wt kips Sum kips Base TOTAL kips 39.75 3) Portion of LL added to the DL to calculate the seismic force ASCE 7-16 V1.0 Seismic 10-3-21 10/3/2021 Vertical distribution RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 10/3/2021 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+_"W L= 0 "+-"EQ= 0 1 P1 �Lf n I� GRID 1 ROOF Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 11 DL(psf)= 30 RLL(psf)= 0 LL(psf)= 0 SL(psf)= 25 0 0 0 0 0 0 Wall DL(psf)= 10 P2I 1 1 1 w1 Shear ASD Input is total force # W L # = 800 EQ # = 720 -It (ft)= H/L = 0.4 H/L correction= 1.00 SILL = 2x V= 2x w 1/2DIA V=862# T>862# MAX SPACING 259 (in.) 20 1 I 0 Wood Panel EF=Y/Nl NO Wood Panel t=I15/32 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 9290 8834 Applied Lds Shear min left 2748 2140 Nail Spacing= 6 unblkd V plf Total V Shear max right 8834 9290 Allow Shear WL ASD= 219 plf WL 40 800 Shear min right 2140 2748 Allow Shear EQASD= 156 plf EQ 36 1 720 * neg is uplift LEFT HD NONE REQUIRED AB- NA RIGHT HD NONE REQUIRED AB NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 10/3/2021 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+_"W L= 0 "+-"EQ= 0 1 P1 �Lf n I� GRID 1 ROOF Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 11 DL(psf)= 30 RLL(psf)= 0 LL(psf)= 0 SL(psf)= 25 0 0 0 0 0 0 Wall DL(psf)= 10 P2I 1 1 1 w1 Shear ASD Input is total force # WL#= 1220 EQ # = 700 -It (ft)= H/L = 0.3 H/L correction= 1.00 SILL = 2x V= 2x w 1/2DIA V=862# T>862# MAX SPACING 170 (in.) 20 1 I 0 Wood Panel EF=Y/Nl NO Wood Panel t=I15/32 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 9124.5 8692.5 Applied Lds Shear min left 2550 1974 Nail Spacing= 6 unblkd V plf Total V Shear max right 8692.5 9124.5 Allow Shear WL ASD= 219 plf WL 61 1220 Shear min right 1974 2550 Allow Shear EQASD= 156 plf EQ 35 1 700 * neg is uplift LEFT HD NONE REQUIRED AB- NA RIGHT HD NONE REQUIRED AB NA RCR Engineers PLLC FORCE TRANSFER SW Page 1 29028 176th Ave SE V1.3 9-16-2020 10/3/2021 Based on SDPWS 4.3 & APA T555 GRID 2 ROOF Uniform Load plf trib ft = 11 DL= 0 DL= 12 DL= 0 RLL = 0 RLL = 0 RLL = 0 FLL= 0 FLL= 0 FLL= 0 SL= 0 SL= 25 1 SL= 0 "+-"W L = 0 Pleft�'+-"EQ= 0 HD WL#= 1410 ASD "+-"WL= 0 Wall Wtpsf= 10 "+-"EQ= 0 Pright EQ#= 1330 ASD a 9 ft width height *for 1 or 2 opng wall set remainder to zero hdr= 1.00 * 1.00 * 0.00 2.00 1 2.00 4.00 1 2.50 5.50 5.50 4.70 1 0.00 0.00 0.00 1 Ltotal ft = 17 ft sill = 4.00 2.50 0.00 H/L = 2.00 2.20 1.17 0.00 Wood Panel t = 15/32 Structural Panel Ea Face No Nail Size = 8d Com / Galy Box 13/8 "pen stud spacing(in)= 16 Stud material = DF Nail Spacing = 4 Max Shear Applied Shear Cap WL 314 plf Wind 217 plf Shear Cap EQ 224 plf EQ 205 plf HD1 HD2 Shear Left max = 4146 3038.3 Shear Left min = 1829 352 Shear Right Mmax = 3038 4146 Shear Right Min = 352 352 * neg is uplift Strap Force # Wind 779.5 ICS22 12-8d 845# EQ 735.3 End Length (in) =1 7 SILL PLATE 2 x FASTENER 2X w/16d com V=187# T=105# SPACING 10 (in.) LEFT HD NONE REQUIRED AB - NA RIGHT HD NONE REQUIRED AB - NA RCR Engineers PLLC FORCE TRANSFER SW Page 2 29028 176th Ave SE V1.3 9-16-2020 10/3/2021 WIND / EQ EFFECTS 1) Shears Above & Below openings Wind plf First Opening 152 Second Opening 217 Third Opening 0 2) Total Boundary Force Above&Below Opng Wind # First Opening 304 Second Opening 1194 Third Opening 0 4) Tributary length of openings Wind ft First Opening Left 0.8889 First Opening Right 1.1111 Second Opening left 1.9097 Second Opening Right 3.5903 Third Opening left 0 Third Opening Right 0 6) Resistance to corner forces Wind # First Jamb 244 Second Jamb 466 Third Jamb 700 Fourth jamb 0 8) Unit shear in corner zone wind plf First Corner 54 Second Corner -47 Third Corner 0 Fourth Corner 1 EQ plf 143 205 0 EQ# 287 1126 0 EQ ft 0.8889 1.1111 1.9097 3.5903 0 0 EQ# 230 440 660 0 EQ plf 51 -44 0 1 3) Corner Forces -Strap Force Wind # First Opening Left 135.1 First Opening Right 168.9 Second Opening left 414.6 Second Opening Right 779.5 Third Opening left 0 Third Opening Right 0 5) Unit Shear beside openings Wind plf First Jamb 122 Second Jamb 186 Third Jamb 149 Fourth jamb 0 7) Difference of corner force and resistance Wind # First Jamb 109 Second Jamb -117 Third Jamb 0 Fourth jamb 0 EQ# 127.4 159.3 391.1 735.3 0 0 EQ plf 115 176 140 0 EQ# 103 -111 0 0 RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 10/3/2021 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+_"W L= 0 "+-"EQ= 0 1 P1 �Lf n I� GRID 2 FLOOR Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 11 DL(psf)= 30 RLL(psf)= 0 LL(psf)= 0 SL(psf)= 25 0 0 0 0 0 0 Wall DL(psf)= 10 P2I 1 1 1 w1 Shear ASD Input is total force # W L # = 3270 EQ # = 1860 -It (ft)= H/L = 0.3 H/L correction= 1.00 SILL = 2x V= 2x w 1/2DIA V=862# T>862# MAX SPACING 63 (in.) 20 1 I 0 Wood Panel EF=Y/Nl NO Wood Panel t=115/32 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 9585.8 8431.5 Applied Lds Shear min left 2898 1359 Nail Spacing= 6 unblkd V plf Total V Shear max right 8431.5 9585.8 Allow Shear WL ASD= 219 plf WL 164 3270 Shear min right 1359 2898 Allow Shear EQASD= 156 plf EQ 93 1 1860 * neg is uplift LEFT HD NONE REQUIRED AB- NA RIGHT HD NONE REQUIRED AB NA RCR Engineers PLLC 29028 176th Ave SE Perforated Shear Wall 1 V1.3 9-16-2020 10/3/2021 Based on SDPWS 4.3 DL = 0 RLL= 0 FLL= 0 SL = 0 "+-"WL= 0 Pleft 1,.+-"EQ = 0 Lft = Hft Sill ft = H/L GRID B ROOF Uniform Load plf trib ft = 10 DL= 12 DL= 0 RLL= 0 RLL= 0 FLL= 0 FLL= 0 SL= 25 1 SL= 0 WL#= 1410 ASD "+-"WL= 0 Pright 87 plf Wall Wtpsf= 10 "+-"EQ= 0 EQ#= 1330 ASD 82 plf Htotal ft = 8 Ltot.1 ft = 17.5 Sill = 2. V=T= F 87 Fastener = 2X w/16d com V=187# T=105# Spacing = 15 (in.) Seg 1 Opng 1 Seg 2* Opng 2* Seg 3* Opng 3* Seg 4* Opng 4* Seg 5* Opng 5* Seg 6 1.00 1.33 0.00 0.00 * Leave zero if no opening HD1 HD2 Shear Left max = 3874.1 2934.6 Shear Left min = 1658 405 Shear Right Mmax = 2934.E 3874.1 Shear Right Min = 405 1658 * neg is uplift 0.00 0.00 Wood Panel t = 15/32 Structural Panel Ea Face No Nall Size = 8d Corn / Galy Box 1 3/8 "pen stud spacing(in) = 16 Stud material = DF Nail Spacing= 6 unblkd Shear Cap WL 219 plf 3559 # Shear Cap EQ 156 plf 2535 # Unblkd factor= 0.6 Stud material reduction= H/L correction= 1.00 LEFT HD NONE REQUIRED AB. NA RIGHT HD NONE REQUIRED AB. NA RCR Engineers PLLC 29028 176th Ave SE Perforated Shear Wall 1 V1.3 9-16-2020 10/3/2021 Based on SDPWS 4.3 DL = 0 RLL= 0 FLL= 0 SL = 0 "+-"WL= 0 Pleft 1,.+-"EQ = 0 Lft = Hft = Sill ft = H/L GRID C ROOF Uniform Load plf trib ft = 10 DL= 12 DL= 0 RLL= 0 RLL= 0 FLL= 0 FLL= 0 SL= 125 1 SL= 0 WL#= 650 ASD "+-"WL= 0 Pright 45 plf Wall Wt psf= 10 "+-"EQ= 0 EQ#= 600 ASD 41 plf Htotal ft = 9 Ltotal ft = 18 SIII = 2. V=T= F 45 Fastener = 2X w/16d com V=187# T=105# Spacing = 28 (in.) Seg 1 Opng 1 Seg 2* Opng 2* Seg 3* Opng 3* Seg 4* Opng 4* Seg 5* Opng 5* Seg 6 1.80 1.50 0.00 0.00 * Leave zero if no opening HD1 HD2 Shear Left max = 3821.3 3352.5 Shear Left min = 1434 809 Shear Right Mmax = 3352.5 3821.3 Shear Right Min = 809 1434 * neg is uplift 0.00 0.00 Wood Panel t = 15/32 Structural Panel Ea Face No Nall Size = 8d Corn / Galy Box 1 3/8 "pen stud spacing(in) = 16 Stud material = DF Nail Spacing= 6 unblkd Shear Cap WL 219 plf 3188 # Shear Cap EQ 156 plf 2271 # Unblkd factor= 0.6 Stud material reduction= H/L correction= 1.00 LEFT HD NONE REQUIRED AB. NA RIGHT HD NONE REQUIRED AB. NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 10/3/2021 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+_"W L= 0 "+-"EQ= 0 1 P1 �Lf n I� GRID C FLOOR Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 3 DL(psf)= 30 RLL(psf)= 0 LL(psf)= 0 SL(psf)= 25 0 0 0 0 0 0 Wall DL(psf)= 10 P2I 1 1 1 w1 Shear ASD Input is total force # WL#= 1900 EQ # = 1100 -It (ft)= H/L = 0.3333 H/L correction= 1.00 SILL = 2x V= 2x w 1/2DIA V=862# T>862# MAX SPACING 98 (in.) 18 1 I 0 Wood Panel EF=Y/Nl NO Wood Panel t=115/32 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 3040 2290 Applied Lds Shear min left 1176.7 177 Nail Spacing= 6 unblkd V plf Total V Shear max right 2290 3040 Allow Shear WL ASD= 219 plf WL 106 1900 Shear min right 177 1176.7 Allow Shear EQASD= 156 plf EQ 61 1 1100 * neg is uplift LEFT HD MSTC28 16"CLR 16-16d - (1540#) AB NA RIGHT HD MSTC28 16"CLR 16-16d - (1540#) AB NA RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 AOKI 19729 81ST PL W EDMONDS Date 10-3-21 ROOF FRAMING DL=15 SL=25 WL = -20 LRFD L' ROOF FRAMING Sheet R-1 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project DL=15 LL=40 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 AOKI 19729 81ST PL W EDMONDS Date 10-3-21 FLOOR FRAMING 4 MAIN FLOOR FRAMING Sheet S-1 RCR ENGINEERS. PLLC Structural EnLyineers 29028 1761" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project AOKI 19729 81ST PL W EDMONDS Date 10.3-21 Subject LATERAL Sheet L-2 WIND 110 EXP B EQ Ss=1.294 S1=.457 TL=6 WAL qjRjQ A ELEV ¢k - Eb51iWt Ev5f. QV;ipPON ___________________ ________ WALL GRID 2 WALL GRID B WALL GRID C WALL GRID 3 541TH IC7UYADQ4 k1 CWRTYARD GRID WIND FORCE EQ FORCE ALL ASD GRID WIND FORCE EQ FORCE ALL ASD ROOF - A 0.6* 4.7*12/44=0.80k W.7*3.8*12/44=0.72k ROOF - 1 0.6* 4.7*12/44=0.80k 0.7*3.8*12/44=0.72k ROOF - B [ 1*22/44=1.41 [ 1*22/44=1.33 ROOF - 2 [ ]*22/44=1.41 [ ]*22/44=1.33 ROOF - C [ 1*10/44=0.65 [ ]*10/44=0.60 ROOF - 3 [ ]*10/44=0.65 [ ]*10/44=0.60 FLR - A 0.6*10.9*9/48=1.22 0.7*5.3*9/48=0.70 FLR - 1 0.6*10.9*9/48=1.22 0.7*5.3*9/48=0.70 FLR - B [ ]*24/48=3.27 [ ]*24/48=1.86 FLR-2 [ 1*24/48=3.27 [ 1*24/48=1.86 FLR - C [ 1*14/48=1.90 [ 1*14/48=1.10 FLR-3 [ 1*14/48=1.90 [ 1*14/48=1.10 EXISTING WALLS OK W/O MODIFICATION SHEARWALL SCHEDULE MARK SHEATHING 1 X OSB 2 X OSB 3 X OSB HOLD DOWN SCHEDULE A NONE B MSTC28 END NAILIf STUDS STUDS TOP PL SILL PL SHEATHING 2X6@16 2-2X6 2-2X6 2X6 10d@ 6/12 2X6@16 2-2X6 2-2X6 2X6 10d@ 6/12 BLKD 2X6@16 2-2X6 2-2X6 2X6 10d@ 4/12 BLKD 1540# TOP PL BOT PL SILL PLTO FND 16d@6 16d@6 5/8 AB @ 48" OC EMBED 7in w/ 3X3" WASHER 16d@6 16d@6 5/8 AB @ 48" OC EMBED 7in w/ 3X3" WASHER 16d@4 16d@4 5/8 AB @ 32" OC EMBED 7in w/ 3X3" WASHER NOTES: 1) SHEAR WALL CALLOUTS THUS A-2 A REFERENCES THE SHEATING AND NAILING, 2 REFERENCES THE HOLDOWN AND ANCHOR 2) ALL NAILS ARE COMMON SIZES