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REVIEWED RESUB1 BLD2023-0692+Structural_Calculations+1.16.2024_10.15.22_AM+4001181HomeTech -fora simple solution... 13608 Southeast 51 st Place, Bellevue, WA 98006 Tel: (206) 778 2431 E-mail: hometechwa@gmail.com March 9, 2023 R E S U B Structural calculations BLD2023-0692 Feb 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Reference: HC TOWNHOUSE 7103 210TH ST SW, EDMONDS, WA 98026 REVIEWED BY CITY OF EDMONDS Lateral load design: BUILDING DEPARTMENT Seismic load design Wind load design Figures 1 to 8 Shear wall schedules Hold-down design Marc,k jlh, 2023 32229 r �GISTEg IOIVAL � Y.J. Sheng, P.E. Seismic Load Design Date: 1) Project address: 7103 210th St SW Edmonds, Washington 98026 2) Design criteria: Site class: D Design category: D IE = 1.0 SS = 1.45 S, = 0.53 2/20/2023 3) Base shear (Simplified design procedure, 12.14.8, ASCE 7-16) Design earthquake spectral response acceleration parameter at short period - SDS = (2/3)* Fa*Sa Fa = 1 (Tabel 11.4-1) = 0.967 Tabel 11.4-1 Site Coefficient, Fa Site Class Mapped Maximum Considered Earthquake Spectral Response Acceleration Parameter at Short Period Ss<=0.25 Ss=0.5 Ss=0.75 Ss=1.0 Ss=>1.25 A 0.8 0.8 0.8 0.8 0.8 B 1 1 1 1 1 C 1.2 1.2 1.1 1 1 D 1.6 1.4 1.2 1.1 1 E 2.51 1.71 1.21 0.91 0.9 F See Section 11.4.8 Base shear, VB = F*Sps/(R/I)*W F = 1.2 R = 6.5 VB = 0.178 W 4) Design shear (Allowable stress design) VD = 0.7 (p VB) select p = Vp = 0.162 W (12.14 - 12) (3 stories above grade plane) 5) Determine shear forces: 5.1 - Shear at roof diaphragm (Refer to Figure-1 & 5) Area, Arf : 935 SF 1.3 (12.3.4.2) Unit weight: 15 PSF, roof assembly & ceiling Wrf = 14025.00 Ibs Wrf = 14025.00 Ibs, applied at roof diaphragm 5.2 - Shear at 3RD floor diaphragm (Refer to Figure-2) Area, Auflr : 837 SF (DECK INCLUDED) Unit weight: 20 PSF, based on floor area including walls WufIr = 16740.00 Ibs Area, Airf : 0 SF, lower roof Unit weight: 12 PSF, roof assembly & ceiling WufIr = 0.00 Ibs IWufir = 16740.00 Ibs, applied at upper floor diaphragm 5.3 - Shear at 2ND floor diaphragm (Refer to Figure-3) Area, Amfir : 837 SF Unit weight: 20 PSF, based on floor area including walls Wmflr = 16740.00 Ibs Area, Airf : 0 SF, lower roof, deck Unit weight: 15 PSF, roof assembly & ceiling WMIrf = 0.00 Ibs lWmflr = 16740.00 Ibs, applied at Main floor diaphragm lWmflr+uflr+r = 47505.00 6. Shear wall schedule 6.1 3RD Floor shear wall schedule; V'peslgn = 3552.13 lb (Figure-1) For N-S direction @ Grid Shear, % Ibs Length, ft Strength,lb/ft min. bwa,,, ft hwaii , ft r =2w/h SWRe,,, , lb/ft A- 50.00% 1776 8 222 4 8 1.00 222 B- 0.00% 0 1 0 4 8 1.00 0 C- 50.00% 1776 11 161 4 8 1.00 161 NA 0.00% 0 1 0 4 8 1.00 0 NA 0.00% 0 1 0 4 8 1.00 0 NA 0.00% 0 1 0 4 8 1.00 0 NA 0.00% 0 1 0 4 8 1.00 0 NA 0.00% 0 1 0 4 8 1.00 0 NA 0.00% 0 1 0 4 8 1.00 0 total 100.00% For E-W direction @ Grid Shear, % Ibs Length, ft Strength,lb/ft min. bwa,,, ft hwaii , ft r =2w/h SwReq, , lb/ft 1- 50.00% 1776 10 178 8 8 1.00 178 2- 0.00% 0 7 0 3.5 8 0.88 0 3- 50.00% 1776 10 178 4 8 1.00 178 n/a 0.00% 0 1 0 4 8 1.00 0 n/a 0.00% 0 1 0 4 8 1.00 0 n/a 0.00% 0 1 0 4 8 1.00 0 n/a 0.00% 0 1 0 4 8 1.00 0 n/a 0.00% 0 1 0 4 8 1.00 0 n/a 0.00% 0 1 0 4 8 1.00 0 total 100.00% 6.2 2ND Floor shear wall schedule; V" Design = 6404.34 lb (Figure-2) For N-S direction @ Grid Shear, % Ibs Length, ft Strength,lb/ft min. bwa,,, ft hwaii , ft r =2w/h SWRe,,, , lb/ft A- 50.00% 3202 9.17 349 4.585 9 1.00 349 P2 B- 0.00% 0 1 0 4 9 0.89 0 C- 50.00% 3202 9.17 349 4.585 9 1.00 349 P2 na 0.00% 0 1 0 4 9 0.89 0 na 0.00% 0 1 0 10.75 9 1.00 0 na 0.00% 0 1 0 4 9 0.89 0 na 0.00% 0 1 0 8 9 1.00 0 na 0.00% 0 1 0 4 9 0.89 0 na 0.00% 0 1 0 4 9 0.89 0 na 0.00% 0 1 0 4 9 0.89 0 total 100.00% For E-W direction @ Grid Shear, % Ibs 1- 50.00% 2- 0.00% 3- 50.00% n/a 0.00% n/a 0.00% n/a 0.00% n/a 0.00% 0.00% total 100.00% Length, ft Strength,lb/ft min. bwa,,, ft 3202 13.5 237 0 8.5 0 3202 13.5 237 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 6.3 1st floor shear wall schedule: VDesign = 7714.81 lb For N-S direction hwali , ft r =2w/h SWReq, , lb/ft 4 8 1.00 237 P1 4 8 1.00 0 P1 4 8 1.00 237 perforated 4 8 1.00 0 4 8 1.00 0 4 8 1.00 0 4 8 1.00 0 4 8 1.00 0 (Figure-3) @ Grid Shear, % Ibs Length, ft Strength,lb/ft min. bwa,,, ft hwaii , ft r =2w/h SWRe,,, , Ib/ft A- 15.00% 1157 4.83 240 2.5 7 0.71 335 portal B- 50.00% 3857 13.3 290 4 8 1.00 290 interior, P2 C- 35.00% 2700 11.5 235 3.5 7 1.00 235 P1 N/A 0.00% 0 1 0 4 8 1.00 0 N/A 0.00% 0 1 0 4 8 1.00 0 N/A 0.00% 0 1 0 4 8 1.00 0 0.00% 0 1 0 4 8 1.00 0 total 100.00% For E-W direction @ Grid Shear, % Ibs Length, ft Strength,lb/ft min. bwa,,, ft hwaii , ft r =2w/h SWReq, , lb/ft 1- 50.00% 3857 16.5 234 4 8 1.00 234 P1 2- 0.00% 0 8.5 0 4 8 1.00 0 3- 50.00% 3857 16.5 234 4 8 1.00 234 P1 n/a 0.00% 0 1 0 4 8 1.00 0 n/a 0.00% 0 1 0 4 8 1.00 0 n/a 0.00% 0 1 0 4 8 1.00 total 100.00% Rated shear wall strength: P 1=240 1 b/ft P2=350 Ib/ft Summary: select P1 for all upper floor shear walls, EXCEPT where noted select P2 for main and basement shear walls, EXCEPT where noted VD = 0.162 W = 7714.812 Ibs k= 1 Level Wi , Ibs hi, ft w;h;k C X FX (Ibs) w1_m 16740.00 8.5 142290 0.17 1310.47 w2 u 16740.00 18.5 309690 0.37 2852.21 w3 r 14025.00 27.5 385687.5 0.46 3552.13 sum 147505 154.5 837667.5 1 7714.812 VERTICAL DISTRIBUTION OF SEISMIC FORCES ASCE 7-16, 12.8.3 Wind Load Design Date: 2/20/2023 1) Project address: 7103 210th St SW Edmonds, Washington 98026 2) Design criteria: ASCE 7-16, Section 28, MWFRS Envelope Procedure Basic wind speed: 110 MPH Exposure: B IW = 1.0 kzt = 1 Roof pitch = 22.63 degree (hori. 12 vert. 5 Mean roof height, ho 27.25 ft � = 1 3) Determine wind pressure (Figure -5) ADS: ps = (0.6) k Iw kzt Ps30 = 0.6 Psso Zone Psso Ps , psf A 23.31 13.986 B 7.34 4.404 C 17.4 10.44 D 1 6.51 3.9 Overall footprint: width, ft: Compute "a" 10% Least horizontal dimension or 0.4 h, which is smaller not less 4% Least horizontal dimension: or 3' Use a = 3 ft 4) Shear forces at diaphragm 4.1 at roof diaphragm (Figure-4) 21 depth, ft: 21 ft x 0.1= 2.1 ft 30 ft x 0.4= 12 ft 21 ft x 0.04= 0.84 ft Roof windage area: Zone E-W dir, grid-1... Hip roof Area hrpeak, ft 7.5 D 65.9 sf h at 2a, ft 4.285714 B 12.9 sf Shear force: sum: 314 bls Upper flr wall area: Zone E-W direction hu=, ft 8.5 C 127.5 sf 2a corner 6 A 51 sf 38.5 N-S direction, grid -A shear, bls Hip roof Area shear, bls 257.0 243.75 sf 950.625 56.6 45 sf 198.18 1149 bls shear, bls N-S direction shear, bls 1331.1 276.25 sf 2884.1 713.3 51 sf 713.3 Shear force: sum: 2044 bls 3597 bls Shear force at R. diaphragm (Allowed 1.4 overstress): D+C 659 bls 1709 Us B+A 295 bls 396 bls sum: 954 bls 2105 bls 4.2 at upper flr diaphragm Main flr wall area: Zone E-W direction shear, bls N-S direction hm=, ft 9 C 135 sf 1409.4 292.5 sf 2a corner 6 A 54 sf 755.2 54 sf Shear force: sum: 2164.6 bls 3808.9 bls Shear force at up fir diaphragm (Allowed 1.4 overstress): C 979 bls 2121 bls A 524 bls 524 bls sum: 1503 bls 2645 bls 4.3 at main flr diaphragm Basement wall area: Zone E-W direction shear, bls N-S direction hb=, ft 9 C 346.5 sf 3617.5 189 sf 2a corner 6 A 54 sf 755.2 54 sf Shear force sum: 4372.7 bls 2728.4 bls Shear force at main diaphragm (Allowed 1.4 overstress): C 1795 bls 1795 bls A 539 bls 539 bls sum: 2335 2335 5) Shear wall schedule 5.1 Upper shear wall schedule: (Figure-1) For N-S direction V'Design = 954 lb, < 3552.13 EQ govern For E-W direction V'Design = 2105 lb, < 3552.13 EQ govern 5.2 Main flr shear wall schedule: (Figure-2) For N-S direction V"Design = 2457 lb, < 6404.34 EQ govern For E-W direction V"Design = 4750 lb, < 6404.34 EQ govern 5.3 Basement shear wall schedule: (Figure -3) For N-S direction V"Design = 4792 lb, < 7714.81 EQ govern For E-W direction VDesign = 7085.21 lb, < 7714.81 EQ govern Rated shear wall strength: P 1=240 1 b/ft P2=350 lb/ft Summary: SEE EQ SHEAR WALL DESIGN shear, bls 3053.7 755.2 shear, bls 1973.2 755.2 10'-0" 22'-6" 10'-0" 1 2424� INFILUSSES 24" O.C. 2 FRAMING PLAN - ROOF & WALLS BELOW UNIT 1 U GURE O N O U U N 0 0 T U J © O 2X10 IM BOARD N ¢ O J Ud O X U CO 0 O J � :5 J Q CD O U_ U O X rrj O � X � U N O X X r X � r X 4X4 POST F i m a 1 — 4'-0" 12'-8" NOTES: 1. USE P1 TYPE SHEAR WALL SCHEDULE TO UPGRADE ALL EXISTING EXTERIOR STUD WALLS EXTEND FROM FOUNDATION WALL, UNLESS NOTED OTHERWISE. 2 FRAMING SCALE:1 /4"-1'-0" FIGURE 2 PLAN - 3RD FLR & WALL BELOW UNIT 1 =r ?) 2XSTUD, YP. C 6X6 POS- 2X10 RIP C 6X6 POS- T Q Q Q N 21'_ o U N O J NU O J O �I II m > 2X10@16"0 C BOAR � U J J o a o x C CD O Z'V U fJ 757 N X X � 4X10 4X10 _ x Ln _ O 4X4 POST O o L 010 4X10 0 i� 1 - 4'-0" NOTES: 1. USE P1 TYPE SHEAR WALL SCHEDULE TO UPGRADE ALL EXISTING EXTERIOR STUD WALLS EXTEND FROM FOUNDATION WALL, UNLESS NOTED OTHERWISE. FRAMING PLAN -2ND FLR & WALL BELOW SCALE 1 4"-1' 0" "�` ' -' - UNIT 1 FIGURE 3 2) 2XSTUD, YP. BLOCK FOR ENTRANCE U UURU IL- - - - - - - -JIIL- - - - - -- F - U U U U SLAB REINFORCEMENT U #3 @ 36" O.C. E.W.i s 24" (MIN.) CRAWL SPACE N I I I I HF#1 2X10 @16" O.C. ;-7„ I I I I I 4" (MIN.)THICK REINFORCED CONCRETE SLAB 6 MIL V.B. OVER 4" (MIN.) COMPACTED GRANULAR FILL I L — Ln L — — — — — — —J L= - - - - --1 LQ 22'-4" PLAN - FOUNDATION & FLOOR FRAMING 4 SCALE:1 /4"=V-0" UNIT 1 %P 0 N . . ....... ....... ■O�eI�-r-. U RR _ _= == _� �- lol Iol Iml ICI ICI ICI - lol ICI ICI lol Iol Iol ICI ICI ICI ICI ICI ICI == == == lol lol lol Iol ICI ICI ICI ICI ICI ICI ICI ICI =_ =__ -___ lol ICI lol lol Iol ICI ICI ICI == =___ -__ Iml ICI Iml Iml ICI ICI Iml == lol ICI Ilil ICI ICI ICI ICI =__ -1 llli -;--I` -� I�IUI•�I I■�IU=��� - UNIT • tISHED GRADE EXISTING GRADE = I M I ICI ICI - O @) SCALE: 3/16"-l'-O" v _- ICI ICI ICI ICI �O - II�III�III�III�II _� ICI ICI ICI ICI =__ II�III�III�III�I �� ICI ICI ICI ICI 40 E SURE 5 0 ���II�1�151 0 Ln N 0 i� UNITS BEYOND NOT SHOWN FOR CLARITY F UUU 6 A ELEVATION SCALE: 1 /4"-1'-0" a FINISHED GRADE NORTH — — �EXISTING GRADE - - ---------------------------- i�------- 2 -1111� 5 a5 JI/ i N EXISTING GRADE FINISHED GRADE UNITS BEYOND NOT SHOWN FOR CLARITY B ELEVATION - SOUTH SCALE: 1 /4"=1'-0" R RURR 7 MRS E RURE 8 SHEAR WALL SCH FD U C WALL CONSTRUCTION NOTLS: A. USE 2X6 @16" O.C., H.F. #2 OR BTR. FOR ALL EXTERIOR WALLS, UNO. B. USE 2X4 @16" O.C., H.F. #2 OR BTR, FOR ALL INTERIOR WALLS, UNO. C. USE SHEARWALL TYPE P1 FOR ALL EXTERIOR WALL NAILING, U.N.O. D. SEE SHEARWALL SCHEDULE FOR SHEARWALL CONSTRUCTION. SHEARWALL SCHEDULE 1,2,3,4,5 MARK STRENGTH SHEATHING PANEL EDGE TOP PLATE CONNECTION BASE PLATE CONNECTION (LB/LF) NAILING F TJI IF SOLID WOOD @ WOOD @ CONCRETE P1 240 3"'CDX PLYWOOD 8d @6"O.C. 16d @6"O.C. LPT4 @24"O.C. 16d @6"O.C. a"0 AB @ 32"O.C. P2 3505 3"'CDX PLYWOOD 8d @4"O.C. 16d @4"O.C. LPT4 @16"O.C. 16d @6"O.C. 8"0 AB @ 32"O.C. NOTES: 1. BLOCK EDGES WITH 2X LAID FLAT AND NAIL TO INTERMEDIATE SUPPORTS WITH 8d @12"O.C. 2. 8d NAILS SHALL BE 0.131"0 X 221"(COMMON) 10d NAILS SHALL BE 0.148"0 X 3"(COMMON) 16d NAILS SHALL BE 0.135"0 X 321"(BOX) 3. EMBED ANCHOR BOLTS AT LEAST 7". EXPANSION BOLTS MAY BE SUBSTITUTED FOR ANCHOR BOLTS WITH 4" EMBEDMENT. ALL BOLTS SHALL HAVE 3"X3"X0.229" PLATE WASHERS. 4. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS AND END STUDS SHALL RECEIVE PANEL EDGE NAILING. 5. MINIMUM TWO 2X BASE PLATES OR ONE 3X BASE PLATE ARE REQUIRED. Holdown calculations: Holdown type Design shearwall strength Wall height Req'd HD wood to concrete' floor to floor Mark (Ibs/ft) (feet) (Ibs) P1 240 8 1920 STHD10 MSTA49 P1 240 9 2160 STHD10 MST37 P1 240 10 2400 STHD14 MST48 P1 240 11 2640 STHD14 MST48 P2 350 8 2800 STHD14, HTT4 MST48 P2 350 9 3150 STHD14, HTT4 MST48 P2 350 10 3500 HTT4, HTT5 MST60 P2 350 11 3850 HTT5 MST60 Notes: 1 - 6" min. stem wall 2 - Reference table: Tie: owable tension (SPF/F MSTA49 2020 LBS MST37 2345 LBS MST48 3640 LBS MST60 5405 LBS MSTC28 2980 LBS Holdown: STHD10 2295 LBS STHD14 3500 LBS HTT4 3830 LBS HTT5 4375 LBS 16" or less Clear span of floor to floor 16" or less Clear span of floor to floor 16" or less Clear span of floor to floor 18" or less Clear span of floor to floor 4" or less Clear span between 2 members Cast-in-Place/DRILL & EPDXY with anchor bolt SIB 5/8"�X24"1 Cast-in-Place/DRILL & EPDXY with anchor bolt SIB 5/8"�X24"1