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BofA Edmonds Structural Permit CalculationsGENSLER ARCHITECTS Bank of America Edmonds Edmonds, WA Structural Calculations CALCULATIONS INCLUDED: Pages 1 through 14 These Calculations cover the structural design of cold - formed framing for a tenant improvement of an existing bank branch 1q:ff 16015th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 KPFF Project No. 2000098 4/24/2020 Iqjff 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5821 TABLE OF CONTENTS Bank of America Edmonds KPFF Proj. No. 2000098 Permit Submittal Structural Calculations 1. Seismic Hazard................................................................................... Page 2 2. CFS Wall Loads and Hold-down sizing ................................................ Page 4 3. CFS Design........................................................................................ Page 7 4. Hold-down Design.............................................................................. Page 11 5. Connections to existing building.......................................................... Page 13 412412020 Page 1 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=47.81106409999999&ing=-1... L1TC Hazards by Location Page 2 1 of 2 4/2/2020, 2:11 PM ATC Hazards by Location https://hazards. atcounci1. org/#/seismic?lat=47.81106409999999&Ing=-1... Search Information Address: 306 Main St, Edmonds, WA 98020, USA Coordinates: 47.81106409999999,-122.3795628 Elevation: 54 ft Ti mestam p: 2020-04-02T21:11:32.399Z Hazard Type: Seismic Reference ASCE7-10 Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Sa(g) 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters %ngeles Mi. tot asequim MaryBaker-Snoqua sville National For 6 �..r..erett 54 ft o tot { If i ark Redmond 2 Seattle ° i�Go gle r--,--* Map Rep"Uemaeaq e Design Horizontal Response Spectrum Sa(g) 0.80 0.60 0.40 0.20 0.00 1 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Name Value Description SS 1.27 MCER ground motion (period=0.2s) S1 0.498 MCER ground motion (period=1.Os) SMS 1.27 Site -modified spectral acceleration value SMi 0.748 Site -modified spectral acceleration value SpS 0.847 Numeric seismic design value at 0.2s SA Spt 0.499 Numeric seismic design value at 1.Os SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.502 Site amplification factor at 1.0s CRS 0.985 Coefficient of risk (0.2s) CRC 0.951 Coefficient of risk (1.0s) PGA 0.514 MCER peak ground acceleration Page 3 2 of 2 4/2/2020, 2:11 PM project BofA Edmonds by LRM sheet no. location Edmonds, WA date 4/10/20 1 client Gensler job no. 2000098 1601 Sth Avenue, Suite 1600 Seattle, WA98101 206622-5822 Partition Shear Wall Design interior partial height partition forces Interior non -bearing wall loading Live load: wall height 9 ft tributary height 4.5 ft Live load 5 psf Distributed load 22.5 lb/ft Seismic load Sds 0.847 g Ip 1 ap 1 Rp 2.5 0, 2.5 z/h 0 Fp 0.136 *Wp Fp,min 0.254 *Wp Fp, design 0.254 *Wp Wall weight 10 psf Seismic force 2.54 psf Seismic force, ASD 1.78 psf Seismic distributed top track 8.00 lb/ft Fastener force 4.45 psf Live load controls for wall and fastener design See calculation outputs for wall design (ASD) CFS interior partition wall BofA Edmonds - Partition shear walls Page 4 project BofA Edmonds by LRM sheet no. location Edmonds, WA date 4/10/20 IqJff client Gensler job no. 2000098 1601 5th Avenue, Suite 1600 Seattle, WA98101 206622-5822 Partition Shear Wall Partition Wall Layouts Governing location for top track design Page 5 BofA Edmonds - Partition shear walls project BofA Edmonds by LRM sheet no. location Edmonds, WA date 4/10/20 IqJff client Gensler job no. 2000098 1601 5th Avenue, Suite 1600 Seattle, WA98101 206622-5822 Partition Shear Wall E9 Controlling location for shear wall designs _Q>;U >zFin p � r C� nn o �rn m v 0 V+ �-C�> m —i Page 6 BofA Edmonds - Partition shear walls Project Name: BofA Edmonds Model: Multi -span top track Code: 2012 NASPEC [AISI S100-2012] 22.50 22.50 22.50 R1 R2 R3 R4 I I I I 5.00 12.25 12.25 Section : (2) 362T150-43 Back -To -Back Track Maxo = 840.1 Ft -Lb Moment of Intertia, I = 1.15 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Page 1 of 1 Date: 04/10/2020 Simpson Strong -Tie® CFS Designer TM 1.5.0.0 Reactions Support Reactions (lb) R1 18.89 R2 216.04 R3 321.65 R4 107.17 Shear and Web CrioDlina Checks Bending and Shear 44.9% Stressed (Unstiffened): @R3 Bending and Shear NA (Stiffened): Web Stiffeners No Required?: Fy = 33.0 ksi Va = 3478.2 lb Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Span 186.8 0.222 104.1 Full 840.1 0.124 0.005 L/12999 Middle Span 375.3 0.447 146.2 Full 840.1 0.174 0.048 L/3035 Right Span 375.3 0.447 255.2 Full 840.1 0.304 0.113 L/1306 SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Page 7 Project Name: BofA Edmonds Model: Multi -span top track 2 Code: 2012 NASPEC [AISI S100-2012] 22.50 22.50 R1 I R2 I R3 I 15.00 15.00 Section : (2) 362T150-43 Back -To -Back Track Maxo = 840.1 Ft -Lb Moment of Intertia, I = 1.15 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Page 1 of 1 Date: 04/24/2020 Simpson Strong -Tie® CFS Designer TM 1.5.0.0 Reactions Support Reactions (lb) R1 126.56 R2 421.88 R3 126.56 Shear and Web Crippling Checks Bending and Shear 75.6% Stressed (Unstiffened): @R2 Bending and Shear NA (Stiffened): Web Stiffeners No Required?: Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) Left Span 632.8 0.753 356.0 Full 840.1 0.424 Right Span 632.8 0.753 356.0 Full 840.1 0.424 SIMPSON STRONG -TIE COMPANY INC. Fy = 33.0 ksi Va = 3478.2 lb Deflection (in) Ratio 0.220 L/818 0.220 L/818 www.strongtie.com Page 8 Project Name: BofA Edmonds Model: Gypsum shear wall Code: 2012 NASPEC [AISI S100-2012] Chord Data Chords: 362T150-43 (33) Single 2012 NASPEC [AISI S100-2012] Shearwall Chord Force = Includes Anchor Offset = Additional Axial Loads = Total Axial Loads = KyLy, KtLt for Axial Capacity = Maximum KL/r = Allowable Axial Load = Input Chord Moment = Flexural Bracing = Allowable Moment = Chord Interaction = Overturning Uplift Data Anchor offset Each End = Uplift at Anchor - Wind = Uplift at Anchor - Seismic (unfactored)= SIMPSON STRONG -TIE COMPANY INC. Page 1 of 1 Date: 04/10/2020 Simpson Strong -Tie® CFS Designer TM 1.5.0.0 fib) Height 9 ft Length 6.5 ft Load Data V(wind) = 0 lb V(seismic) = 330 lb 457 lb Sheathing Data 0.0 in Shear values per IBC 2012 (AISI S213-07/S1-09) 0 lb 457 lb See AISI S213-07/S1-09 for additional information 108 in Seismic Design Category F 232 Stud Thickness = 43 mils 784 lb Sheathing: 1/2-inch gyp board 1 side of wall 0 Ft -Lb Fasteners: 7-inches oc edges, 7-inches oc field Full 420 Ft -Lb Screws attaching panels to CFS steel framing shall comply with 0.58 ASTM C1513. Also, for framing members that are 54 mil and thinner, use minimum #8. For 68 mil and thicker, use min. #10. 0.0 in Aspect Ratio = 1.38:1 0 lb Allowable Aspect Ratio for Seismic = 2.00:1 457 lb Allowable Aspect Ratio for Wind = 2.00:1 0 lb/ft 145 lb/ft Unit Shear (Seismic) = 51 lb/ft Allowable Unit Shear (Seismic) = 116 lb/ft www.strongtie.com Page 9 Project Name: BofA Edmonds Model: Plywood shear wall Code: 2012 NASPEC [AISI S100-2012] Chord Data Chords: 362T150-43 (33) Single 2012 NASPEC [AISI S100-2012] Shearwall Chord Force = Includes Anchor Offset = Additional Axial Loads = Total Axial Loads = KyLy, KtLt for Axial Capacity = Maximum KL/r = Allowable Axial Load = Input Chord Moment = Flexural Bracing = Allowable Moment = Chord Interaction = Overturning Uplift Data Anchor offset Each End = Uplift at Anchor - Wind = Uplift at Anchor - Seismic (unfactored)= Warning: Unit Shear for Wind exceeds SIMPSON STRONG -TIE COMPANY INC. Page 1 of 1 Date: 04/10/2020 Simpson Strong -Tie® CFS Designer TM 1.5.0.0 fib) Height 9 ft Length 3.17 ft Load Data V(wind) = 0 lb V(seismic) = 216 lb 613lb Sheathing Data 0.0 in Shear values per IBC 2012 (AISI S213-07/S1-09) b I 0 0 lb lb See AISI S213-07/S1-09 for additional information 108 in Seismic Design Category F 232 Stud Thickness = 43 mils 784 lb Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side 0 Ft -Lb Fasteners: 6-inches oc edges, 12-inches oc field Full 420 Ft -Lb Screws attaching panels to CFS steel framing shall comply with 0.78 ASTM C1513. Also, for framing members that are 54 mil and thinner, use minimum #8. For 68 mil and thicker, use min. #10. 0.0 in Aspect Ratio = 2.84:1 0 lb Allowable Aspect Ratio for Seismic = 4.00:1 613 lb Allowable Aspect Ratio for Wind = 2.00:1 0 lb/ft 0 lb/ft Unit Shear (Seismic) = 68 lb/ft Allowable Unit Shear (Seismic) = 220 lb/ft www.strongtie.com Page 10 project BofA Edmonds by LRM sheet no. location Edmonds, WA date 4/10/20 IqJff client Gensler job no. 2000098 1601 5th Avenue, Suite 1600 Seattle, WA98101 206622-5822 Partition Shear Wall Select Holddown Shear Wall holddown force Holddown design force 613 lb (from CFS shear wall output) From Simpson Catalog: Simpson S/DTT2Z Load Tables (ASD amplified seismic force) Dimensions (in.) Fasteners ASD (lb.) LRFD (lb.) Stud Nominal Tension Deflection Tension Deflection Model Member Anchor Bolt Shed Thickness Tension Load' W H Diameter' Fastenerss mil {ga.} Load at ASD Load at LRFD (lb.) (in.} Load' Load' 33 24 1,570 0.138 2,200 0.250 4,265 43 (18) 1,685 0.151 2,355 0.250 5,570 SIDTT2Z 1 % 6'%a '9'ie 1/2 (8) 014 2-33 (2-20) 1,735 0.153 2,430 1 0.250 5,735 Page 11 BofA Edmonds - Partition shear walls project BofA Edmonds by LRM sheet no. location Edmonds, WA date 4/10/20 1qJff client Gensler job no. 2000098 1601 Sth Avenue, Suite 1600 Seattle, WA98101 206622-5822 Partition Shear Wall Select anchor TABLE 1A—CARBON STEEL STRONG-BOLT02 ANCHOR INSTALLATION INFORMATION' NOMINAL ANCHOR SIZE Carbon Steel CHARACiERISi1C SYMBOL UNITS 11, inch6 'fe inch- 11, inch• •1: inch• % inch• i inch. Installatic Information 510 "14 1 Norninal Diameter CV in. 11, -,!n 11, Drill Bit Diameter d in. '!4 '!p '1, 4IF 114 1 Baseplate Clearance Hole in. 511r, "fin 1%6 I 111Yfi 716 1116 Diameter (mm} (7.9) (11.1) (14.3) (1T.5) (22.2) (28.6) ft-lbf 4 30 60 90 150 230 Installation Torque Tmr (N-M) (5.4) (40_7) (81.3) {122.0) {203.4) {311.9) Nominal Embedment in. 1314 1116 2116 2314 a 3% 06 4'!a 04 5'!. 9314 Depth h (mm} (45) (48) (73) (TO) (99) (86) (130) (1D5) (146) (133) (249) Effective Embedment in. 1'!r V2 211x 211, 3N8 2314 4%. 33l1 5 4'11 9 depth°' (rnm) (33) (33) (64) (57) {36} (T0) {114) (36) (127) (114) (229) in. 17!e 2 3 3 4'1, 3'16 5316 43la 6 5 h 10 Minimum Hole Depth h w 4 {mm} (�) [51) (76) CT6} I1fl5} (92) (137) (111) (152) (140) I(254) Minimum Overall Anchor in. 2114 231, 311, 331. 5112 4112 6 5% 7 7 13 Length"`" (mm) (57) (70) (89) (95) (14D} (114) (152) {14t}} (1 TO) (178) (330) in_ 2112 6% 6 6 7112 711, 9 9 6 18 13112 Critical Edge Distance � (mm) (54) (165) (152) {152 (191) (191) {229) {229} (203) (43T) {343) in. 1'!4 5 6 4 4 5112 6112 6112 6112 8 Minimum Edge Distance (mm} (45) (152) (152) 1(102) (102) (155) (165) (165) (165) (203) Fors? in. - - 6 4 4 - 5 5 3 - (Mm) - - (152j {102) (102) - (127) (127) (203) in. 2114 3 2114 2114 2N4 5 2 1, 2114 7 8 {mm} (57) (76) (TO) {i0} (70) (127) (70) (TO) (178) (203) Minimum Spadng forc> in. - - 12 12 12 - 8 S a - (mm} - - (305) ) (305) - (203) {203) (203) - Minimum Gancrete in. 3114 3'1, 4112 4 5112 6 5112 6 7% 63l, 83la 9 13112 Thickness h,",,, {Mm} (03) (03) {714) (102) 140) (152) (140) (152) {200] (172} {222) (229} (343) Ad ditia psi 56,1501) 92,00D 85'am 70,000 60,000 Specified Yield Strength F'� (MPa) (3W) (634) (586) (433) (414) psi 70,00D 115,000 110,0D0 78,000 SpecifiedTensileStrength rw� (MPa) (483) (793) (758) (538) Minimum Tens ileand 0.0514 0-1105 0.166 I 0.270 in' 0-0319 0-472 Shear Stress Area s ` (mm2) (21) (33) (68) (107} (174) (305) Axial Stiffness in Service IbAn 73,T00' 34,820 63,570 91,370 118.840 299,600 Load Range - Cracked and (N1mm} (12,898)4 (6,D98) (11,133) (16.001) (20,312) (52,468) UncrackedGancrete` For 51- 1 inch = 25.4 m m, 1 irabf = 1.358 Nan. 1 psi = 889 PEk, 1 iW = 1545 m m�, 1 16frin = G_175 Nimm. Strong -Bolt 2, 1/2" dia., 2 3/4" nominal embed Page 12 BofA Edmonds - Partition shear walls project BofA Edmonds by LRM sheet no. location Edmonds, WA date 4/10/20 1qJff client Gensler job no. 2000098 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 Ex structure connection Design connections or partial height partitions to existing structures It is acceptable to use typcal fastener patterns for back-to-back connections to existing partitions Other connections to existing structures below 99 Interior non -bearing wall loading Distributed load Connection to ex mullion Wall length Reaction at ex structure #8 screw in shear quantity of screws Allowable screw capacity Demand capacity ratio Connection to ex wood column a Wall length Reaction at ex structure #8 screw in shear quantity of screws Allowable screw capacity Demand capacity ratio 22.5lb/ft (ASD) AQ 28.75 ft 323.4 lb 244 lb 3 732 lb 0.44 7 ft 78.8 lb 244 lb 3 732 lb 0.11 K.W11 Page 13 BofA Edmonds - Partition shear walls project BofA Edmonds by LRM sheet no. location Edmonds, WA date 4/10/20 1 client Gensler job no. 2000098 1601 Sth Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 Ex structure connection Connection to masonry wall CLI �o T Wall length 10.5 ft Reaction at ex structure 118.1 lb 1/2" titen hd 1385 lb quantity of screws 1 Allowable screw capacity 1385 lb Demand capacity ratio 0.09 TABLE 1—IBC AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU MASONRY CONSTRUCTION' ALLOWABLE LOADS BASED ON ANCHORS INSTALLED AT ANCHOR LOCATION4 (In.} DISTANCES ? CRITICAL EDGE DISTANCE, c,„n AND ANCHOR DRILL MIN. CRITICAL SPACING, sss,e ANCHOR DIA. z a EMBED.' (Ibf) MATERIAL DIA (in.} Edge Distance Spacing (in.) Tension Shear Critical, Minimum, Critical, Minimum, Crrv� Gm7n Scn� Snun 11a V, 2 ,'r 4 1 i, 4 2 410 500 11. 3?a 21!.i 12 4 6 3 480 870 CARBON STEEL !A 51g 4'1; 12 4 10 5 1,060 2.085 'Id s& 5% 12 4 12 6 1,600 3.000 Page 14 BofA Edmonds - Partition shear walls