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2020.0291.BP0023 engineering calcsLateral and Gravity Analysis for NHD RM2407-H Plan Parcel#64423400000 Thurston County for C&E Development P.O. Box 2983 Yelm,WA 98597 by N.L. Olson & Associates, Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 NLO #11303-20 September-20 Scope of Work: Engineering for two story duplex base on NHD RM2407-H plan. Analysis was done using the 2015 International Building Code Materials: Framing: HF #2 or better Beams: DF #2 or better Glulam: Douglas Fir 24F-V4 for simple supported and 24F-V8 for continuous or cantilevered beams Reinforcing Steel : ASTM A615 Grade 60 Concrete: fc = 2500 psi Design Assumptions: Soil Properties: 1500 psf Bearing Capacity, 250 psf/ft lateral capacity (assumed) Design Wind : 110 MPH 3 sec gust Seismic Zone D Ss = 160% S1 = 60.0% Snow Load: 30 psf Ground CONTENTS: Page 1 Page 2 Page 3 Page 4-13 Page 17-22 Page 23-37 Page 38-42 Gravity and Lateral Loads Building Layout and Wind Load Analysis Seismic Load Analysis Shear wall and Diaphragm Analysis Beam and Joist Analysis Critical Footing Pad Analysis Appendix Dead Loads Live Loads Snow Loads Wind Loads Seismic Loads Foundation Footing Floor= 12 Wall= 10 Roof= 15 psf(3 Joists,3 subfloor, 4 coverings) psf(1.5 studs,2.5 sheathing,0.5 insul. 3 paneling) psf (2 psf truss, 1 insulation, 3 ceiling, 5, roofing) Floor, Lt= Roof, Lr= Exposure Category C Risk Category 11 40 psf 25 psf Ct= 1.1 Ce= 0.9 Is= 1 Cs= 1 Pg= 30 psf Pf= 0. 7Ce*Ct*ls*Pg (ASCE 7-10 26.7.3) (ASCE 7-10 1.5-1) (ASCE 7-10 Table 7-3) (ASCE 7-10 Table 7-2) (ASCE 7-10 Table 1.5-2) (ASCE 7-10 Figure 7-2) (ASCE 7-10 Figure 7-1) Pf= 20.79 psf (ASCE 7-10 7.3-1) Ps = Cs*Pf Ps = 20.79 psf Use 25 psf for design Vult = 110 mph (3 Sec. Gust) Exposure B Site Class D Ss = 1.6 S1 = 0.6 Roof Dead Load= Roof Live Load= Floor Dead Load= Floor Live Load= 300 lb/ft 500 lb/ft 120 lb/ft 400 lb/ft Footing Width = 0.88 ft Use 16" footing width (Assumed) (USGS) (USGS) (ASCE 7-10 7.4-1) Building Layout 40 ft 40 ft r Assumed North Wind Loads (Simplified Envelope Method) (Per ASCE 7-10 Section 28.2-1) Case A Case B F1 r F2 r F~ ~ -----+ F1 b = 40.00 ft Case A-East-West Wind t , r A~ V hr = 8 ft h1 = 9 ft h2 = 9 ft ! hr =~ ~________:::,,, I ~------- h1 = 9 ft h2 = 9 ft b = 40.00 ft Case B -North -South Wind Roof Angle 5:12 or 22.6 degrees V= 110 mph (ASCE 7 -10 Figure 26.5 -1) a= 4 ft A= 1 - A= 24 .1 psf (ASCE 7 -10 Figure 28.6-1) B= 8 psf C= 17 .1 psf D= 8 psf F1= 5890 lbs F2 = 6660 lbs F1= 6408 lbs F2 = 6660 lbs Seismic Loads Site Class D Risk Category II Ss = 1.6 Fa= 1 Sms = Fa*Ss = 1.6 Sds = (2/3)*Sms = 1.000 • Design Category S1 = 0.6 Fv = 1.5 Sm1 = S1*Fv = 0.9 Sd1 =(2/3)*Sm1 = 0.55 •Design Category D D (ASCE 7-10 Table 11.4-1) (ASCE 7-10 Table 11.6-1) (ASCE 7-10 Table 11.4-2) (ASCE 7-10 Table 11.6-2) R = 6.5 0=3 Cd= 4 le= 1 (ASCE 7-10 Table 12.2-1) (ASCE 7-10 Table 12 .2-1) (ASCE 7-10 Table 12.2-1) (ASCE 7-10 Table 1.5-2) Approximate period per ASCE 7-10 Section 12.8.2.1 Ct= 0.02 X = 0.75 TL= 6 T = 0.2169 seconds Cs= (Sds)/(R/le) = 0.1538 Csmax = 0.3902 Csmin = 0.044 Use Cs= 0.154 Weight of the Structure Weight @ Roof = Weig ht @ Floor = Wtotal = V = CsW = 11077 K=1 Cv1 = 0.636 Cv2 = 0.364 F1 = 7049 F2 = 4028 33600 lbs 38400 lbs 72000 lbs lbs lbs lbs Total applied earthquake load (ASCE 7-10 12.8.3) (Includes 1/2 upper walls and roof) (Includes 1 /2 walls and floor) Check Shear Check Studs Check Holddowns North Wall (Upper Floor) (Perforated Method) (Seismic) H= W= Wf= F= w= w 8 ft 40 ft 24 ft 3524 lbs 245 lb/ft (Wall height) (Wall width) (Wall width w/ full height sheathing) (Horizontal load) (Vertical load) (Attatchment) p = 1.3 V = 318 lb/ft vs= 448 cp = 0.8 lb/ft (SDPWS Table 4.3A) Use 7/16in sheathing w/ 8d nails@4in edge spacing Co= 60.0% T = C = 1174.83 lb fc = 142.40 psi ft= 142.40 psi Try 2"x6" A= 8.25 Fe'= 2080 psi Ft' = 1260 psi Use No.2 HF 2x6 @ wall ends Fto = -4195 lbs No Net Uplift No hold down required in"2 , Works Works Check Deflections Ga = 14 Cd= 4 (ASCE 7-10 12 .8.6) Wall Deflection = 0. 94 in Allowable Deflection =. 02 H = Meets deflection criteria 1.92 in Check Shear Check Studs Check Holddowns South Wall (Upper Floor) (Perforated Method) (Seismic) H= W= Wf= F= w= w 8 ft 21 ft 11 ft 3524 lbs 245 lb/ft (Wall height) (Wall width) (Wall width w/ full height sheathing) (Horizontal load) (Vertical load) (Attatchment) p = 1.3 V = 534 lb/ft vs= 600 cp = 0.8 lb/ft (SDPWS Table 4 .3A) Use 15/32in sheathing w/ 10d nails@ 3in edge spacing Co= 60.0% T = C = 2237.76 lb fc = 271 .24 psi ft= 271.24 psi Try 2"x6" A = 8.25 Fe'= 2080 psi Ft' = 1260 psi Use No.2 HF 2x6 @ wall ends Fto = -1230 lbs No Net Uplift No holdown required in"2 Works Works Check Deflections Ga = 37 Cd= 4 (ASCE 7-10 12 .8.6) Wall Deflection = 0.88 in Allowable Deflection =.02H = Meets deflection criteria 1.92 in Check Shear Check Studs Check Holddowns East/West Wall {Upper Floor) {Segmented Method) {Seismic) H= W= Wf= F= w= w p = 1.3 8 ft 31.5 ft 23.5 ft 3524 lbs 56 lb/ft (Wall height) (Wall width) (Wall width w/ full height sheathing) (Horizontal load) (Vertical load) (Attatchment) v = 270. 79 lb/ft vs= 384 cp = 0.8 lb/ft (SDPWS Table 4 .3A) Use 7/16in sheathing w/ 8d nails@ Sin edge spacing Co= 72 .0% T = C = 1243.20 lb fc = 150.69 psi ft= 150.69 psi Try 2"x6" A= 8.25 Fe' = 2080 psi Ft' = 1260 psi Use No.2 HF 2x6 @ wall ends Fto = 13 lbs Net Uplift No holdown required Works Works Check Deflections Ga = 11 Cd= 4 (ASCE 7-10 12.8.6) Wall Deflection = 1.05 in Allowable Deflection =.02H = Meets deflection criteria 1.92 in Check Shear Check Studs Check Anchors Check Holddowns North Wall (Main Floor) (Segmented Method) (Seismic) H= W= Wf= F= w= F p = 1.3 9 ft 16 ft 16 ft 4531 lbs 385 lb/ft (Wall height) (Wall width) (Wall width w/ full height sheathing) (Horizontal load) (Vertical load) (Attatch ment) v = 368.18 lb/ft vs= 560 cp = 0.8 lb/ft (SDPWS Table 4 .3A) Use 7/16in sheathing w/ 8d nails@4in e.dge spacing Co= 100.0% T = C = 2548.95 lb fc = 308.96 psi ft= 308 .96 psi Try 2"x6" A= 8.25 Fe'= 2080 psi Ft'= 1260 psi Use No.2 HF 2x6 @ wall ends in"2 Works Works z = 1922.4 lb/bolt (NOS Table 11 E, ts=1 1/2in, 5/8", HF) S = 5 .22 ft Use 5/Sin anchor bolts @ 48in Fto = 2351 lbs Net Uplift Use STHD14RJ Check Deflections Ga = 14 Cd= 4 (ASCE 7-10 12.8.6) Wall Deflection = 1.56 in Allowable Deflection =.02H = Meets deflection criteria 2.16 in Check Shear Check Studs Check Anchors Check Holddowns East/West Wall (Main Floor) (Segmented Method) (Seismic) H= W= Wf= F= w= F p = 1.3 9 ft 29 ft 29 ft 5538 lbs 112 lb/ft (Wall height) (Wall width) (Wall width w/ full height sheathing) (Horizontal load) (Vertical load) (Attatchment) v = 248.28 lb/ft vs= 384 cp = 0.8 lb/ft (SDPWS Table 4 .3A) Use 7/16in sheathing w/ 8d nails@6in edge spacing Co= 100.0% T = C = 1718 .83 lb fc = 208.34 psi ft= 208.34 psi Try 2"x6" A= 8.25 Fe'= 2080 psi Ft' = 1260 psi Use No.2 HF 2x6 @ wall ends in"2 Works Works z = 1922.4 lb/bolt (NOS Table 11 E, ts =1 1/2in, 5/8", HF) S= 7.74 ft Use 5/Sin anchor bolts @ 48in Fto = 95 lbs Net Uplift No holdown required Check Deflections Ga= 11 Cd= 4 (ASCE 7-10 12.8.6) Wall Deflection = 1.14 in Allowable Deflection =.02H = Meets deflection criteria Use Portal Frame for south garage wall per APA report TT-100 Wall Height= 9 ft Actual Width of Portal = 18 inches # of panels = 5 Interpolated Allowable Shear= 900 lbs (per panel) Total Resistance = 4500 lbs (allowable) V = 4124 lbs (Allowable from Seismic calcs) 2.16 in Check Shear Check Studs Check Anchors Check Holddowns Interior Garage Wall (Main Floor) (Segmented Method) (Seismic) H= W= Wf= F= w= F 9 ft 20 ft 20 ft 2014 lbs 214.2 lb/ft p = 1.3 (Wall height) (Wall width) (Wall width w/ full height sheathing) (Horizontal load) (Vertical load) (Attatchment) v = 130.91 lb/ft vs= 384 cp = 0.8 lb/ft (SDPWS Table 4 .3A) Use 7/16in sheathing w/ 8d nails@ 6in edge spacing Co= 100.0% T = C = 906.29 lb fc = 109.85 psi ft= 109.85 psi Try 2"x6" A= 8.25 Fe' = 2080 psi Ft' = 1260 psi Use No.2 HF 2x6 @ wall ends inA2 Works Works z = 1922.4 lb/bolt (NOS Table 11 E, ts=1 1/2in, 5/8", HF) S = 14 .69 ft Use 5/Sin anchor bolts @ 48in Fto = 107 lbs Net Uplift No holdown Required Check Deflections Ga = 15 Cd= 4 (ASCE 7-10 12 .8.6) Wall Deflection= 0 .58 in Allowable Deflection =.02H = Meets deflection criteria 2.16 in Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed 10 SEP 2020 , 10 30 AM Multiple Simple Beam File: NHD RM 407 Z.ec6 Software copyright ENERCALC, INC . 1983-2020, Build :12.20.8.17 I, II I ' • Description: Wood Beam Design : Floor Joists Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 2x12, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade: No .2 Fb -Tension Fb -Compr 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Applied Loads Unif Load : D = 0.0120 , L = 0.040 k/ft, Trib= 1.330 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : 0 .946 · 1 1,691 .83 psi' at 9.250 ft in Span # 1 1,787.65 psi +1 .20D+0.50Lr+1.60L +1.60H 0.248: 1 77.16 psi at 17.575 ft in Span# 1 311.04 psi +1.20D+0 .50Lr+1.60L +1 .60H Q 1 1r _§ YY._ Max Reactions (k) Left Support Right Support 0 .15 0.49 0 .15 0.49 Wood Beam Design : Struc Rim .ti 18.50 ft Max Deflections Transient Downward 0.495 in 448 Ratio Transient Upward Ratio LC : L Only 0.000 in 9999 LC : 1600 ksi 580 ksi Density 31.21 pcf Total Downward 0.643 in 344 LC : +D+L+H 0.000 in 9999 LC : Ratio Total Upward Ratio Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 2-2x12, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations , Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No .2 Fb -Tension Fb -Compr 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Applied Loads Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 8.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: 0.3 4 4 .: 1 535.21 psi at 3.000 ft in Span# 1 1,554.48 psi Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support +1 .20D+0.50Lr+1 .60L +1.60H 0.186: 1 57 .98 psi at 5.080 ft in Span# 1 311 .04 psi +1 .20D+0.50Lr+1 .60L +1 .60H Q 1 1r _§ YY._ 0 .29 0.96 0 .29 0.96 .ti 6 .0 ft Max Deflections Transient Downward 0 .016 in 4371 Ratio Transient Upward Ratio LC: L Only 0.000 in 9999 LC : 1600 ksi 580 ksi Density Total Downward Ratio 31.21 pcf 0.021 in 3362 LC: +D+L+H Total Upward 0.000 in Ratio 9999 LC : Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection . Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed 10 SEP 2020 , 10 30AM Multiple Simple Beam File: NHD RM 407 Z.ec6 Software copyright ENERCALC, INC. 1983-2020, Build :12.20.8.17 I, II I ' • Wood Beam Design : Garaqe Flush Beam Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 3.5x12, GLB, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations , Major Axis Bending Wood Species : Fb -Tension Fb -Compr Applied Loads DF/DF Wood Grade : 24F -V4 2,400 .0 psi Fe -Prll 1,650.0 psi Fv 265 .0 psi Ebend-xx 1,850 .0 psi Fe -Perp 650 .0 psi Ft 1,100 .0 psi Eminbend -xx Unif Load: D = 0.0120 , L = 0.040 k/ft , Trib= 8.0 ft Unif Load: D = 0.0150 , Lr= 0.0250 , S = 0.0250 k/ft , Trib= 18.0 ft 1,800.0 ksi 930 .0 ksi Density 32.210 pcf Design Summary ~--------------------------~ Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : 0.568 · 1 2 ,355 .71 psi' at 5.000 ft in Span# 1 4 ,145 .28 psi +1 .20D+1 .60Lr+0 .50L +1 .60H 0.41 5 : 1 190 .03 psi at 9 .033 ft in Span # 1 457 .92 psi +1 .20D+1 .60Lr+0 .50L+1 .60H Max Reactions Left Support Right Support (~ Q L M § W 1.83 1.60 2 .25 2.25 1.83 1.60 2 .25 2.25 Wood Beam Design : Garaqe Door Header .!::!. 3.5x12 10.0 ft Max Deflections Transient Downward 0.112 in 1069 Ratio Transient Upward Ratio LC : Lr Only 0.000 in 9999 LC: Total Downward 0.235 in Ratio 51 0 C: +D+0. 750Lr+0 . 750L +H Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Braced Using Load Res istance Factor Design with IBC 2018 Load Combinations , Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No .2 Fb -Tension Fb -Compr 900.0 psi Fe -Prll 1,350 .0 psi Fv 180 .0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575 .0 psi Eminbend -xx Applied Loads Un if Load: D = 0.0150 , Lr= 0.0250, S = 0.0250 k/ft , Trib= 3.0 ft Design Summary Max fb/Fb Ratio = fb: Actual : 0.167 · 1 286.35 psi' at 4.500 ft in Span # 1 1,709 .93 psi Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +1 .20D+1 .60Lr+0.50L +1 .60H 0.076: 1 23 .66 psi at 0 .000 ft in Span # 1 311.04 psi +1.20D+1.60Lr+0.50L+1 .60H Q 0 .20 0.20 L M § W 0.34 0.34 0.34 0.34 .!::!. 4x12 9 .0 ft Max Deflections Transient Downward 0.017in 6447 Ratio Transient Upward Ratio LC : Lr Only 0.000 in 9999 LC: 1,600 .0 ksi 580.0 ksi Density 32 .21 O pcf Total Downward Ratio 0.027 in 4029 Total Upward Ratio LC : +D+Lr+H 0.000 in 9999 LC : Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: P1·inted 1 0 SEP 2020 , 10 30AM Multiple Simple Beam File: NHD RM 2407 Z.ec6 Software copyright ENERCALC, INC. 1983-2020, Build :12.20.8 .17 I, II I ' • Wood Beam Design : Porch Beam Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x12, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No .1 Fb -Tension Fb -Compr 1000 psi Fe -Prll 1500 psi Fv 180 psi Ebend-xx 1000 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Applied Loads Unif Load: D = 0.0150, Lr= 0.0250, S = 0.0250 k/ft, Trib= 3.0 ft Point: D = 1.350, Lr= 2.250, S = 2.250 k@ 4.50 ft Point: D = 0.290, L = 0.960 k @ 2.50 ft Design Summary Max fb/Fb Ratio = fb: Actual: 0.929: 1 1,604 .69 psi at 4.500 ft in Span # 1 1,727.20 psi Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: +1.20D+1 .60Lr+0.50L +1.60H 0.320: 1 99 .60 psi at 0.000 ft in Span # 1 311 .04 psi +1.20D+1 .60Lr+0.50L +1 .60H Max Reactions Left Support Right Support (k) Q .!: 1=r § YY.. 1.19 0.72 1.61 1.61 0 .91 0.24 1.39 1.39 Wood Beam Design : Critical Window Header Max Deflections .ti Transient Downward 0.082 in Ratio 1461 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC : 1700 ksi 620 ksi Density Total Downward Ratio 31 .21 pcf 0.138 in 872 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC : Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade: No .2 Fb -Tension Fb -Compr 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Applied Loads Unif Load: D = 0.0150 , Lr= 0.0250, S = 0.0250 k/ft , Trib= 18.0 ft Unif Load: D = 0.0120 , L = 0.040 k/ft, Trib= 10.0 ft Design Summary Max fb/F b Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: Max Reactions (k) Q 0.805 : 1 1,501.70 psi at 3 .000 ft in Span# 1 1,865.38 psi +1.20D+1.60Lr+0.50L +1 .60H 0.463: 1 144.05 psi at 5 .240 ft in Span# 1 311 .04 psi +1 .20D+1.60Lr+0 .50L +1.60H .!: 1=r § YY.. Left Support 1 .17 Right Support 1.17 1.20 1.35 1.35 1.20 1.35 1.35 .ti 4x10 6.0 ft Max Deflections Transient Downward 0.036 in 2015 Ratio Transient Upward Ratio LC: Lr Only 0.000 in 9999 LC : 1600 ksi 580 ksi Density 31 .21 pcf Total Downward 0.082 in Ratio 882 C : +D+0. 750Lr+0 . 750L +H Total Upward Ratio 0.000 in 9999 LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection . Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed 10 SEP 2020 , 10 30AM Multiple Simple Beam File: NHD RM 407 Z.e Software copyright ENERCALC, INC. 1983-2020 , Build: 12.20.8.17 I, II I ' • Wood Beam Design : Triple Floor Joists Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 5.5x9, GLB, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb -Tension Fb -Compr 2400 psi Fe -Prll 1650 psi Fv 265 psi Ebend-xx 1850 psi Fe -Perp 650 psi Ft 1100 psi Eminbend -xx Applied Loads Unif Load : D = 0.0120 , L = 0.040 k/ft , Trib= 20 .0 ft Design Summary Max fb/Fb Ratio = fb: Actual : 0.764 · 1 3,167 .68 psi" at 5.000 ft in Span # 1 4 ,145 .28 psi +1 .20D+0.50Lr+1 .60L+1 .60H Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: 0 .4 43 : 1 202 . 73 psi at 9.267 ft in Span # 1 457 .92 psi +1 .20D+0 .50Lr+1 .60L+1.60H Max Reactions Left Support Right Support (k) Q !: !J -9. yy__ 1.20 4 .00 1.20 4 .00 .ti 5 .5x9 10.0 ft Max Deflections Transient Downward 0.301 in 398 Ratio Transient Upward Ratio LC : L Only 0 .000 in 9999 LC : 1800 ksi 950 ksi Density 31 .21 pcf Total Downward Ratio 0.391 in 306 Total Upward Ratio LC : +D+L+H 0.000 in 9999 LC: N.L. Olson & Associates 2453 Bethel Avenue (~60)876-2284 General Footing Description : Critical Footing Pad Code Re ferences Calculations per ACI 318-11 , IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties f'c : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Ana lys is Settings Min Steel% Bending Reinf. Min Allow% Temp Reinf . Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability , moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimens ions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete .. at Bottom of footing Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar SizE 2 .50 ft 2.50 ft 12 .0 in 0 .0 in 0 .0 in 0.0 in 3 .0 in 4 .0 # 4 4 # 4 Bandwidth Distrib ution Check (ACI 15 .4.4.2 ) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load 3 .60 OB : Overburden 0 .0 M-xx 0 .0 M-zz 0 .0 V-x 0 .0 V-z 0 .0 2.50 ksi 60.0 ksi 3 ,122 .0 ksi 145.0 pcf 0 .90 0.750 0 .00180 1 .0 : 1 1.0 : 1 Yes Yes No No ~I Lr 4.50 0.0 0.0 0 .0 0 .0 0 .0 I Project Title: Engineer : Project ID: Project Descr : Printed 28 fvlAY 20 15. 4 22PM File = \\5erver\shared folders\Users\nlevengood\8837-15 Dhillon\8837 .ec6 ENERCALC, INC . 1983-2014, Build:6.14.11 .18, Ver:6.14.11.18 -. . So il Des ign Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff . Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of dept!= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of dep1 = when maximum length or width is greater=t z X X (Ot+-----+--+----.+-+---+-----+--+-- N rn C. co CD 0 ~------+-----------,,,~ II 1 .50 ksf Yes 250.0 pcf 0 .30 1 .50 ft 0.0 ksf 0 .0 ft 0 .0 ksf 0 .0 ft 4 -#4Bars I I 1-I I 4 -#4 Bars I X ~~ 6eefe !::eeh 'f'g le 2 228eefers, !::eeldl"gle X: L s w E H 3 .20 4 .50 0 .0 0 .0 0 .0 k 0 .0 0 .0 0 .0 0.0 0 .0 ksf - 0 .0 0 .0 0 .0 0 .0 0.0 k-ft 0 .0 0.0 0.0 0 .0 0 .0 k-ft 0.0 0 .0 0 .0 0 .0 0.0 k 0 .0 0 .0 0 .0 0 .0 0 .0 k I N. L. Olson & Associates 2453 Bethel Avenue (360)876-2284 General Footing Description : Crit ical Footing Pad Project Title: Engineer: Project Descr : Project ID : Printed 28 tvlAY 2015, 4 22Pfv1 File= \\server\shared folders\Users\nlevengood\8837-15 Phillon\8837.ec6 ENERCALC, INC. 1983-2014, Build:6.14.11.18, Ver:6.14.11.18 DES IGN SUMMAR Y -----------------------------~-❖et•ii .. n-- Min. Ratio Item Applied PASS 1.0 Soil Bearing 1.645 ksf PASS n/a Overturning -X-X 0.0 k-ft PASS n/a Overturning -Z-Z 0.0 k-ft PASS n/a Sliding -X-X 0.0 k PASS n/a Sliding -Z-Z 0.0 k PASS n/a Uplift 0.0 k PASS 0.1321 Z Flexure (+X) 1.640 k-ft PASS 0.1321 Z Flexure (-X) 1.640 k-ft PASS 0.1321 X Flexure ( +Z) 1.640 k-ft PASS 0.1321 X Flexure (-Z) 1.640 k-ft PASS 0.1296 1-way Shear (+X) 9.719 psi PASS 0.1296 1-way Shear (-X) 9.719 psi PASS 0.1296 1-way Shear ( +Z) 9.719 psi PASS 0.1296 1-way Shear (-Z) 9.719 psi PASS 0.2457 2-way Punching 36.849 psi Deta il ed Res ults Soil Bearing Rotation Axis & Load Combination ... Gross Allowable Xecc Zecc X-X , +D+H 1.645 n/a 0.0 X-X , +D+L+H 1.645 n/a 0.0 X-X , +D+Lr+H 1.645 n/a 0.0 X-X , +D+S+H 1.645 n/a 0.0 X-X , +D+0.750Lr+0.750L +H 1.645 n/a 0.0 X-X, +D+0.750L +0 .750S+H 1.645 n/a 0.0 X-X, +D+0 .60W+H 1.645 n/a 0.0 X-X, +D+0.70E+H 1.645 n/a 0.0 X-X , +D+0.750Lr+0.750L +0.450W+H 1.645 n/a 0.0 X-X , +D+0.750L +0.750S+0.450W+H 1.645 n/a 0.0 X-X , +D+0.750L +0.750S+0.5250E+H 1.645 n/a 0.0 X-X, +0 .60D+0 .60W+0 .60H 1.645 n/a 0.0 X-X. +0 .60D+0.70E+0 .60H 1.645 n/a 0.0 Z-Z , +D+H 1.645 0.0 n/a Z-Z , +D+L +H 1.645 0.0 n/a Z-Z. +D+L r+H 1.645 0.0 n/a Z-Z , +D+S+H 1.645 0.0 n/a Z-Z. +D+0.750Lr+0.750L +H 1.645 0.0 n/a Z-Z, +D+0.750L +0 .750S+H 1.645 0.0 n/a Z-Z , +D+0 .60W+H 1.645 0.0 n/a Z-Z , +D+0.70E+H 1.645 0.0 n/a Z-Z, +D+0.750Lr+0.750L +0.450W+H 1.645 0.0 n/a Z-Z . +D+0.750L +0.750S+0.450W+H 1.645 0.0 n/a Z-Z , +D+0 .750L +0.750S+0 .5250E+H 1.645 0.0 n/a Z-Z , +0 .60D+0.60W+0 .60H 1.645 0.0 n/a Z-Z, +0.60D-t{).70E+0.60H 1.645 0.0 n/a Overturning Stab ility Rotation Axis & Load Combination ... Overturning Moment Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination ... Sliding Force Footing Has NO Sliding Bottom, -Z 0.7210 1.233 1.441 1.441 1.645 1.645 0.7210 0.7210 1.645 1.645 1.645 0.4326 0.4326 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Capacity 1.645 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 12.418 k-ft 12.418 k-ft 12 .418 k-ft 12.418 k-ft 75 .0 psi 75 .0 psi 75 .0 psi 75 .0 psi 150.0 psi Governing Load Combination +D+0.750L +0.750S+0.5250E+H about Z- No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+1.60Lr+0 .50L +1.60H +1.20D+1.60Lr+0 .50L +1 .60H +1.20D+1.60Lr+0.50L +1 .60H +1.20D+1.60Lr+0 .50L +1.60H +1.20D+1.60Lr+0 .50L +1 .60H +1.20D+1.60Lr+0 .50L +1 .60H +1.20D+1.60Lr+0 .50L +1 .60H +1 .20D+1 .60Lr+0 .50L +1.60H +1.20D+1 .60Lr+0 .50L +1 .60H Actual Soil Bearing Stress Actual / Allowable Top,+Z Left, -X Right, +X Ratio 0.7210 n/a n/a 0.438 1.233 n/a n/a 0.750 1.441 n/a n/a 0.876 1.441 n/a n/a 0.876 1.645 n/a n/a 1.000 1,645 n/a n/a 1.000 0.7210 n/a n/a 0.438 0.7210 n/a n/a 0.438 1.645 n/a n/a 1.000 1.645 n/a n/a 1.000 1.645 n/a n/a 1.000 0.4326 n/a n/a 0.263 0.4326 n/a n/a 0.263 n/a 0.7210 0.7210 0.438 n/a 1.233 1.233 0.750 n/a 1.441 1.441 0.876 n/a 1.441 1.441 0.87 6 n/a 1.645 1.645 1.000 n/a 1.645 1.645 1.000 n/a 0.7210 0.7210 0.438 n/a 0.7210 0.7210 0.438 n/a 1.645 1.645 1.000 n/a 1.645 1.645 1.000 n/a 1.645 1.645 1.000 n/a 0.4326 0.4326 0.263 n/a 0.4326 0.4326 0.263 Resisting Moment Stability Ratio Status All units k Resisting Force Sliding SafetyRatio Status N.L. Olson & Associates 2453 Bethel Avenue (360)876-2284 Genera l Footing Description : Crit ical Footing Pad Footin g Fl exure Flexure Axis & Load Combination X-X. +1.40D+1.60H X-X . +1 .40D+1.60H Mu Which Tension@ k-ft Side? Bot or Top? 0.630 0.630 +Z -Z Bottom Bottom Project Title : Engineer: Project Descr: Project ID: Printed 28 MAY 2015 , 4 22PM File = \\server\shared folders\Users\nlevengood\8837 -15 Dhillon\8837 .ec6 ENERCALC, INC. 1983-2014, Build :6.14.11 .18, Ver :6.14.11 .18 . . . As Req'd in"2 Gvrn. As in"2 Actual As in"2 Phi*Mn k-ft Status 0.2592 Min Temp% 0.2592 Min Temp% 0.320 0.320 12.418 12.418 OK OK N.L. Olson & Associates Project Title : 2453 Bethel Avenue Engineer: Project ID: (360)876-2284 Project Descr: Printed 28 MAY 2015 . 4 22PM General Foo t ing File= \\server\shared folders\Users\nlevengood\8837-15 Dhillon\8837.ec6 ENERCALC, INC. 1983-2014, Build:6.14.11.18, Ver:6.14.11.18 Description : Critical Footing Pad Footing Flexure Flexure Axis & Load Combination Mu Which Tension@ As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft X-X. +1.20O+0.50Lr+1.60L +1.60H 1.461 +Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X. +1.20D+0.50Lr+1.60L +1.60H 1.461 -Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X, +1.20O+1.60L +0.50S+1.60H 1.461 +Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X, +1.20O+1.60L +0.50S+1.60H 1.461 -Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X, +1.20O+1.60Lr+0 .50L +1.60H 1.640 +Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X. +1.20O+1.60Lr+0.50L +1.60H 1.640 -Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.440 +Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X. +1.20O+1.60Lr+0.50W+1.60H 1.440 -Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X, +1.20D+0.50L +1.60S+1.60H 1.640 +Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X. +1.20D+0.50L +1.60S+1.60H 1.640 -Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X, +1.20D+1.60S+0.50W+1.60H 1.440 +Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X. +1.20O+1 .60S+0.50W+1 .60H 1.440 -Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X, +1.20D+0.50Lr+0.50L +W+1.60H 1.021 +Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X, +1.20D+0.50Lr+0.50L +W+1.60H 1.021 -Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X, +1.20D+0.50L +0.50S+W+1 .60H 1.021 +Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X , +1.20D+0.50L +0.50S+W+1.60H 1.021 -Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X. +1.20D+0.50L +0.20S+E+1.60H 0.8525 +Z Bottom 0.2592 Min Temo% 0.320 12.418 OK X-X, +1.20O+0.50L +0.20S+E+1.60H 0.8525 -Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X. +0.90D+W+0.90H 0.4050 +Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X, +0.90D+W+0.90H 0.4050 -Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X. +0.90D+E+0.90H 0.4050 +Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X-X, +0.90D+E+0.90H 0.4050 -Z Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z . +1.40O+1.60H 0,630 -X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +1.40O+1.60H 0.630 +X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z. +1.20O+0.50Lr+1.60L +1.60H 1.461 -X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +1.20D+0.50Lr+1 .60L +1.60H 1.461 +X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z. +1.20O+1.60L +0.50S+1.60H 1.461 -X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +1.20O+1.60L +0.50S+1.60H 1.461 +X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z. +1.20O+1.60Lr+0.50L +1.60H 1.640 -X Bottom 0.2592 Min Temo % 0.320 12 .418 OK Z-Z, +1.20O+1.60Lr+0.50L +1.60H 1.640 +X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +1 .20O+1.60Lr+0.50W+1.60H 1.440 -X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z. +1.20O+1.60Lr+0.50W+1.60H 1.440 +X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +1 .20O+0.50L +1.60S+1.60H 1.640 -X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z. +1.20D+0.50L +1.60S+1.60H 1.640 +X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +1.20O+1.60S+0.50W+1.60H 1.440 -X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z , +1 .20O+1.60S+0.50W+1.60H 1.440 +X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z. +1.20O+0.50Lr+0.50L +W+1 .60H 1.021 -X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +1.20O+0.50Lr+0.50L +W+1.60H 1.021 +X Bottom 0.2592 Min Temo % 0.320 12.418 OK . Z-Z. +1.20D+0.50L +0.50S+W+1.60H 1.021 -X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +1.20O+0.50L +0.50S+W+1 .60H 1.021 +X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +1.20D+0.50L +0.20S+E+1.60H 0.8525 -X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z. +1.20O+0.50L +0 .20S+E+1.60H 0.8525 +X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +0.90D+W+0.90H 0.4050 -X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z. +0.90D+W+0.90H 0.4050 +X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +0.90D+E+0.90H 0.4050 -X Bottom 0.2592 Min Temo % 0.320 12.418 OK Z-Z, +0.90D+E+0.90H 0.4050 +X Bottom One Way Shear 0.2592 Min Temo % 0.320 12.418 OK Load Combination ... Vu@-X Vu@+X Vu@ -Z Vu@+Z Vu:Max PhiVn Vu/ Phi*Vn Status +1.40O+1.60H 3.733 osi 3.733 osi 3.733 osi 3.733 osi 3.733 osi 75 osi 0.04978 OK +1.20D+0.50Lr+1.60L +1.60H 8.659 osi 8.659 osi 8.659 osi 8.659 osi 8.659 osi 75 osi 0.1155 OK +1 .20O+1.60L +0 .50S+1.60H 8.659 osi 8.659 osi 8.659 osi 8.659 osi 8.659 osi 75 osi 0.1155 OK +1.20O+1.60Lr+0.50L +1 .60H 9.719 osi 9.719osi 9.719 osi 9.719 osi 9.719osi 75 osi 0.1296 OK +1.20O+1.60Lr+0.50W+1.60H 8.533 osi 8.533 osi 8.533 osi 8.533 osi 8.533 osi 75 osi 0.1138 OK +1.20D+0.50L +1.60S+1.60H 9.719 osi 9.719 osi 9.719 osi 9.719 osi 9.719osi 75 osi 0.1296 OK +1 .20O+1 .60S+0.50W+1.60H 8.533 osi 8.533 osi 8.533 osi 8.533 osi 8.533 osi 75 osi 0.1138 OK +1.20O+0.50Lr+0 .50L +W+1.60H 6.052 osi 6.052 osi 6.052 osi 6.052 osi 6.052 osi 75 osi 0.08069 OK +1.20D+0.50L +0.50S+W+1.60H 6.052 osi 6.052 osi 6.052 osi 6.052 osi 6.052 osi 75 osi 0.08069 OK +1.20D+0.50L +0.20S+E+1.60H 5.052 osi 5.052 osi 5.052 osi 5.052 osi 5.052 osi 75 osi 0.06736 OK +0.90D+W+0.90H 2.4 osi 2.4 osi 2.4 osi 2.4 osi 2.4 osi 75 osi 0.032 OK +0 .90D+E+0.90H 2.4 osi 2.4 osi 2.4 osi 2.4 osi 2.4 osi 75 osi 0.032 OK N. L. Olson & Associates 2453 Bethel Avenue (360)876-2284 General Footing Description : Critical Footing Pad Punching Shear Load Combination ... +1.40O+1 .60H +1.20D+0.50Lr+1.60L +1 .60H +1.20O+1.60L +0.50S+1 .60H +1 .20O+1.60Lr+0 .50L +1 .60H +1 .20D+1 .60Lr+0.50W+1.60H +1 .20D+0.50L +1.60S+1 .60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0 .50L +W+1.60H +1.20D+0.50L +0 .50S+W+1.60H +1.20D+0.50L +0.20S+E+1.60H +0.90D+W+0 .90H +0.90D+E+0.90H Project Title : Engineer: Project Descr: Vu Phi*Vn 14.156 osi 150 osi 32.833 osi 150 osi 32 .833 osi 150 osi 36.849 osi 150 osi 32.356 osi 150 osi 36 .849 osi 150 osi 32.356 os i 150o si 22 .947 os i 150 osi 22 .947 osi 150 osi 19.155 osi 150 os i 9.1 osi 150 osi 9.1 osi 150 osi Project ID: Prin ted 28 MAY 2015 , 4 22Plvl File = \\server\shared folders\Users\nlevengood\8837-15 Dhillon\8837.ec6 ENERCALC, INC. 1983-2014, Build :6.14.11.18, Ver :6.14.11.18 All units k Vu/ Phi*Vn Status 0.09437 OK 0.2189 OK 0.2189 OK 0.2457 OK 0.2157 OK 0.2457 OK 0.2157 OK 0.153 OK 0.1 53 OK 0.1277 OK 0.06067 OK 0.06067 OK 9/10/2020 ATC Hazards by Location Hazards by Location Search Information s 1-,e ll.o :·1 1) Address: Yelm, WA, USA Coordinates: 46.9420431, -122.6059582 Olyr51p,i,a ,_, Elevation: 354 ft Timestamp: 2020-09-1OT17:59:53.172Z Hazard Type: Seismic C l:'·n 1.rn I i,J ,:, Reference ASCE?-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.288 MCER ground motion (period=0.2s) S1 0.465 MCER ground motion (period=1.0s) SMs 1.545 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value Sos 1.03 Numeric seismic design value at 0.2s SA So1 * null Numeric seismic design value at 1.0s SA * See Sect ion 11 .4 .8 •Additional Information Name Value Description soc * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.908 Coefficient of risk (0.2s) CR1 0.891 Coefficient of risk ( 1 .Os) PGA 0.509 MCEG peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAM 0.611 Site modified peak ground acceleration https://hazards.atcouncil .org/#/seismic?lat=46.9420431 &lng=-122.6059582&address=Yelm%2C WA %2C USA l aconr,,a 0 F'U11"all up c, 354ft ' ~·-·1t Rain .iE ~•-Ja ti on:~: I P,: Map d at a ©202 0 Googl e 1/2 9/10/2020 TL 16 SsRT 1.288 SsUH 1.418 SsD 1.5 S1RT 0.465 S1UH 0.522 S1D 0.625 PGAd 0.509 * See Sect ion 11 .4.8 ATC Hazards by Location Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) Th e resu lts indica ted h e re DO N OT refle c t any state o r lo cal amendme nts to the va lue s o r any deline ati o n lin es made du ring the buildin g code adoption p rocess . Use rs sh ou ld co nfirm any outpu t obtain ed fro m this tool with the lo ca l A uth ority H aving Ju ris dic tion be fore proceedin g with de sig n . Disclaime r Hazard loads are provided by the U.S. Geolog ical Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals . ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https ://hazards.atcouncil .org/#/seismic?lat=46.9420431 &lng=-122.6059582&address=Yelm%2C WA%2C USA 2/2 9/10/2020 ATC Hazards by Location Hazards by Location Se arch Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: S Alaska St, Tacoma, WA, USA 4 7. 20690599999999, -122 .4584869 353 ft 2020-09-1OT18 :00:11.1292 Seismic ASCE?-16 II D-default l:lm ::1 Basic Paramete rs Name Value Description Ss 1.343 MCER ground motion (period=0.2s) S1 0.465 MCER ground motion (period=1.0s) SMs 1.612 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value Sos 1.075 Numeric seismic design value at 0.2s SA So1 * null Numeric seismic design value at 1.0s SA * Se e S ection 11 .4.8 •Additional In formation Name Value Description soc * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.912 Coefficient of risk (0.2s) CR1 0.898 Coefficient of risk (1.0s) PGA 0.5 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.6 Site modified peak ground acceleration :~ihe ll.0 :1 0 Oly ~1p r.:::D ,_, rv1 t lHaun u1~r Map data ©2020 Go og le https ://hazards.atcouncil.org/#/seismic?lat=4 7 .20690599999999&Ing=-122.4584869&address=S Alaska St%2C Tacoma%2C WA %2C USA 1/2 9/10/2020 TL 6 SsRT 1.343 SsUH 1.473 SsD 1.5 S1RT 0.465 S1UH 0 .518 S1D 0.6 PGAd 0 .5 * See Se ction 11.4.8 ATC Hazards by Location Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion ( 1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) Th e r e s ults indicated h ere DO NO T re fl ect any state or lo ca l ame nd men ts to the va lue s or any de lin ea ti o n lin es m a de during th e b uild in g code adopti on p rocess . Users s h ould confirm any output obta ined from this tool with the loca l Auth ority H avi ng Ju risdic tion be fore proceedin g with design . Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https ://hazards .atcouncil .org/#/seismic?lat=4 7 .20690599999999&1ng=-122.4584869&address=S Alaska St%2C Tacoma%2C WA %2C USA 2/2 9/10/2020 ATC Hazards by Location £\TC Hazards by Location Search Information Shelton Cl Address: Yelm, WA, USA ,,.,_,.__:-), (11:11) Coordinates: 46.9420431, -122.6059582 Elma Olymp oa . 0 . iJ Elevation: 354 ft Timestamp: 2020-09-1OT17:59:53.172Z Hazard Type: Seismic Ce-ntJr::;li -ri ,:, 0 Reference ASCE?-16 Ch:ehal i::;, Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.288 MCER ground motion (period=0.2s) S1 0.465 MCER ground motion (period=1.0s) SMs 1.545 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value Sos 1.03 Numeric seismic design value at 0 .2s SA So1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 •Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.908 Coefficient of risk (0.2s) CR1 0.891 Coefficient of risk (1.0s) PGA 0.509 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.611 Site modified peak ground acceleration https://hazards .atcouncil.org/#/seismic?lat=46.9420431 &lng=-122.6059582&address=Yelm%2C WA%2C USA Tacom.a . 0 Puvallup ·o 354ft ' ['v1t Ra ~ ni e National P~ Map data ©2020 Google 1/2 9/10/2020 TL 16 SsRT 1.288 SsUH 1.418 SsD 1.5 S1RT 0.465 S1UH 0.522 S1D 0.625 PGAd 0.509 * See Section 11 .4. 8 ATC Hazards by Location Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil .org/#/seismic?lat=46.9420431 &lng=-122.6059582&address=Yelm%2C WA%2C USA 2/2