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REV 2 Sharma - alt bsmt wall calcs 04-15-2020[1][2]eS SITE STRUCTURES A Division of Kosnik Engineering, PC Sharma Residence 15712 72"d Ave West Alternate Basement Wall Design To Allow for Building Construction City of Edmonds, Washington Structural Calculations 2UI14 I Cr�RAI ENS'\ G TONAL Project No. S-19-083B First Issue 04-15-2020 REVISION Apr 29 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1050519T" Ave SE, Suite B, Everett, WA 98208 ♦ (425) 357-9600 (phone) ♦ e-mail: dan@kosnik.com i A Dlvlslon of Kosnik Enginsering PC i U L U IN i K I P FOUNDATION DESIGN: . RETAINING WALL DESIGN IS BASED ON THE FOLLOWING VALUES AS PROVIDED IN THE GEOTECHNICAL REPORT BY GEOTECH CONSULTANTS = INC. DATED 01-25-18 & E-MA IL CORRESPONDENCE OF 09,27-19, ALLOWABLE BEARING PRESSURE: 3,000 PSF LATERAL EARTH PRESSURES: DRAINED BACKFILL ACTIVE CONDITION: 35PCF EFW (LEVEL BACKFILL j PASSIVE CONDITION; 300PCF EFW ULTIMATE SEISMIC ADDITION: La= 8H PSF UNIFORM SATURATED SOIL DENSITY: COEFF OF FRICTION; : : : : : : : : : : : : : : : p:p I : . . . . . . . . . . i : : : : : : : : : : : : . . . . . . . . i : : : : : : : : : : : 125 PCF wl LEVEL BACKFILL 0,50 ULTIMATE lip p IF Is A Is Is No w p is Is Is Is Is No Is w Is is Is Is lo IL IL Is IL IL is ic L !: - do is id Is IL is is is id p IL IL id 40 NIL v�Is IM lip is Is is is is is Is Is is ol Is Is is do Is ol III I Is is IN, Is v Vo Is :� liff Al zea is Is Ir is ol zlao��y d� dn. Is Is is Is I IN Is is IF is Is 100Ir 1' �l - NOJl-✓dNn �1 Aft li Wei 400 V� �I ON awe x euuaeule� aim � �+acwa v lea 91 n:gonxg ir lei ieo48 � ioardd e4' SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Sharma Residence 8.71FT RETAINING WALL REINFORCING sheet date prJ . no. Active Pressure + Surcharge H from top Ms Mu As Wall thick 8 in 1 20 32 0.001 Concrete cover 1.5 in 2 103 164 0.006 Rebar size 5 3 284 454 0.018 Concrete Strength fc 3000 psi 4 597 956 0.037 5 1079 1727 0.067 Depth to rebar center 6.19 6 1764 2822 0.110 Comp block depth 0.90 7 2687 4299 0.168 8 3883 6212 0.243 9 5387 8618 0.337 10 7233 11573 0.452 11 9458 15133 0.591 12 12096 19354 0.756 13 15182 24291 0.949 EFWa(pcf) 35 14 18751 30001 1.172 Surcharge(psf) 100 15 22838 36540 1.428 Soil Density(pcf) 125 H from top Ms Mu As LF active 1.6 8.25 4228 6765 0.262 LF surcharge 1.6 6 1764 2822 0.109 �'/a id r�7- 2eZv 5-19-083 Vertical Reinforcing: bar size: # 5 spacing: 16 it o/c As = 0.23 sq in >_ 0.11 Footing to Wall Dowels: bar size: # 5 spacing: 8 it o/c As = 0.46 sq in >_ 0.26 tension controlled cracking: p <_ pt: p = 0.0048 pt = 0.0136 development length: 27.4 Extend Dowels: 3.5 ft minimum into wall --+ go to 3.67 ft end hook development: 9.6 Embed Dowels: 5.5 in min into footing —+ go to 9 in into Horizontal Reinforcing: bar size: # 5 spacing: 16 it o/c each face: no p = 0.0024 >_ 0.0020 12 in ftg SITE STRUCTURES Project Sharma Residence sheet 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prj. no. 5-19-083 8.71FT RETAINING WALL REINFORCING Active Pressure + Seismic Seismic Pressure Component Uniform Lateral Earth Pressure 8 H psf = 66 psf Load Factor for Seismic Pressure Component 1.00 H from top Ms Mu As Wall thick 8 in 1 39 42 0.002 Concrete cover 1.5 in 2 179 207 0.008 Rebar size 5 3 455 549 0.021 Concrete Strength fc 3000 psi 4 901 1125 0.044 5 1554 1992 0.078 Depth to rebar center 6.19 6 2448 3204 0.125 Comp block depth 0.90 7 3618 4818 0.188 8 5099 6891 0.269 9 6926 9477 0.370 10 9133 12633 0.494 11 11757 16416 0.641 12 14832 20880 0.816 13 18393 26082 1.019 14 22475 32079 1.253 15 27113 38925 1.521 EFWa(pcf) 35 Soil Density(pcf) 125 H from top Ms Mu As 8.25 5522 7487 0.290 LF active 1.6 6 2448 3204 0.124 Vertical Reinforcing: bar size: # 5 spacing: 16 " o/c As = 0.23 sq in >_ 0.12 Footing to Wall Dowels: bar size: # 5 spacing: 8 it o/c As = 0.46 sq in ? 0.29 tension controlled cracking: p < pt: p = 0.0048 pt = 0.0136 development length: 27.4 Extend Dowels: 3.7 ft minimum into wall - * go to 3.67 ft end hook development: 9.6 it Embed Dowels: 6.0 in min into footing --+ go to 9 in into 12 in ftg SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Sharma Residence sheet Cf l q 8.71 FT RETAINING WALL REINFORCING date 4 01 1'% 4ev prj. no. 5-19-083 ,Pi Active Pressure +Surcharge Ha(ft)= 9.25 EFWa(pcf)= 35 Tw(in)= 8 Tftg(in)= 12.00 Hp(FT)= 2.00 EFWp(pcf)= 300 Hw(ft)= 8.71 Wftg(ft)= 5.00 FSpassive= 1.00 D(wall)pcf= 150 Lheel(ft)= 3.00 CoeFrict= 0.50 Dsoil(pcf)= 125.00 Ltoe(ft)= 1.33 Surchg(psf)= 100.00 D(ftg)pcf= 150 W(surchg)= 300 W 1(heel)= 3094 Fsrchg(lbs)= 259 Allowalbe Bearing Pressure 3000 psf W2(wall)= 871 Fa(lbs)= 1497 LF oveturn= 1.5 Fp(lbs)= 600 Ms-ot(ft-lb)= 5 815 W4(ftg)= 750 Ffrict(lbs)= 2507 Mu-ot(ft-lb)= 8722 Wtotal= 5015 FS sliding= 1.77 FS slide reqd= 1.50 D key(ft)= 0.00 Net Sliding= -13 51 Xcw(ft)= 1.97 Ecc-s(ft)= 1.16 Xresult-s(ft)= 3.13 Tr-s(ft)= 1.87 Ecc-u(ft)= 1.74 Xresult-u(ft)= 3.71 Tr-u(ft)= 1.29 3rd point= 1.67 CASE= Service RESULTANT WITHIN MIDDLE 3rd Tr (ft)= 1.87 Lbrg(ft)= 5.00 Q 1(psf)= 1758 < 3000 psf Q2(psf)= 248 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 1.29 Lbrg(ft)= 3.88 Q 1(psf)= 2586 < 1.5 X 3000 = 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)= 2 Top bar size = 5 Top bar spacing (in)= 16 Depth to Reinf d (in)= 9.69 Comp Block a (in)= 0.45 d - a/2 (in)= 9.46 As provided (sq in)= 0.23 TOE REINFORCING DESIGN Bot bar cover (in)= 3 Bot bar size = 4 Bot bar spacing (in)= 16 Depth to Reinf d (in)- 8.75 Comp Block a (in)= 0.29 d - a/2 (in)= 8.61 As provided (sq in)= 0.15 Load Factor 1.5 Wall Mu= 6343 ft-lbs Heel Mu based on Wdl Heel Mu DESIGN= As reqd = As min = 1.33 X As reqd = Wall Mu - Heel Mu Toe Mu DESIGN = As reqd = As min = 1.33 X As reqd = 6222 6222 ft-lbs @ wall 0.15 sq in per ft 0.39 sq in per ft 0.19 sq in per ft 121 150 ft-lbs @ wall 0.00 sq in per ft 0.35 sq in per ft 0.01 sq in per ft SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Sharma Residence sheet (p date � prj . no. 5-19-083 �i 8.71FT RETAINING WALL REINFORCING Active Pressure + Seismic Ha(ft)= 9.25 Hp(FT)= 2.00 CoeFrict= 0.50 W 1(heel)= 3094 W2(wall)= 871 W4(ftg)= 750 Wtotal= 4715 FS sliding= 1.40 Net Sliding= -850 Xcw(ft)= 2.00 CASE= Service CASE= Ultimate EFWa(pcf)= 35 EFWp(pcf)= 300 FSpassive= 1.00 Dsoil(pcf)= 125.00 Wseismic(psf)= 66.00 F seismic= 611 Fa(lbs)= 1497 Fp(lbs)= 600 Ffrict(lbs)= 2357 FS slide reqd= 1.36 Tw(in)= 8 Hw(ft)= 8.71 D(wall)pcf-- 150 Allowalbe Bearing Pressure LF oveturn= 1.36 Ms-ot(ft-lb)= 7040 Mu-ot(ft-lb)= 9546 D key(ft)= 0.00 Tftg(in)= 12.00 Wftg(ft)= 5.00 Lheel(ft)= 3.00 Ltoe(ft)= 1,33 D(ftg)pcf-- 150 3000 psf Ecc-s(ft)= 1.49 Xresult-s(ft)= 3.49 Tr-s(ft)= 1.51 Ecc-u(ft)= 2.02 Xresult-u(ft)= 4.02 Tr-u(ft)= 0.98 3rd point= 1.67 RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 1.51 Lbrg(ft)= 4.5 3 Q1(psf)= 2083 < 3000 psf Q2(psf)= 0 RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 0.98 Lbrg(ft)= 2.93 Q 1(psf)= 3216 < 1.5 X 3000 = 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)= 2 Top bar size = 5 Top bar spacing (in)= 16 Depth to Reinf d (in)= 9.69 Comp Block a (in)= 0.45 d - a/2 (in)= 9.46 As provided (sq in)= 0.23 TOE REINFORCING DESIGN Bot bar cover (in)= 3 Bot bar size = 4 Bot bar spacing (in)= 16 Depth to Reinf d (in)= 8.75 Comp Block a (in)= 0.29 d - a/2 (in)= 8.61 As provided (sq in)= 0.15 Load Factor = 1.5 Wall base Mu= 8282 Heel Mu based on Wdl 5672 Heel Mu DESIGN= 2800 ft-lbs @ wall As reqd = 0.07 sq in per ft As min = 0.39 sq in per ft 1.33 X As reqd = 0.09 sq in per ft Wall Mu - Heel Mu 2610 Toe Mu DESIGN = 2700 ft-lbs @ wall As reqd = 0.07 sq in per ft As min = 0.35 sq in per ft 1.33 X As reqd = 0.09 sq in per ft A Dhr��han of Kownik Enn rind P� Nnu �G��NG I Job No OPP& P;p I OP P T � TV: P p Y * , S0IiGHof'I�G—=�{D�F Izti i 9 p =� I 9 a 0 0 l�-Np 4 4 9 6 4 48 ww 4 ', sores f('ti=ss ' C ?ra,-> Now Pw 4 1 damp 4 aw for Op :00 VIV /rht — 112vi�J.a = p.,'Owy��- l�-Np 4 4 9 6 4 48 ww 4 ', sores f('ti=ss ' C ?ra,-> Now Pw 4 1 damp 4 aw for Op :00 VIV /rht — 112vi�J.a = p.,'Owy��-