2413 CHESTNUT ST 2025-09-29 - Laserfiche WebLink

b GK Structural Engineering,LLC Project Title: Bury.t{Resid Fire Damage Repair 14703 1st Lane NE,Ste 205 Engineer: JG Duvall,WA 98019 Project ID: YR15-23-023 425.318.6049 Project Descr: www.gkstructural.com Combined Footing Project File:struct talcs(Burgett) 23 023.ec6 LICK:KW-08013991,Buikt:20.23.07.20 GK STRUCTURAL ENGINEERING LLC (0)ENERCALC INC 1983-2023 DESCRIPTION: (N)Comb Ftg Segment DESIGN SUMMARY ®- • Factor of Safety Item Applied Capacity Governing Load Combination PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 1.073 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination ....__.... ... --......-..._.._.._............ -- ------.._............._.,...............---- - ---- ----._....._-.. E PASS 0.8686 Soil Bearing 0.8686 ksf 1.0 ksf +D+S I PASS 0.01373 1-way Shear-Col#1 1.128 psi 82.158 psi +1.20D+0.50L+1.60S € PASS 0.01609 1-way Shear-Col#2 1.322 psi 82.158 psi +1.20D+0.50L+1.60S f PASS 0.005348 2-way Punching-Col#1 0.8787 psi 164.317 psi +1.20D+0.50L+1.60S PASS 0.01049 2-way Punching-Col#2 1.724 psi 164.317 psi +1.20D+0.50L+1.60S PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft NIA PASS 0.009219 Flexure-Left of Col#1-Bottom 0.2446 k-ft 26.529 k-ft +1.20D+0.50L+1.60S PASS 0.04686 Flexure-Between Cols-Top 11.327 k-ft 28.329 k-ft +1.20D+0.50L+1.60S PASS 0.003174 Flexure-Between Cols-Bottom 0.08420 k-ft 26.529 k-ft +1.20D+0.50L+1.60S € PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft NIA PASS 0.003121 Flexure-Right of Col#2-Bottom 0.08281 k-ft 26.529 k-ft +1,20D+0.50L+1.60S Soil Bearing i Eccentricity Actual Soil Bearing Stress Actual 1 Allow a Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio E D Only _ 3.58 k -0.236 ft 0.58 ksf 0.33 ksf 1.00 ksf 0.576 +D+L 3.88 k -0.254 ft 0.63 ksf 0.35 ksf 1.00 ksf 0.635 +D+S 5.08 k -0.305 ft 0.87 ksf 0.42 ksf 1.00 ksf 0.869 +D+0.750L 3.80 k -0.250 ft 0,62 ksf 0.35 ksf 1.00 ksf 0.620 +D+0.750L+0.750S 4.93 k -0.300 ft 0.84 ksf 0.41 ksf 1.00 ksf 0.839 +0.60D 2.15 k -0.236 ft 0.35 ksf 0.20 ksf 1.00 ksf 0.346 r. Overturning Stability E Vloments about Left Edgc k-ft loments about Right Edg k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0-00 999.000 0.00 0.00 999.000 i +D+L 0.00 0.00 999.000 0.00 0.00 999.000 ( +D+S 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S 0.00 0.00 999,000 0.00 0.00 999.000 +0.60D 0.00 0.00 999,000 0.00 0.00 999.000 Sliding Stability ii _ Load Combination... Sliding Farce Resisting Force Sliding SafetyRatto D Only 0.00 k 1.07 k 999 +D+L 0.00 k 1.16 k 999 +D+S 0.00 k 1.52 k 999 +D+0.750L 0.00 k 1.14 k 999 +D+0,750L+0.750S 0.00 k 1.48 k 999 +0.60D 0.00 k 0.64 k 999 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed fi Load Combination... Mu from left Side As Req`d by Actual As Phi'Mn Mu f PhiMn i (ft-k) (ft) {in^2) (in^2) (ft-k) +0.60D 0.000 0.000 0 0.000 0 0.000 0.000 0.000 is +0.600 0.000 0.013 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.026 0 0.000 0 0.000 0.000 0.000 t, +0.60D 0.000 0.039 0 0.000 0 0,000 0.000 0.000 t +0.60D 0.000 0.053 0 0.000 0 0,000 0.000 0.000 i +0.60D 0.000 0.066 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.079 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.092 0 0.000 0 0.000 0.000 0.000 i +0,60D 0.000 0.105 0 0.000 0 0.000 0.000 0.000 ( F i i fi