10111 9TH AVE W EMERALD COURT APARTMENTS 2025-04-18

Tacoma,Washington Designed: OMA Date: 11/1/2022 Project Number: 19.933 Setts&hiii 253-474-9449 Checked: CJT Date: 11/4/2022 26 Project: Emerald Court Carports MEMBER CHECKS,CONTINUED General Footing Project File: 19933.ec6 LIC#:KW-06014086,Build:20.23.04.05 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: ALTERNATE FOOTING: SQUARE SPREAD FOOTING DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.4878 Soil Bearing 0.9756 ksf 2.0 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.130 Overturning-Z-Z 9.499 k-ft 10.730 k-ft +0.60D+0.60W PASS 4.433 Sliding-X-X 0.5762 k 2.554 k +0.60D+0.70E PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS 3.903 Uplift -1.157 k 4.518 k +0.60D+0.60W PASS 0.1012 Z Flexure(+X) 3.065 k-ft/ft 30.273 k-ft/ft +1.20D+1.605+0.50W PASS 0.03354 Z Flexure(-X) 1.015 k-ft/ft 30.273 k-ft/ft +1.20D+W PASS 0.05728 X Flexure(+Z) 1.734 k-ft/ft 30.273 k-ft/ft +1.20D+1.605 PASS 0.05728 X Flexure(-Z) 1.734 k-ft/ft 30.273 k-ft/ft +1.20D+1.605 PASS 0.04431 1-way Shear(+X) 3.323 psi 75.0 psi +0.90D+W PASS 0.01176 1-way Shear(-X) 0.8821 psi 75.0 psi +1.20D+W PASS 0.02009 1-way Shear(+Z) 1.507 psi 75.0 psi +1.20D+1.605 PASS 0.02009 1-way Shear(-Z) 1.507 psi 75.0 psi +1.20D+1.605 PASS 0.04564 2-way Punching 6.845 psi 150.0 psi +1.20D+1.60S Top reinforcing mat required(see'Bending'tab). /I\ Hand check required for anchor pullout. Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0.0 0.3337 0.3337 n/a n/a 0.167 X-X,+D+S 2.0 n/a 0.0 0.6927 0.6927 n/a n/a 0.346 X-X,+D+0.7505 2.0 n/a 0.0 0.6030 0.6030 n/a n/a 0.302 X-X,+D+0.60W 2.660 n/a 0.0 0.2824 0.2824 n/a n/a 0.106 X-X,+D+0.450W 2.660 n/a 0.0 0.2953 0.2953 n/a n/a 0.111 X-X,+D+0.7505+0.450W 2.660 n/a 0.0 0.5645 0.5645 n/a n/a 0.212 X-X,+0.60D+0.60W 2.660 n/a 0.0 0.1489 0.1489 n/a n/a 0.056 X-X,+D+0.70E 2.660 n/a 0.0 0.3337 0.3337 n/a n/a 0.126 X-X,+D+0.7505+0.5250E 2.660 n/a 0.0 0.6030 0.6030 n/a n/a 0.227 X-X,+0.60D+0.70E 2.660 n/a 0.0 0.2002 0.2002 n/a n/a 0.075 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.3337 0.3337 0.167 Z-Z,+D+S 2.0 3.918 n/a n/a n/a 0.4099 0.9756 0.488 Z-Z,+D+0.7505 2.0 3.376 n/a n/a n/a 0.3909 0.8151 0.408 Z-Z,+D+0.60W 2.660 12.711 n/a n/a n/a 0.0 0.6756 0.254 Z-Z,+D+0.450W 2.660 9.119 n/a n/a n/a 0.01467 0.5758 0.217 Z-Z,+D+0.7505+0.450W 2.660 8.375 n/a n/a n/a 0.07180 1.057 0.397 Z-Z,+0.60D+0.60W 2.660 24.103 n/a n/a n/a 0.0 1.260 0.474 Z-Z,+D+0.70E 2.660 9.183 n/a n/a n/a 0.01437 0.6531 0.246 Z-Z,+D+0.750S+0.5250E 2.660 7.188 n/a n/a n/a 0.1513 1.055 0.397 Z-Z,+0.60D+0.70E 2.660 15.305 n/a n/a n/a 0.0 0.5725 0.215 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,D Only None 0.0 k-ft Infinity OK X-X,+D+S None 0.0 k-ft Infinity OK X-X,+D+0.7505 None 0.0 k-ft Infinity OK X-X,+D+0.60W None 0.0 k-ft Infinity OK X-X,+D+0.450W None 0.0 k-ft Infinity OK X-X,+D+0.7505+0.450W None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W None 0.0 k-ft Infinity OK X-X,+D+0.70E None 0.0 k-ft Infinity OK X-X,+D+0.7505+0.5250E None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E None 0.0 k-ft Infinity OK Z-Z,D Only None 0.0 k-ft Infinity OK Z-Z,+D+S 5.103 k-ft 37.121 k-ft 7.274 OK