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Plans MST 0 i : 70ib sit) L.d/ ........„,„„...........,,,,„„„.„.... i. Lola Lane Residence I/v '� /� 1h)1 �..� Tigard, Oregon 1'1211-1,44 - (GiT ��,` �. z�- ` 1144(::pr : s; wc ^/Z0tS 7, li 2, -17 Eco` fl- 11/. ixe,- k44.14-r • 1 / . • - . ® 1 6. . . 5/444' X lo'' ki - ?72 et,' . Iate, { .. w�. . ��� -t. �, .. - —. 4- . 'p4.1.17/ fir- Waw L4 lvti. v. . D1-1 �,--� aI�PTh e �1. p i� -mob — --77.7777:----1- _.1.: - - -- -,,- i k 1 T - 1 'TT • ( i �/- `� d .fes lit'jI,ii'.ZiK Cvl47--. C7-(44:\ it u� Ji III v. r ICI j,u, n n.. ....a• x..4..4..,, Engineers Dsgnr: Tonya Halog """ Consulting Structural En JamesPierson,Inc. g Description Date: 2;30PM, 13 MAR 14 D 610 SW Alder,#918 pti Basement Wall NVIF,......of Portland,OR 97205 Scope: (503)226-1286 Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev; 580014 Lk User KW 0601615,Ver 5.8.0,1-Dec-2003 ( Restrained Retaining Wall Design Page 1 c)1983 2003 ENERCALC Engineering Software Description lolalane.ecw:Calculations ■ p Basement wall I Criteria 0Soil Data Footing Strengths&Dimensions Retained Height = 8.50 ft Allow Soil Bearin Wall height above soil = 0.50 ft g = 1,500.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As Total Wall Height = 9.00 ft Heel Active Pressure = 50.0 = 0.0014 Toe Active Pressure = 0.0 Toe Width = 0.67 ft Passive Pressure = 250.0 Top Support Height = 9.00 ft Heel Width = 1.33 Total Footing Width = 2.00 Slope Behind Wall = 0.00: 1 FootinglJSoil Friction = 0.300 Footing Thickness =Height of Soil over Toe = 12.00 in 8.00 in Soil heightignore Soil Density = 110.00 pcf for sivepressure = Key Depth 0.00 in P 0.00 in = 0.00 in Wind on Stem = Key Distance from Toe = 0.00 ft 0.0 psf Cover @ Top = 3.00 in ©Btm.= 3.00 in Design Summary Concrete Stem Construction Total Bearing Load = 1,832 lbs Thickness - resuftant ecc. = 2.51 in 8.00 in Fy = 60,000 psi Wall Weight = 96.7 pcf fc = 3,000 psi Soil Pressure©Toe = 341psf OK P Stem is FREE to rotate at top of footing Soil Pressure©Heel = 1,491 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable Mmax Between @ Top Support Top&Base @ Base of Wall ACI Factored©Toe = 478 psf ACI Factored @ Heel = 2,087 psf Stem OK Stem OK Stem OK Design height = 9.00 ft Footing Shear @ Toe = 2.8psi OK 3.72 ft 0.00 ft Footing Shear @ Heel = Rebar Size = # 5 Allowable = 93.1 psi si OK Reber Spacing = 12.00 in 16.00 in # 5 Rebar Placed at16.00 in Reaction at Top = 568.6 lbs = Center Center Center Rebar Depth 'd' = 4.00 in Reaction at Bottom = 1,687.6 lbs 4.00 in 4.00 in Design Data Sliding Calcs Slab Resists All Sliding! ib/FB+fa Fa = 0.000 0.901 Sliding SlidingForcelab = Mu....Actual = 0.000 1,68 .6 lbs = 0.0 ft-# 3,556.9 ft-# 50.0.8 ft-# Mn*Phi Allowable = 5,154.8 ft-# 3,945.8 ft-# 3,945.8 ft-# Shear Force @ this height = 966.7 lbs 2,103.9 lbs Shear Actual = 20.14 psi Shear Allowable = 93.11 93.1183 psi psi Footing Design Results Rebar93.11 psi Lap Required = 21.36 in 21.36 in Toe eel Rebar embedment into footing Factored Pressure = 478 2,087 psf 8.58 in Mu':Upward = 146 0 ft# Other Acceptable Sizes&Spacings: Mu':Upward = 70 330 ft-# Toe: None Spec'd -or- Not req'd,Mu<S*Fr Heel:None Spec'd -or- Not req'd,Mu<S*Fr Mu: Design = 70 337 ft-# Key: No key defined -or- No key defined Actual 1-Way Shear = 2.83 9.92 psi Allow 1-Way Shear = 93.11 93.11 psi I Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure r (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = lbs ft ft-# - '-t.1 , Soil Over Toe = 48.9lbs 0.33 ft 16.3ft# Surcharge Over Toe - lbs ft c ! Stem Weight = ft# A - 9 870.0 lbs 1.00 ft 870.3ft-# "'' Soil Over Heel = 623.01bs 1.67 ft I,038.5ft-# l ' Footing Weight = 290.0Ibs 1.00 ft 290.0ft-# Total Vertical Force = 1,831.9Ibs Moment = 2,215.1ft-it \ i ,.,.t„..1x)/1„. Net Moment Used For Soil Pressure Calculations -383.1 ft-# {