document.xls Retaining Wall with up to 2 Wall Segments CRSI Example 1 9'-0" high amg 16 Jan 97 SOIL AND ADDITIONAL LATERAL LOAD DATA Soil Active Pressure (EFP) 31.164 psf/ft Total Retained Height of 9.000 ft Passive Soil Pressure (EFP 424.37 psf/ft Soil Depth over toe: 1 ft Soil Density: 115 pcf Toe soil to ignore: 1 ft Friction Coef w/passive: 0.45 Allowable soil pressure: 2000 psf Surcharge: 0 psf SR = soil reaction = portion of upward soil pressure Additional Lateral Load: 0 psf due wind to use for heel design = 0.75 Dist to start of load from 0 ft 25 percent reduction Dist to end of load from T 0 ft FOOTING DATA STEM SEGMENTS Footing Length: 4.666667 ft Wall Segments Footing Thickness: 12 inches Upper Wall Height: 9.000 ft Key Depth: 0 inches Lower Wall Height: 0.000 ft Key Width: 0 inches Total wall height: 9 ft Dist to face of key from 4.667 ft Upper Wall Thickness: 0.667 ft Toe length: 1.833333 ft Lower Wall Thickness: 0.667 ft Heel length: 2.167 ft Lower Wall Material: concrete f'c: 3000 psi Upper Wall Weight: 100 psf/ft Lower Wall Weight: 100 psf/ft FOOTING SHEARS AND MOMENTS Screen wall weight: 0 psf/ft At Toe: Distance to critical pla 1.833 ft 0 LATERAL PRESSURES Pressure at critical pla 1180 psf Active Pressure Vu toe: 2633 lbs Pa1 from soil: 1558.20 lbs/ft NVc: 9218 lbs OK! Pa2 from surch: 0.00 lbs/ft Pressure at face: 973 psf Pa3 from lat lo 0.00 lbs/ft Mu toe: 3829 ft-lbs Total Active: 1558.20 lbs/ft At Heel: Passive Pressure Distance to critical pla 2.167 ft Pp1: 424.37 psf Vu down: 3595 plf Pp2: 424.37 psf Pressure at face: 773 psf Total Passive: 636.56 lbs/ft Vu up: 1020 plf Vu heel: 2574 plf Total Friction: 1729 lbs NVc: 10894 lbs OK! Sliding Resist: 2366 lbs Mu heel local 3056 ft-lbs OTM: 5194 ft-lbs/ft Mu key: 0 ft-lbs STABILITY FACTORS OF SAFTEY Element Weight Arm from toe Rm Sliding: 1.520 Sliding OK! lbs ft ft-lbs OTM: 2.237 OTM OK! footing 700 2.333 1633 upper heel soil 2243 3.583 8036 ECCENTRICITY lower heel soil 0 3.583 0 e = 0.661 ft key 0 4.667 0 within kern upper wall 900 2.167 1950 Effective footing length 4.667 ft lower wall 0 2.167 0 screen wall 0 2.167 0 Lower Wall Segment Shear and Moment Weight total 3843 Rm total 11619 Vu stem: 2146 lbs Mu stem: 6437 ft lbs SOIL PRESSURES Upper Wall Segment Shear and Moment qmax = 1523 psf OK! Vu segment: 2146 lbs qmin = 123 psf Mu segment: 6437 ft lbs :: CRSI Example 1 9'-0" high STEEL REINFORCEMENT DESIGN n = 21.48 CMU Wall Reinf at base of Lower Stem Half Stresses: NO f'm = 1500 Fv allow = 38.7 psi Fb allowable 500 psi Bar Size = 7 design "d" = 9.44 inches ### Bar Area = 0.60 in**2 rho = 0.0079449153 Bar Spacing = 8 inches n = 21.48 Area/ft of wall 0.9 in**2/ft M design = 6437 ft-lbs k = 0.438 n*rho = 0.1706685499 j = 0.854 Stresses Wall Shear V design = 2146 lbs Masonry fb = 386 psi OK fv = 18.9 psi OK Steel fs = 10646 psi OK CMU Wall Reinf at base of Upper Stem Half Stresses: NO f'm = 1500 Fv allow = 38.7 psi Fb allowable 500 psi Bar Size = 5 design "d" = 5.25 inches ### Bar Area = 0.31 in**2 rho = 0.0036904762 Bar Spacing = 16 inches n = 21.48 Area/ft of wall 0.2325 in**2/ft M design = 6437 ft-lbs k = 0.327 n*rho = 0.0792768959 j = 0.891 Stresses Wall Shear V design = 2146 lbs Masonry fb = 1604 psi NG fv = 34.1 psi OK Steel fs = 71016 psi NG Concrete Toe Requirements: Ultimate Stress Use same steel from wall and bend into toe Bar Size = 4 design "d" = 8.25 inches ### Bar Area = 0.20 in**2 Mu in toe = 3829 ft-lbs Bar Spacing = 9 inches As in toe = 0.266666667 in**2/ft 2Mn = 9586 ft-lbs OK is greater than Mu Concrete Heel Reinforcement Requirements: Ultimate Stress Bar Size = 4 design "d" = 9.75 inches ### Bar Area = 0.20 in**2 Mu stem = 10943 ft-lbs Bar Spacing = 9 inches Mu key = 0 ft-lbs As in heel = 0.266666667 in**2/ft Mu toe = 3829 ft-lbs Mu heel local = 3056 ft-lbs Mu heel global 7114 ft-lbs Mu* heel = 7114 ft-lbs Mu heel design= 7114 ft-lbs 2Mn = 11386 ft-lbs OK is greater than Mu heel design

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EXCEL spreadsheet for CRSI type retaining walls. Spreadsheet calculates all based on the CRSI Design Handbook.

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Retaining Wall with up to 2 Wall SegmentsCRSI Example 1 9'-0" high amg 16 Jan 97

SOIL AND ADDITIONAL LATERAL LOAD DATASoil Active Pressure (EFP): 31.164 psf/ft Total Retained Height of Soil: 9.000 ftPassive Soil Pressure (EFP): 424.37 psf/ft Soil Depth over toe: 1 ftSoil Density: 115 pcf Toe soil to ignore: 1 ftFriction Coef w/passive: 0.45 Allowable soil pressure: 2000 psfSurcharge: 0 psf SR = soil reaction = portion of upward soil pressureAdditional Lateral Load: 0 psf due wind to use for heel design = 0.75Dist to start of load from TOF: 0 ft 25 percent reductionDist to end of load from TOF: 0 ft

FOOTING DATASTEM SEGMENTS Footing Length: 4.666667 ftWall Segments Footing Thickness: 12 inches Upper Wall Height: 9.000 ft Key Depth: 0 inches Lower Wall Height: 0.000 ft Key Width: 0 inchesTotal wall height: 9 ft Dist to face of key from toe: 4.667 ft Upper Wall Thickness: 0.667 ft Toe length: 1.833333 ft Lower Wall Thickness: 0.667 ft Heel length: 2.167 ft Lower Wall Material: concrete f'c: 3000 psiUpper Wall Weight: 100 psf/ftLower Wall Weight: 100 psf/ft FOOTING SHEARS AND MOMENTSScreen wall weight: 0 psf/ft At Toe:

Distance to critical plane: 1.833 ft 0LATERAL PRESSURES Pressure at critical plane: 1180 psfActive Pressure Vu toe: 2633 lbsPa1 from soil: 1558.20 lbs/ft NVc: 9218 lbs OK!Pa2 from surch: 0.00 lbs/ft Pressure at face: 973 psfPa3 from lat load:: 0.00 lbs/ft Mu toe: 3829 ft-lbsTotal Active: 1558.20 lbs/ft

At Heel:Passive Pressure Distance to critical plane: 2.167 ftPp1: 424.37 psf Vu down: 3594 plfPp2: 424.37 psf Pressure at face: 773 psfTotal Passive: 636.56 lbs/ft Vu up: 1020 plf

Vu heel: 2574 plfTotal Friction: 1729 lbs NVc: 10894 lbs OK!Sliding Resist: 2366 lbs Mu heel local: 3056 ft-lbs

OTM: 5194 ft-lbs/ft Mu key: 0 ft-lbs

STABILITY FACTORS OF SAFTEYElement Weight Arm from toe Rm Sliding: 1.520 Sliding OK!

lbs ft ft-lbs OTM: 2.237 OTM OK!footing 700 2.333 1633upper heel soil 2243 3.583 8036 ECCENTRICITYlower heel soil 0 3.583 0 e = 0.661 ftkey 0 4.667 0 within kern upper wall 900 2.167 1950 Effective footing length: 4.667 ftlower wall 0 2.167 0screen wall 0 2.167 0 Lower Wall Segment Shear and MomentWeight total 3843 Rm total 11619 Vu stem: 2146 lbs

Mu stem: 6437 ft lbs

SOIL PRESSURES Upper Wall Segment Shear and Momentqmax = 1523 psf OK! Vu segment: 2146 lbs

qmin = 123 psf Mu segment: 6437 ft lbs::CRSI Example 1 9'-0" highSTEEL REINFORCEMENT DESIGN n = 21.48

CMU Wall Reinf at base of Lower Stem Half Stresses: NO

f'm = 1500 Fv allow = 38.7 psiFb allowable 500 psi

Bar Size = 7 design "d" = 9.44 inches 0.875Bar Area = 0.60 in**2 rho = 0.0079449153

Bar Spacing = 8 inches n = 21.48Area/ft of wall = 0.9 in**2/ft M design = 6437 ft-lbs

k = 0.438 n*rho = 0.1706685499j = 0.854

Stresses Wall Shear V design = 2146 lbsMasonry fb = 386 psi OK fv = 18.9 psi OK

Steel fs = 10646 psi OK

CMU Wall Reinf at base of Upper Stem Half Stresses: NO

f'm = 1500 Fv allow = 38.7 psiFb allowable 500 psi