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Title : Project Title Page: ______Job # : Project Nu Dsgnr: Designer Date: 13 SEP 2012Description....

Enter any descriptive information you wish into this area

This Wall in File: c:\users\leonardo cruz\documents\retainpro 10

RetainPro 10 (c) 1987-2011, Build 10.12.1.4

Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05License : --Unassigned-License To : UNLICENSED DEMO USER, DEMO EXPIRES IN 69 DAYS

7.00

0.005.00

12.00

2,000.0

30.0

0.0

45.2 psf/ft390.0

Criteria Soil Data

Retained Height = ft

Wall height above soil = ft Soil Friction Angle = deg: 1Slope Behind Wall

Height of Soil over Toe in

Water height over heel = ft

=

=

130.00= pcf

=

Soil Density, Heel

Active Pressure:Ka*Gamma=Passive Pressure:Kp*Ga = psf/ft

Allow Soil Bearing = psf

Soil Density, Toe 130.00 pcf

Footing||Soil Friction = 0.400Vertical component of activesoil pressure used for Overturning Resistance.

Soil height to ignorefor passive pressure = 12.00 in

Rankine Soil Presure calculation

Surcharge Loads Adjacent Footing Load

The above lateral load 1.00

0.0 Lateral Load = 0.0 #/ft

0.0

0.00.00.0

Axial Load Applied to StemWall to Ftg CL Dist = 0.00 ft

Wind on Exposed Stem psf0.0=

Lateral Load Applied to Stem

Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs

Axial Dead Load

has been increased

= lbs

Footing Type Line Load

Surcharge Over Toe psfFooting Width = 0.00 ft...Height to Top = 0.00 ftEccentricity = 0.00 in...Height to Bottom = 0.00 ft

NOT Used To Resist Sliding & Overturning

NOT Used for Sliding & Overturning

= 0.0 ft

Axial Live Load =

Base Above/Below Soilby a factor of

lbs

=

Axial Load Eccentricity ==Poisson's Ratio 0.300

at Back of Wall

in

Design Summary

Wall Stability RatiosOverturning = 2.48 OKSliding = 1.53 OK

Total Bearing Load = 2,933 lbs...resultant ecc. = 8.95 in

Soil Pressure @ Toe = 1,300 psf OKSoil Pressure @ Heel = 4 psf OK

Allowable = 2,000 psfSoil Pressure Less Than Allowable

ACI Factored @ Toe = 1,560 psfACI Factored @ Heel = 4 psf

Footing Shear @ Toe = 18.1 psi OK

Footing Shear @ Heel = 18.3 psi OK

Allowable = 82.2 psi

Sliding Calcs (Vertical Component NOT Used)

Lateral Sliding Force = 1,543.7 lbsless 100% Passive Forceless 100% Friction Force

Added Force Req'd

....for 1.5 : 1 Stabili ty =

0.0=

1,173.11,191.7

==

0.0

-lbslbs

lbs OK

lbs OK

-

Masonry Block Type = Normal Weight

Stem Construction Top Stem 2nd

Stem OK Stem OKDesign Height Above Ftg = 3.75ft 0.00

Wall Material Above "Ht" = Masonry Masonry

Thickness = 8.00 8.00Rebar Size = ## 4 5

Rebar Spacing = 32.00 16.00

Rebar Placed at = Edge EdgeDesign Data

fb/FB + fa/Fa = 0.240 0.824

Total Force @ Section = 381.8 1,771.0lbsMoment....Actual = 413.6 4,132.4ft-#

Moment.....Allowable = 1,722.2 5,015.8ft-#

Shear.....Actual = 6.1 28.1psi

Shear.....Allowable = 69.7 69.7psi

LAP SPLICE IF ABOVE = 36.00 45.00in

36.00inHOOK EMBED INTO FTG 6.39=in

Wall Weight = 84.0 84.0

LAP SPLICE IF BELOW =

psf

Rebar Depth 'd' = 5.25in 5.25

Masonry Data

f'm = 1,500 1,500psi

Fy =psi 60,000 60,000

Solid Grouting = Yes Yes

Use Half Stresses = n/a NoModular Ratio 'n' = 21.48 21.48

Equiv. Solid Thick. = 7.60 7.60in

Concrete Dataf'c =psiFy =

Masonry Design Method LRFD=

Load FactorsBuilding Code IBC 2006,ACI

Dead Load 1.200Live Load 1.600

Earth, H 1.600

Wind, W 1.600

Seismic, E 1.000 psi

7/30/2019 1.8 m opción1 (S.I.)

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Use menu item Settings > Printing & Title Block

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Title : Project Title Page: ______Job # : Project Nu Dsgnr: Designer Date: 13 SEP 2012Description....

Enter any descriptive information you wish into this area

This Wall in File: c:\users\leonardo cruz\documents\retainpro 10

RetainPro 10 (c) 1987-2011, Build 10.12.1.4

Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05License : --Unassigned-License To : UNLICENSED DEMO USER, DEMO EXPIRES IN 69 DAYS

2.502.00

12.00

13.008.00

=Min. As % 0.0018

Footing Dimensions & Strengths

f'c = 3,000 psi

Toe Width = ftHeel Width =

Key Distance from Toe

Key DepthKey Width = in

= in

= 2.50

Footing Thickness = in

4.50=

ft

Cover @ Top =2.00 in@ Btm.= 3.00 in

Total Footing Width

= 150.00 pcfFooting Concrete DensityFy = 60,000 psi

Footing Design Results

Key:

=

Not req'd, Mu < S * Fr

Factored PressureMu' : UpwardMu' : DownwardMu: Design

Actual 1-Way ShearAllow 1-Way Shear

Toe: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, #8@ 36.75 in, #9@ 46Not req'd, Mu < S * Fr

= None Spec'd

==

=

==

1,5604,4531,1953,259

18.1382.16

Heel:

4199925725

18.2982.16

HeelToe

psfft-#ft-#ft-#

psipsi

Heel Reinforcing = # 4 @ 16.00 in

Other Acceptable Sizes & Spacings

Key Reinforcing

Toe Reinforcing = # 5 @ 16.00 in

Summary of Overturning & Resisting Forces & Moments

.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItem

Forceft-# lbs ftft

Heel Active Pressure = 1,543.7 2.76 4,253.8 Soil Over Heel = 1,213.3 3.83 4,651.1

ft-#lbs

Sloped Soil Over Heel 23.1 4.06 93.7=Surcharge over Heel =

Surcharge Over Heel

=

=

Adjacent Footing Load =Adjacent Footing Load

Axial Dead Load on Stem =

=* Axial Live Load on Stem

Soil Over Toe

Surcharge Over Toe

Surcharge Over Toe

Load @ Stem Above Soil

=

=

=

1,213.3 1.25 406.3=

=

=

Stem Weight(s)

=

588.0 2.83 1,666.0

Earth @ Stem Transitions

=Footing Weight

=

675.0 2.25 1,518.8

Key Weight

=

108.3 3.04 329.5

Added Lateral Load

lbs

=

4,253.8

Vert. Component 421.8 4.50 1,898.2

Total

=

3,354.6 10,563.6* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.

Total = R.M.

=

1,543.7 O.T.M.

=

Resisting/Overturning Ratio = 2.48

Vertical Loads used for Soil Pressure = 2,932.8 lbs

Vertical component of active pressure NOT used for soil pressure

DESIGNER NOTES: