HomeMy WebLinkAboutCT 12-03; 201 Walnut Townhomes; Retaining Wall Structural Calculations; 2014-11-14t/ ' . u
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fclieiilEIS, INC.
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^-"Aw 201 WAL.NUTAVE.
CARLSBAD, CA 92008
CLIENT:
^ / HAWKINS + HAWKINS ARCHrrECTS, INC.
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PROJECTNO.: 3253.2A
^' / , y/' t * &|3t. two-
STRUCTURAL CALCULATIONS
FOR
201 WALNUT SITE RETAINING WALLS
IT
P
r^
E
MEMBER OF STRUCTURAL ENGINEERS ASSOCIMiON OF CALIFORNIA Q
MALEK ENGINEERS, INC.
1080 PARK BLVD., SUITE 714
SAN DIEGO, CA S2101
Titte WALNUT
Job # Dsgnr:
Description...,
8'-6" HIGH WALL BY UNIT A2 W/ SEIS.
Date: 14 OCT 2014
This Wail in File: c:\documents and setttngsVuser 2\my documentsVretatnpro 10 project filesVwalnut.r
RetainPro 10 (C) 1987-2014, Buid 10.14.10.08
License: KW-06057378
License To : MALEK ENGINEERS, INC.
Criteria
Retained Height ~
Wall height above soil =
Slope Behind Wall
Height of Soil over Toe =
Water height over hee! =
8,50 ft
0.00 ft
0.00; 1
6.00 in
O.Oft
Surcharge Loads
Cantilevered Retaining Wall Design ^ode; CBC 2013,ACI 318-11,ACI 530-11
J
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overtuming
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
J
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Uve Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
^ ^arth Pressure Seismic Load
Design Kh = 0.180 g
Using Mononobe-Okat>e / Seed-Whitman procedure
1 Soil Data 1
Allow Soil Bearing = 3,990.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Passive Pressure = 250.0 psffft
Soil Density, Heel = 110,00 pcf
Soif Density, Toe = 0.00 pcf
FootingllSoil Friction = 0.350
Soil height to ignore
for passive pressure = 6.00 in
Lateral Load Applied to Stem ||
Lateral Load = 0.0 m
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
The above laferal load
has been inaeased 1.00
by a factor of
Wind on Exposed Stem = 0.0 psf
Kae for seismic earth pressure = 0.316
Ka for static earth pressure = 0.277
Difference: Kae - Ka = 0.039
Adjacent Footing Load
Adjacent Footing Load = 1,000.0 Ibs
Footing Width = 1.00 ft
Eccentricity = 0.00 in
Walt to Ftg CL Dist = 1.50 ft
Footing Type Line Load
Base Above/Below Soil _ „ „ „
at Back of Wall
Poisson's Ratio = 0,300
Added seismic base force 150,8 ibs
MALEK ENGINEERS, INC.
1080 PARK BLVD., SUITE 714
SAN DEGO, CA 92101
Title WALNUT
Job # ; Dsgnr:
Description...
8*-6" HIGH WALL BY UNIT A2 W/ SEIS.
Page;
Date: 14 OCT 2014
This Wall in File; c:Vdocuments and settingsVuser 2\my documentslretainpro 10 project filesVwalnut.r
RetalnPro 10 (c) 1987-2014, Build 10.14.10.09
License : KW-060S7378
License To : MALEK ENGINEERS, INC.
Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-1 i.ACi 530-11
Design Summary J Wall Stability Ratios
Overtuming
Sliding
Total Bearing Load
,,.resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heel
Allowable
1.84 OK
1.45 Ratio <1
4,810 Ibs
12.52 in
2,409 psf OK
0 psf OK
3,990 psf
5!
Soii Pressure Less Than Allowable
ACI Fartored @ Toe
ACI Factored @ Heel
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
3,422 psf
0 psf
20.4 psi OK
14.5 psi OK
82.2 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force = 2,056.0 Ibs
less 100% Passive Force = - 1,289.1 Ibs
less 100% Friction Force = - 1,683.4 ibs
Added Force Req'd = 0.0 lbs OK
....for 1.5 :1 Stability = 111.4 Ibs NG
Stem Construction
Design Height Above Fte ft =
Wall Material Above "Ht" =
-•-TttfeR-nesi*"™ '""
Rebar Size =
Rebar Spacing =
Rebar Placed at =
Design Data
fb/FB + fa/Fa
Total Force @ Sedion Ibs =
Moment....Actual ft-#:
Moment Allowable =
Shear Actual psi =
Shear Allowable psi =
Wall Weight
Rebar Depth 'd' in =
Masonry Data
f m psi =
Fs psi:
Solid Grouting =
Bottom
S»n O K '
0.00
Masonry
"-"-"-1.2^0.,..
# 7
16.00
Edge
0,494
1,525.5
4.787.7
9,699.5
14-1
52.9
124.0
9.00
1,995
32.000
Yes
Load Factors
Buiiding Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC2013,ACI
1.400
1.700
1.700
1.000
1.000
Modular Ratio 'n' =
Short Term Factor =
Equiv. Solid Thick. in =
Masonry Block Type
Masonry Design Method =
Concrete Data
f c psi =
Fy psi =
16.15
I. 000
II, 60
= Medium WeigM
= ASD
Footing Dimensions & Strengths I Footing Design Results I
Toe Width
Heel Width
Total Footing Width =
Footing Thickness =
Key Width
Key Depth =
Key Distance from Toe =
fc = 3,000 psi Fy =
Footing Concrete Density =
Min. /Vs % =
Cover @ Top 2.00 g
1.50 ft
3.25
4.75
18.00 in
16-00 in
15.00 in
1.50 ft
60,000 psi
150.00 pcf
0.0018
Btm.= 3.00 in
Toe Heel
Factored Pressure = 3.422 0 psf
Mu'; Upward = 3.368 476
Mu': Downward = 1,029 5.024 ft-#
Mu; Design = 2,339 4,548 ft-#
Actual 1-Way Shear = 20.44 14.50 psi
Allow 1-Way Shear = 82.16 82,16 psi
Toe Reinforcing = #7 @ 16,00 in
Heel Reinforcing = #6 @ 16.00 in
Key Reinforcing = #5® 11.01 in
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S ' Fr
Key: #4@ 7,19 in, #5® 11.01 in, #6@ 15.53 in. #7@ 21.08 in,
MALEK ENGINEERS, INC.
1080 PARK BLVD., SUITE 714
SAN DiEGO, CA 92101
Title WALNUT
Job # Dsgnr;
Description.-..
8'-6" HIGH WALL BY UNIT A2 W/ SEIS.
Date:
Page:
14 OCT 2014
This Wall in File; c;Vdocuments and settingsUiser 2\my documentsVretainpro 10 project filesVwalnut.r
RetainPro 10 (C) 1987-2014, Build 10.14.10.09 Ucense: KW-060S7378 _ ^ , _ License To : MALEK ENGINEERS, INC. Cantilevered Retaining Wail Design :ode; CBC 2013,ACI 318-11 ,AOI 530-11
OVERTURNING.. RESISTING
Force Distance Moment Force Distance Momsnt
Item Ibs fl ft^^ Ibs ft ft-#
Heel Active Pressure = 1.750.0 3.33 5,833.3 Soil Over Hee^ = 2,103.8 3.63 7,626.1
Surcharge over Heel = Sloped Soi! Over Hee; =
Surcharge Over Toe = Surdiarge Over Heel =
Adjacent Footing Load = 155.2 5.68 880.9 Adjacent Footing Load = 333-3 3-63 1,208.3
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soli = * Axial Live Load on Stem =
Seismic Earth Load = 150.8 6.00 904.6 Soil Over Toe
Surcharge Over Toe =
0.75
Total 2,056.0 O.T.M. 7.618.9 Stem Weight(s) = 1,054.0 2.00 2,108,0 Total 2,056.0 O.T.M. 7.618.9 Earth @ Stem Transitions =
Footing Weigh! = 1.068.8 2.38 2,538.3
Resisting/Overturning Ratio 1.84 Key Weight 250.0 2.17 541.7
Vertical Loads used for Soil Pressure 4,809-8 Ibs Vert, Component =
Total = 4,809.8 Ibs R.M.= 14,022,4
If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
• Axial live ioad NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
4.
ir»ff?t
8'.6-
MALEK ENGINEERS, INC.
1080 PARK BLVD., SUITE 714
SAN DIEGO, CA 92101
Tille WALNUT
Job # Dsgnr;
Description
8'-6" HIGH WALL BY UNiT A2
Page:
Date: 20 AUG 2014
This Wail in File; c;Vdocuments and settingsVuser 2\my docume
RetainPro 10 (c) 1987-2014, Build 10.14.7.9
Ucense : KW-060S7378
License To : MALEK ENGINEERS, INC.
Cantilevered Retaining Wall Design -ode; cec 2013.ACI 318-11,ACI 530-11
Criteria 1 Soil Data
Retained Height ~
Wall height above soil =
Slope Behind Wall
8.50 ft
0.00 ft
0.00: 1
Allow Soil Bearing = 3,000.0
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0
psf
psf/ft
Height of Soil over Toe = 6,00 in Passive Pressure 250.0 psf/ft
Water height over heel = O.Oft Soil Density, Heel = 110.00 pcf i
Soil Density, Toe = O.OQ pcf
FootingllSoil Friction = 0.350
Soil height to ignore
for passive pressure 6,00 in
Surcharge Loads
Surcharge Over Heel = o.O psf
Used To Resist Sliding & Overtuming
Surcharge Over Toe = 0.0 psf
Used iox SlWing & Overturning
I \. l^^l^^li^^^a^^^J^i^^j^^^i^^Jj^ Adjacent Footing Load
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
Design Summary
0.0 Ibs
0.0 Ibs
0,0 in
Walt Stability Rattos
Overturning
Sliding
Total Bearing Load
...resultant ecc.
Sol! Pressure i
Soii Pressure (
Allowable
iToe
iHeel
1.86 OK
1,60 OK
4,483 Ibs
11.49 in
2.312 psf OK
0 psf OK
3,000 psf
Soil Pressure Less Than Allowable
ACI Factored (
ACI Factored (
! Toe
! Heel
2,835 psf
0 psf
16.2 psi OK
13.7 psi OK
82.2 psi
Footing Shear @ Toe =
Footing Shear @ Heel =
Allowable =
Sliding Caics (Vertical Component NOT Used)
Lateral Sliding Force = 1,905.2 Ibs
less 100% Passive Force = - 1,289.1 Ibs
less 100% Friction Force = - 1,569.0 Ibs
Added Force Req'd = 0.0 ibs OK
....for 1.5 ; 1 Stability = 0,0 Ibs OK
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC2013,ACI
1.400
1.700
1.700
1.000
1,000
Lateral Load = 0.0 #/ft
...HeighttoTop = 0.00 ft
... Height to Bottom = 0.00 ft
The above lateral load
has been increased 1.00
by a factor of
Wind on Exposed Stem = 0.0 psf
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Walt
Poisson's Ratio
1.000.0 Ibs
1.00 ft
0.00 in
1.50 ft
Line Load
-2.0 ft
0.300
Stem Construction I Top stem
'• ' stem ok
Design Height Above Ftg ft= 0.00
Wall Material Above "Ht" = Masonry
Thickness = 12,00
Rebar Size = #7
Rebar Spacing = 16,00
Rebar Placed at = Edge
Oesign Data
ft)/FB fa/Fa = 0,708
Totai Force @ Section tbs = 1,416,6
Moment.,,,Actua! ft-#= 4,232,2
Moment Allowable = 5,978.3
Shear Actual psi= 13.1
Shear.,...Allowable psi = 46.2
Wall Weight = 124.0
Rebar Depth 'd' in= 9.00
LAP SPLICE IF ABOVE in - 42.00
LAP SPLICE IF BELOW in =
HOOK EMBED INTO FTG in = 8.95
Masonry Data
f m psi =
Fs psi =
Solid Grouting =
Modular Ratio 'n' =
Short Term Factor =
Equiv. Solid Thidc. in =
Masonry Block Type
Masonry Design Method
Concrete Data
f c psi =
Fy psi =
1,500
20,000
Yes
21.48
1.000
1= 11.60
= Medium Weight
= ASD
MALEK ENGINEERS, INC.
1080 PARK BLVD.. SUITE 714
SAN DIEGO, GA 92101
Title WALNUT
Job # Dsgnr:
Description....
8*-6" HIGH WALL BY UNiT A2
Date: 20 AUG 2014
This Wail in File; c;Vdoouments and settingsVuser 2\my docume
RetainPro 10 (c) 1987-2014, Build 10.14.7.9
Ucense: KW-06057378
License To : MALEK ENGINEERS, ING.
Cantilevered Retaining Wall Design ^ode; CBC 2013.ACI 318-11.ACI 530-11
Footing Dimensions & Strengths | [ Footing Design Results |
Toe Width
Heel \A/idth
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
1.50 ft
3.00
4.50
18.00 in
16.00 in
15.00 in
1.50 ft
fc = 3,000 pst Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover® Top 2.00 @ Btm.= 3,00 in
Factored Pressure
Mu'; Upward
Mu"; Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heet Reinforcing
Key Reinforcing
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S * Fr
Key: #4@ 7.19 in, #5@ 11.01 in, #6^
Toe
2.835
87
12
74
16,19
82,16
# 7 @ 16,00 in
# 6 @ 16,00 in
#5@ 11.01 in
Heet
0 psf
Oft-*
51 ft-*
51 ft-#
13,73 psi
82.16 psi
15.53 in, #7@ 21.08 in,
Suinrnrna^^
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total
Force
ibs
..OVERTURNING.,
1,750.0
155.2
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure •
Distance
ft
Moment
ft"*
3,33
5.68
1,905.2 O.T.M.
5,833.3
880.9
6,714.3
1.86
4,482.8 Ibs
Soil Over Heei =
Sloped Soil Over Heei =
Surcharge Over Hee! =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight{s) =
Earth @ Stem Transitions=
Footing Weight =
Key Weight =
Vert. Component =
Force
Ibs
1.870.0
296.3
1,870.0
1,054.0
1,012,6
250.0
..RESISTING.....
Distance
ft
3^50
3,50
0.75
2.00
2.25
2.17
Moment
ft-#
6,545.0
1,037.0
2,108.0
2,278.1
541.7
12,509,8 Totat = 4,482.8 Ibs R.M.*
* Axial live ioad NOT included in tota! displayed, or used for overturning resistance, but is included for soil pressure calculation.
Sew Gjsii
#?gi16in
»T9e
... ,*F .:
SS-
<0 ' p^ljt [IM'
MALEK ENGINEERS. INC,
1080 PARK BLVD., SUITE 714
SAN DIEGO, CA 92101
Titte WALNUT
Job # Dsgnr;
Description.. .
r-8" HIGH RAMP WALL W/ SEIS.
Page:
Date: 14 OCT 2014
This Wail in File; c:Vdocuments and settingsVuser 2Vmy documentsVretainpro 10 project filesVwalnut.r
RetainPro 10 (C) 1987-2014, Build 10.14.10,09
Ucense : KW.060S7378 License To : MALEK ENGINEERS, INC. Cantilevered Retaining Wall Design ^ode; cec 2013.ACI 3i8-ii,ACi 530-11
Criteria
Retained Height ~
Wall height above soil =
Slope Behind Wall
Height of Soil over Toe =
Water height over hee! =
8.67 ft
0.00 ft
0.00:1
6,00 in
O.Oft
Surcharge Loads
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
/Vxial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
J
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding 8i Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Soil Data J Allow Soil Bearing = 3,990.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure 35.0 psf/ft
Passive Pressure 260,0 psf/ft
Soil Density, Heei = 110,00 pcf
Soil Density, Toe 0,00 pcf
FootingljSoil Friction 0,350
Soil height to ignore
for passive pressure 6.00 in
1 Lateral Load Applied to Stem 1
Lateral Load 0.0 mn
. Height to Top 0.00 ft
...Height to Bottom 0.00 ft
The above lateral toad
has been increased 1.00 by a factor of
Wind on Exposed Stem :
Design Kh S 0.180 g
Using Mononobe-Okabe / Seed-Whitman procedure
Kae for seismic earth pressure
Ka for static earth pressure
Difference: Kae - Ka
0.0 psf
= 0.316
= 0.277
= 0.039
Iff
Adjacent Footing Load
Adjacent Footing Load = 0.0 Ibs
Footing Width = 0.00 ft
Eccentricity = 0.00 in
Wall to Ftg CL Dist = 0.00 ft
Footing Type Line Load
Base Above/Below Soil
at Back of Wall " °
Poisson's Ratio = 0.300
Added seismic base force 155.9 Ibs
MALEK ENGINEERS, INC.
1080 PARK BLVD., SUITE 714
SAN DIEGO, CA 92101
Tisle WALNUT
Job # : Dsgnr:
Description,.,,
7'-8" HIGH RAMP WALL W/ SEIS,
Page: 3>
Date; 14 OCT 2014
This Wall in File: c;Vdocuments and settingsVuser 2Vmy documentsVretainpro 10 projeot flIesVwatnut.r
RetainPro 10 (c) 1987-2014, Build 10.14.10,09
License: KW-0S0S7378 License To : MALEK ENGINEERS, INC. Cantilevered Retaining Wall Design ^ode CBC 2013,ACI 318-11,ACI 530-11
Design Summary Stem Construction J
Wall Stability Ratios
Overturning
Sliding
Totat Bearing Load
...resuttant ecc.
1.61 OK
1-16 Ratio < 1.
3.023 tbs
15 78 in
Design Height Above Fte
Wall Material Above "Ht"
ft =
Soil Pressure @ Toe = 1,404 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 3.990 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,966 psf
ACI Factored @ Hee! = 0 psf
Footing Shear @ Toe = 14.8 psi OK
Footing Shear @ Heei = 4,4 psi OK
Allowable = 82.2 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Forc^ = i ,965,9 Ibs
less 100% Passive Force = - 1,222,2 Ibs
less 100% Friction Force = - 1,058.0 ibs
Added Force Req'd = 0.0 lbs OK
....for 1,5 : 1 Stabilily = 668.7 fbs NG
—ThtCR'hSss
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
ft3/FB •«• fa/Fa
Total Force @ Section
Moment,...Actual
Moment Allowable
Shear Actual
Shear..,..Allowable
Wall Weight
Rebar Depth 'd'
tbs =
«-# =
psi =
psi =
Bottom
Stem OK
0.00
Masonry
12.00
16.00
Edge
0.609
1,428.8
4,391,2
7.210.7
13,2
53,0
124.0
9.00
Sjf. 33 I 1. 2?
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC2013,ACI
1.400
1.700
1,700
1.000
1,000
Masonry Data
f m psi =
Fs psi =
Solid Grouting =
Modular Ratio 'n' =
Short Temn Factor =
Equiv. Solid Thick, in =
Masonry Block Type
Masonry Design Method
Concrete Data
f c psi =
Fy psi =
1.995
32.000
Yes
16,15
1,000
1= 11.60
= Medium Weight
= ASD
Footing Dimensions & Strengths | Footing Design Results
Toe Width = 4.00 ft
Hee! Width = 1.50
Totai Footing Width = 6,50
Footing Thickness = 18.00 in
Key Width = 16,00 in
Key Depth = 14.00 in
Key Distance from Toe = 2.25 ft
f c = 3,000 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min, /Vs % = 0.0018
Cover @ Top 2,00 @ Btm.= 3.CK) in
Toe Heei
Factored Pressure 1.956 0 psf
Mu': Upward 10,857 0 ft-#
Mu': Downward 1,960 413 ft-#
Mu: Design = 8,897 413 ft-#
Actual 1-Way Shear 14.81 4.44 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing = #7 @ 16.00 in
Heel Reinforcing = #6 @ 16.00 in
Key Reinforcing = #5@ 11.01 in
Other Acceptable Sizes & Spacings
Toe: #4® 6.17 in. #5® 9,57 in, #6® 13.58 in, #7®
Heel: Not req'd, Mu < S * Fr
Key: #4® 7.19 in, #5@ 11.01 in, #6@ 15.53 in. #7^
18.52 in, #8® 24.38 in. #9® 30.
g 21.08 in.
MALEK ENGINEERS, INC.
10«0 PARK BLVD., SUITE 714
SAN DIEGO. CA 92101
Title WALNUT
Job # Dsgnr:
Description.-..
r-8" HIGH RAMP WALL W/ SEIS.
Page:. 16 Date- 14 OCT 2014
This Wall in Fite: c:Wocuments and settingsVuser 2\my documentsVretainpro 10 project filesVwainut.r
RetainPro 10 (c) 1987-2014, Build 10.14.10.09
Ucense : KW-06067378
License To : MALEK ENGINEERS, INC.
Cantilevered Retaining Wall Design ;ode: CBC 2013,ACI 318-11.ACI 530-11
Summary of Overtuming & Resisting Forces & Moments
Item
Force
Ibs
..OVERTURNING.,
Distance
ft Moment Force
Ibs
RESISTING Distance
ft
Moment
ft-#
Heel Active Pressure = 1,810.0 3.39 6,135.9 Soi! Over Heei = 476.9 5,25 2.503.S
Surcharge over Heel = Sloped Soil Over Heei =
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soi! = * Axial Live Load on Stem =
Seismic Earth Load = 155,9 6.10 951.5 Soi! Over Toe =
Surcharge Over Toe =
2,00
Total 1,965.9 O.T.M. 7,087.4 Stem Weight(s) = 1.075,1 4,50 4,837,9 Total 1,965.9 O.T.M. 7,087.4 Earth @ Stem Transitions =
Footing Weighi = 1,237 5 2,75 3.403.1
Resisting/Overturning Ratio 1.81 Key Weight = 233.3 2,92 680.6
Vertical Loads used for Soil Pressure = 3,022.8 ibs Vert. Component =
Total = 3,022,8 Ibs R.M.= 11.425^0
tf seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
" Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation.
/1 /
3,3.. ,.4.
i3 .pJ<3~_-{sJ<3.
l-.11"
-to+sl
1'-2"
MALEK ENGINEERS, INC.
1080 PARK BLVD., SUITE 714
SAN DIEGO, CA S2101
Title WALNUT
Job # : Dsgnr:
Description..,.
7'-8" HIGH RAMP WALL W/0 SEIS.
Page:,
Date; 20 AUG 2014
This Wall in Fiie: c:Vdocuments and settingsVuser 2Vmy docume:
RetainPro 10 (c) 1987-2014, BaM 10.14.7.9
hSe ^^fmmk ENGINEERS. INC. Cantilevered Retaining Wall Design :ode: CBC 2013.ACI 318-1 I.ACI 530-11
Criteria
Retained Height ~ 8 67 ft
Wall height above soil = 0.00 ft
Stope Behind Wall = 0.00 : 1
Height of Soil over Toe := 6.00 in
Water height over heet = 0,0 ft
J Soil Data J
Allow Soil Bearing = 3,000.0 psf
Equivalent Fluid Pressure Method
Hee! Active Pressure 36.0 psf/ft
Passive Pressure 250.0 psf/ft
Soil Density, Heel = 110.00 pcf
Soii Density, Toe = 110.00 pcf
FoolingljSoil Friciion 0,350
Soil height to ignore
6,00 for passive pressure 6,00 in
Surcharge Loads
Surcharge Over Heet = 0,0 psf Used To Resist SMing & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I : ifl*|^2yii2»L£f^^ Adjacent Footing Load
Axial Load Applted to Stefn
Axial Dead Load = 0,0 tbs
Axial Live Load = 0,0 tbs
Axial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning
Sliding
Totat Bearing Load
,.,resuttant ecc.
Soil Pressure @ Toe
Soil Pressure ® H^t
Atlowabte
Soil Pressure Less Than Atlowabte
ACI Factored @ Toe
ACI Factored @ Heel
Footing Shear @ Toe
Footing Shear @ Heei
Allowable
CBC 2013, ACI
700
700
000
000
Lateral Load =
„,Height to Tof =
...Height to Bottom =
The above lateral load
has been increased
by a factor of
Wind on Exposed Stem =
1,51 OK
1 50 OK
3.063 Ibs
14,65 in
1,984 psf OK
0 psf OK
3.000 psf
2,381 psf
0 psf
14.1 psi OK
4,4 psi OK
82.2 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force = 1,810,0 tbs
tess 100% Passive Force = - 1,649.3 Ibs
tess 100% Friction Force = - 1,072,0 tbs
Added Force Req'd = 0.0 lbs OK
....for 1.5:1 Stability = 0.0 Ibs OK
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
0.0 »ft
0,00 ft
0.00 ft
1.00
0 0 psf
Adjacent Footing Load =
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Betow Soil
atBad<ofWatt
Poisson's Ratio
0,0 tbs
0,00 ft
0,00 in
0,00 ft
Line Lomi
O.Oft
0.3CK)
Stem Construction
ft = Design Height Above Ft£
Wall Material Above "Hf =
Thickness =
Rebar Size =
Rebar Spacing =
Rebar Placed at =
Design Data - •—
fb/FB * fa/Fa
Total Foroe @ Section Ibs =
Moment....Actual ft-# =
Moment Allowable =
Shear Actua! psi =
Shear Allowable psi =
Wall Weight
Rebar Depth 'd' in =
LAP SPLICE IF ABOVE in =
LAP SPLICE IF BELOW in =
HOOK EMBED INTO FTG in =
Muonry Data
fm psi =
Fs psi =
Solid Grouting
Modular Ratio 'n' =
Short Term Factor =
Equiv, Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f c psi =
Fy psi =
Top Stem
Stem OK
0,00
Masonry
12,00
# 6
15.00
Edge
0.8S4
1.315.5
3,801.7
4,450,7
12,2
46.3
124.0
9,00
54,00
7,67
1,500
20.000
Yes
21.48
1,000
1= 11.60
= Medium We^ht
= ASD
MALEK ENGINEERS. INC.
1080 PARK BLVD., SUITE 714
SAN DIEGO, CA 92101
Title WALNUT
Job # Dsgnr:
Description....
r-8" HIGH RAMP WALL W/O SEIS.
Page: .3
Date; 20 AUG 2014
This Wall in File: c;Vdocuments and settingsVuser 2Vmy docume
RetainPro 10 jc) 1987-2014, Build 10.14.7,9
License: KW-06057378
License To : MALEK ENGINEERS, INC.
Cantilevered Retaming Wall Design ^ode; cec 2013,ACI 318-11.AGI 530-11
Footing Dimensions & Strengths |
Toe Width 3,00 ff
Heel Width 1,50
Total Footing Width = 4.50
Footing Thickness = 18,00 in
Key Width 16.00 in
Key Depth = 20.00 in
Key Distance from Toe = 2.25 ft
fc = 3,000 psi Fy = 60,000 psi
Footing Conaete Density = 150,00 pcf
Min, As % = 0,0018
Cover @ Top 2,00 @ Btm,= 3,00 in
Footing Design Results J
Factored Pressure
Mu': Upwarel
Mu'; Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Other Acceptable Sizes & Spacings
Toe; Not req'd, Mu < S * Fr
Heel; Not req'd, Mu < S * Fr
Key: #4® 719 in, #5® 11,01 in, #6^
Toe
2,381
= 72
12
60
14,06
82,16
= # 7 ® 16,00 in
= #6@ 16,00 in
= #5® 11,01 in
Heel
0 psf
0 ft-#
52 ft-#
52 ft-*
4.44 psi
82,16 psi
15,53 in, #7® 21.08 in.
Summary
Force
..OVERTURNING.,
Distance Moment Force
.RESISTING
Distance Moment
Item lbs ft ft-# Ibs ft ft-#
Heet Active Pressure = 1,810,0 3,39 6,135.9 Soil Over Heel 476.9 4,25 2,026,6
Surcharge over Heel = Sloped Soil Over Hee: =
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = * Axial Live Load on Stem =
= Soil Over Toe = 476.9 1,50 247,5
Surcharge Over Toe =
Total 1,810,0 O.T.M. 6,135,9 Stem Weight(s) = 1,075.1 350 3,762,8 Total 1,810,0 O.T.M. 6,135,9 Earth @ Stem Transitions=
— Footing Weighi = 1,012,5 2,25 2,278.1
Resisting/Overturning Ratio 1.51 Key Weight 333.3 2,92 972,2
Vertical Loads used for Soil Pressure = 3.062.8 Ibs Vert. Component =
Totals 3,062,8 lb s R.M.= 9,287,2
" Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
l?t1S*:
;:,:a*S
B4» ' tl*
(^.1 il .ffii
MALEK ENGINEERS, INC.
1080 PARK BLVD,, SUITE 714
SAN DIEGO, CA 92101
Title WALNUT
Job # Dsgnr;
Description..-,
7'-8" HIGH RAMP WALL W/ SEIS.
Page: l9
Date: 14 OCT 2014
This Wall in File: c;Vdocuments and settingsVuser 2Vmy documentsVretainpro 10 project filesVwalnut.r
RetainPro 10 (c) 1987-2014, Build 10,14,10.09
ENGINEERS, INC.
Criteria
Cantilevered Retaining Wall Design ^ode; CBC 20i3,ACi 3i8-ii,ACi 530 11
Retained Height = 8,67 ft
Wall height above soil = 0,00 ft
Stope Behind Wall = 0,00 : 1
Height of Soi! over Toe = 6.00 in
Water height over heel = 0.0 ft
J SoilDate J
Allow Soil Bearing = 3,990.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure 35,0 psf/ft
Passive Pressure 250,0 psf/ft
Soil Density, Heel = 110.00 pcf
Soil Densiiy, Toe 0.00 pcf
FootingllSoil Friction 0.350
Soil height to ignore
for passive pressure 6,00 in
i V
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overtuming
Axial Load Applied to Stem
Axial Dead Load = 0,0 Ibs
Axial Live Load = 0,0 Ibs
Axia! Load Eccenlridty = 0.0 in
Earth Pressure Seismic Load
I Lateral Load Applied to Stem l Adjacent Footing Load
J
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
... Height to Bottom = 0.00 ft
The above lateral load
has been increased 1,00
by a factor of
Wind on Exposed Stem = 0,0 psf
Design Kh = O fSOg
Using Mononobe-Okabe / Seed-Whitman procedure
Kae for seismic earth pressure = 0,316
Ka for static earth pressure = 0,277
Difference: Kae-Ka =0^039
Adjacent Footing Load = 0,0 Ibs
Footing Width = 0,00 ft
Eccentricity = 0,00 in
Wall to Ftg CL Dist = 0,00 ft
Footing Type Line Load
Base Above/Below Soil _ . . „
at Back of Wal!
Poisson's Ratio = 0.300
Added seismic base force 155,9 Ibs
MALEK ENGINEERS, INC.
1080 PARK BLVD.. SUITE 714
SAN DIEGO, CA 92101
Titte WALNUT
Job # : Dsgnr:
Description,,.,
7'-8" HIGH FJAMP WALL Wl SEIS.
Page:.
Date; 14 OCT 2014
This Wall in File: c;Vdocuments and settingsVuser 2Vmy documentsVretainpro 10 projecf filesVwalnut.r
RetainPro 10 (c) 1987-2014, Bufld 10,14.10.09
License : KW-06057378
License To : MALEK ENGINEERS. INC.
Cantilevered Retaining Wall Design ^ode: CBC 2013.ACI 318-11 .ACt 530-11
Design Summary Stem Construction J
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
..,)esu!tant ecc.
Soil Pressure (
Soil Pressure (
Allowable
! Toe
\ Heel
1,53 OK
1.13 Ratio < 1
2,675 Ibs
19.27 in
1,279 psf OK
0 psf OK
3,990 psf
5!
Soil Pressure Less Than Allowable
1,791 psf
0 psf
9,8 psi OK
0,0 psi OK
82.2 ps!
ACt Factored @ Toe =
ACt Factored @ Heel =
Footing Shear @ Toe =
Footing Shear @ Heei =
Allowable =
Sliding Calcs (Vertical Component NOT Used)
Latera! Sliding Force = 1,965.9 Ibs
less 100% Passive Force = - 1,289.1 Ibs
tess 100% Friction Force = - 936.3 lbs
Added Force Req'd = 0,0 lbs OK
„.,for1,5; 1 Stability = 723.6 Ibs NG
Load Factors
Bottom
Stem OK
^ Design Height AtKJve Ft£ ft= 0.00
\ Walt Material Above "Ht" = fi/lasonry
t-..-.Ili),(iafi.ss„,__„ = 12.00
Rebar Size '
Rebar Spacing = 16.00
Rebar Placed at = Edge
Oesign Data
ft)/FB -I- fa/Fa = 0.609
Total Force @ Section Ibs = 1,428.8
Moment... Actual ft-#= 4,391.2
Moment Aiiowabie = 7,210.7
Shear Actual psi= 13,2
Shear Atlowabte psi = 53,0
Wall Weight = 124,0
Rebar Depth 'd' !n= 9.00
> r:
Building Code
Dead Load
Live Load
Earth, H
Wind. W
Seismic. E
CBC 2013,AC!
1.400
1.700
1.700
1.000
1.000
Masonry Data
f m psi =
Fs psi =
Solid Grouting =
Modular Ratio 'n' =
Short Term Factor =
Equiv. Solid Thick. in =
Masonry Block Type =
Masonry Design Method
Concrete Data
f c psi =
Fy psi =
1,995
32,000
Yes
16.15
1,000
1= 11.60
= Medium Weight
= ASD
Footing Dimensions & Strengths | i Footing Design Results
Toe Width
Heel Width
Tota! Footing Width =
Footing Thickness =
Key Width
Key Depth
Key Distance from Toe =
fc = 3.000 psi Fy =
Footing Concrete Density =
Min, As %
Cover @ Top 2,00 ^
5,00 ft
1.00
6,00
18.00 in
16.00 in
15.00 in
2,75 ft
60,000 psi
150,00 pcf
0,0018
Btm,= 3.00 in
Toe Heel
Factored Pressure
Mu': Upward
Mu': Downward
Mu: Design
Actual 1-Way Shear
Altow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
1,791
14.923
4,410
10,513
9.79
82.16
= #7® 16,00 in
= #6® 16,00 in
= #5® 11,01 in
0 psf
0 ft-#
0 ft-#
Oft-#
0.00 psi
0,00 psi
Other Acceptable Sizes & Spacings
Toe: #4® 6,17 in, #5® 9.57 in, #6® 13,58 in, #7® 18.52 in, #8® 24,38 in, #9® 30,
Heel: Not req'd, Mu < S * Fr
Key: #4® 7.19 in, #5® 11.01 in, #5@ 15.53 in, #7® 21,08 in.
MALEK ENGINEERS, INC.
1080 PARK BLVD., SUITE 714
SANDIEGO, CA 92101
Title WALNUT
Job # : Dsgnr;
Description,,.,
7"-8" HIGH RAMP WALL W/ SEIS.
Page:
Date; 14 OCT 2014
This Wall in File: c:Vdocuments and settingsVuser 2\my documentsVretainpro 10 project filesVwalnut.r
RetainPro 10 (c) 1987-2014, Build 10.14,10,09
License : KW-06057378
Ltceiise To : MALEK ENGINEERS. INC.
Cantilevered Retaining Wall Design -ode: CBC 2013.ACI 318-11 ,ACI 530-11
^Summary of Ov^rturnm£&^ & Momen^ J
,.OVERTURNING..
Force Distance
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load •
Added Lateral Load =
Load @ Stem Above Soil •
Seismic Earth Load
Total
Ibs
1,810,0
ft
3.39
Moment
ft-#
6,136.9
155.9 6.10 961.5
1,965.9 O.T.M. 7,087,4
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
1.S3
2,675,1 tbs
If seismic is included, the OTM and sliding ratios be 1,1 per section 1807.2.3 of IBC 2009 or IBC 201
.....RESISTING.....
Force Distance
lbs ft
6,00
Moment
ft-#
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
' Axial Live Load on Stem =
Soil Over Toe = 2,50
Surcharge Over Toe =
Stem Weight(s) = 1,075.1 5,50
Earth @ Stem Transitions =
Footing Weight = 1,350,0 3,00
Key Weight = 250,0 3.42
Vert, Component =
Total = 2,675.1 Ibs R.M.= ^o^gfj ^
' Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
5,912.9
4.050,0
854,2
• ffilS
a Heei
m
YM
M
f
1'*
MALEK ENGINEERS, INC.
1080 PARK BLVD., SUITE 714
SAN DfEGO, CA 92101
Title WALNUT
Job # Dsgnr:
Description....
7"-8" HIGH RAMP WALL W/O SEIS.
Page:
Date: 20 AUG 2014
This Wall in Fiie: c:Vdooumenfs and settingsVuser 2\my docume
RetainPro 10 (C) 1987-2014, Buiid 10.14.7.9
License: KW-06057378
License To : MALEK ENGINEERS, INC.
Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-11,ACI 530-11
i Criteria 1 Soil Data 1
Retained Height ~
Wall height above soil =
Slope Behind Wall =
8.67 ft
0.00 ft
0.00: 1
Allow Soil Bearing = 3,000,0
Equivalent Fluid Pressure Method
Heel Active Pressure = 36.0
psf
psf/ft
Height of Soil over Toe = 6,00 in Passive Pressure 260.0 psf/ft
Water height over hee! = O.Oft Soil Density, Heel = 110.00 pcf
Soil Density, Toe 0.00 pcf
FootingllSoil Friction 0,350
Soil height to ignore
for passive pressure 6.00 in
Surcharge Loads
Surcrfiarge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overtuming
I i LateraHL^^ Adjacent Footing Load
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0,0 Ibs
Axial Load Eccentricity = 0,0 in
Design Siimrnar^
Wall Stability Ratios
Overtuming
Sliding
Total Bearing Load
. resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heel
Allowable
1,54 OK
1,50 OK
2,623 lbs
16.29 in
1,380 psf OK
0 psf OK
3,000 psf
Soi! Pressure Less Than Allowable
i Toe 1,656 psf
0 psf
8,1 psi OK
0,0 psi OK
82.2 psi
ACt Factored
ACI Factored
Footing Shear @ Toe =
Footing Shear @ Heei =
Allowable =
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force = 1,810,0 Ibs
less 100% Passive Force = - 1,805.6 tbs
less 100% Fridion Force = - 918,0 !bs
Added Force Req'd = 0.0 lbs OK
....for 1,5 : 1 Stability = 0,0 Ibs OK
Load Factors
Building Code
Dead Load
Uve Load
Earth, H
Wind, W
Seismic, E
CBC2013,AC!
1,400
1,700
1,700
1.000
1,000
Lateral Load =
,.,Height to Top =
,„Height to Bottom -
The above latera! load
has been increased
by a factor of
Wind on Exposed Stem =
0,0 mn
0,00 ft
0.00 ft
1,00
0,0 psf
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
0,0 Ibs
0,00 ft
0,00 in
0,00 ft
Line Load
O.Oft
0,300
StemjCor^tiT^^
Design Height Atwve Ftg ft =
Wall Material Above "Ht"
Thickness =
Rebar Size =
Rebar Spacing =
Rebar Placed at =
Design Data
ft)/FB -t- fa/Fa
Total Force @ Section Ibs =
Moment... .Actual ft-#:
Moment Allowable =
Shear Actual psi =
Shear Allowable psi =
Wall Weight
Rebar Depth 'd' in =
LAP SPLICE IF ABOVE in =
LAP SPLICE IF BELOW in =
HOOK EMBED INTO FTG in =
Masonry Oata
fm
Fs
Solid Grouting
psi:
psi:
Top Stem
stem OK
0,00
Masonry
12,00
# 6
16,00
Edge
0,854
1,315,5
3,801,7
4,450,7
12,2
46.3
124.0
9.00
54.00
7.67
1,500
20,000
Yes
Modular Ratio 'n'
Short Temi Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method =
Concrete Data
fc psi =
Fy psi =
21.48
1.000
in= 11,60
= Medium Weight
= ASD
MALEK ENGINEERS, INC.
1080 PARK BLVD., SUITE 714
SAN DIEGO, CA 92101
Title WALNUT
Job # Dsgnr:
Description.,..
7'-8" HIGH RAMP WALL W/O SEIS.
Page:, 2J
Date: 20 AUG 2014
This Wall in File: c:Vdocuments and settingsVuser 2Vmy docume
RetalnPro 10 (c) 1987-2014, Btiild 10,14.7,9
License : KW-060S7378 _ . Cantilevered Retaining Wail Design -ode CBC 2013.ACI 318-11,ACI 530-11
Footing Dimensions & Strengths |
Toe Width = 4,25 ft
Hee! Width 1,00
Totai Footing Width = 5.25
Footing Thickness = 18,00 in
Key Width 16,00 in
Key Depth = 22,00 in
Key Distance from Toe = 2,75 ft
fc = 3,000 psl Fy = 60,000 psi
Footing Concrete Density = 150,00 pcf
Min. As % 0.0018
Cover @ Top 2,00 @ Btm,= 3,00 in
Footing Design Results J
Toe
Factored Pressure = 1,656
Mu": Upward = 51
Mu': Downward = 12
Mu; Design = 38
Actual 1-Way Shear = 8,11
Altow 1-Way Shear = 82,16
Toe Reinforcing - #7 @ 16,00 in
Heei Reinforcing = # 6 @ 16.00 in
Key Reinforcing = # 5 @ 11.01 in
Other Acceptable Sizes & Spacings
Toe; Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S ' Fr
Key: #4® 7.19 in, #5® 11,01 in, #6^
Heei
0 psf
0 fl-#
0 ft-#
Oft-#
0.00 psi
0,00 psi
15.53 in, #7® 21,08 in,
Summary of Overturning & Resisting Forces & Moments
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total
OVERTURNING
Force Distance Moment
Ibs ft
1,810,0 3,39
ft-#
6,135,9
1,8100 O.T.M. 6.135.9
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
1.54
2,623.0 lbs
Soil Over Hee! =
Sloped Soil Over Heei =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem WeightCs)
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
Force
Ibs
.RESISTING
Distance
ft
5,25
1,075,1
1,181,3
366.7
Moment ft-#
2,13
4.75
2,63
3,42
5,106.6
3,100,8
1,252,8
Totals 2,623.0 tbs R.M.= 9,450.2
• /Vxial live toad NOT included in total displayed or used for overtuming
resistance, but is included for soil pressure calculation.
2-T f-4" j
HlJl J|]T>l|tJ|| —J——
!'-10
MALEK ENGINEERS. INC.
1080 PARK BLVD., SUITE 714
SAN DIEGO, CA 92101
Tttte WALNUT
Job # Dsgnr:
Description..,.
4'-6" HiGH RAMP WALL W/O SEIS.
Page;
Oate: 14 OCT 2014
This Wall in File: c;\documents and settingsVuser 2\my documentsVretainpro 10 project filesVwalnut.r
RetainPro 10 {«) 1987-2014, BuUd 10.14.10.09
License: KW-0e0S7378
License To : MALEK ENGINEERS, INC.
Cantilevered Retaining Wall Design ^ode; cec 2013,ACI 318-II,ACI 530-11
Criteria
Retained Height ~
Wall height above soil =
Slope Behind Wall =
Height of Soil over Toe =
Water height over heel =
J Soil Data J
5,50 ft
0,00 ft
0.00: 1
Allow Soil Bearing = 3.000,0
Equivalent Fiuki Pressure Method
Heel Active Pressure = 35,0
psf
psf/ft
e.OOin Passive Pressure 260,0 psf/ft
O.Oft Soil Density, Heel = 110.00 pcf
Soil Density, Toe = 110,00 pcf
FootingljSoil Friction 0.350
Soil height to ignore
for passive pressure 6.00 in
Surcharge Loads
Surcharge Over Heet = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
J aiiiMMMM Adjacent Footing Load
Design Summary
Wall Stability Ratios
Overtuming
Sliding
Total Bearing Load
...resultant ecc.
Soii Pressure @ Toe
Soil Pressure @ Heel
Allowabte
1,56 OK
1,55 OK
1,653 lbs
9,93 in
1.638 psf OK
0 psf OK
3,000 psf
Soif Pressure Less Tlian Allowable
ACt Factored @ Toe = 2,294 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 9,0 psi OK
Footing Shear @ Heei = 3,6 psi OK
Allowabte = 82,2 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force = 857,5 lbs
less 100% Passive Force = - 750,0 lbs
tess 100% Friction Force = - 578.6 Ibs
Added Force Req'd = 0,0 lbs OK
.-for 1.6 ; 1 Stability = 0.0 Ibs OK
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind. W
Seismic, E
CBC2013,ACI
1-400
1.700
1-700
1-000
1.000
Lateral Load
...Height fo Top
...Height to Bottom
The above lateral load
has been increased
by a factor of
Wind on Exposed Stem :
0,0#/ft
0,00 ft
0,00 ft
1,00
0.0 psf
Adjacent Footing Load
Footing Width
Eccentricity
Watt to Ftg CL Oist
Footing Type
Base Above/Below Sol!
at Back of WaH
Poisson's Ratio
0,0 Ibs
0.00 ft
0.00 in
0,00 ft
Line Load
O.Oft
0,300
Stem Construction | Bottom
wmmmmmmmmmmmmmmmmmmmmmM Stem OK
Design Height Above Ft£ ft = 0,00
Wall Materia! Above "Ht" = Masonry
Thickness = 8,00
Rebar Size = #5
Rebar Spadng = 24 00
Rebar Placed at = Edge
Oesign Data
ft)/FB fa/Fa = 0.788
Total Fore® @ Section lbs= 529,4
Moment..,.Actual ft-#= 970,5
Moment Allowabte = 1,231,2
Shear Actual psi = 8,4
Shear Allowabte psi = 45,2
Walt Weight = 78,0
Rebar Depth 'd' in= 5,25
Masonry Oata
fm psi:
Fs psi =
Solid Grouting =
Modular Ratio 'n' =
Short Teim Factor =
Equiv. Solid Thick, in =
Masonry Block Type
Masonry CSesign Method
Concrete Dats
fc psi =
Fy psi =
1,500
20,000
Yes
21.48
1.000
) = 7,60
= Medium Weight
= ASD
MALEK ENGINEERS, INC.
1080 PARK BLVD., SUITE 714
SAN DIEGO, CA 92101
Titte WALNUT
Job # : Dsgnr:
Description,,,.
4'-6" HIGH RAMP WALL W/0 SEIS.
Page: ^
Date: 14 OCT 2014
This Wall in Fite: c;Vdocuments and settingsVuser 2Vmy documentsVretainpro 10 project filesVwalnut.r
RetainPro 10 (c) 1987-2014, Build 10.14.10.09
License To ENGINEERS, INC. Cantilevered Retaining Wail Design :ode: CBC 2013.ACt 318-11,ACI 530-11
FootingWim ] ^^^^^^^^^l^^n^^^^ammmM
Toe Width = 1.75 ft
Heel Width = 1.25
Total Footing Width = 3^00
Footing Thickness = 18,00 in
Key Width = 16.00 in
Key Oepth = 6,00 in
Key Distance from Toe = 1,00 ft
fc = 3.000 psi Fy = 60,000 psi
Footing Concrete Density = 150,00 pcf
Min, As % = 0,0018
Cover® Top 2,00 @ Bim.= 3,00 in
Toe
Factored Pressure = 2,294
Mu': Upward = 2,497
Mu': Downward = 86
Mu; Design = 2,411
Actual 1-Way Shear = 8.96
Allow 1-Way Shear = 82.16
Toe Reinforcing = #7@ 16.00 in
Heei Reinforcing = # 6 @ 16.00 in
Key Reinforcing = #5® 11.01 in
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S * Fr
Key: Nof req'd, Mu < S * Fr
Heel
0 psf
0 ft-#
311 ft-#
311 ft-#
3.64 psi
82.16 psi
Summary of Overturning & Resisting Forces & Moments
Force .OVERTURNING.. Distance Moment Force ..RESISTING..... Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 857.5 2,33 2,000.8 Soil Over Heei = 352,9 2 Jl 955.8
Surchai^e over Heel = Sloped Soil Over Heei =
Surcharge Over Toe = Surcharge Over Hee! =
Adja(»m Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = * Axial Live Load on Stem =
= Soli Over Toe = 96.3 0,88 84,2
Surcharge Over Toe =
Totai 857.5 O.T.M. 2,000,8 Stem Weight(s) 429,0 2,08 893.8 Totai 857.5 O.T.M. 2,000,8 Earth @ Stem Transitions=
= = Footing Weighi = 675.0 1,50 1.012,5
Resisting/Overturning Ratio 1.56 Key Weight = 100,0 1,67 166,7
Vertical Loads used for Soil Pressure = 1,663.2 Ibs. Vert. Component =
Total = 1.653,2 Ibs FLM.= 3,113.0
* /Vxial live toad NOT included in total displayed, or used fdr overturning resistance, but is induded for soii pressure calculation.
S'-O"
9. ¥4, W m m m