HomeMy WebLinkAboutCT 12-01; Miles Pacific Subdivision; Retaining Wall Structural Calculations; 2015-03-19STRUCTURAL DESIGN CALCULATIONS
FOR
SITE RETAINING WALL
"Lanai" Miles Pacific Subdivision
Carlsbad
March 19, 2015
Concrete:
Masonry:
Mortar:
Grout:
Rebar:
Special Inspection:
Calculations:
Soils:
2500 psi at 28 days
Grade N Standard fm=1500 psi
Grade S standard
2500 psi fluid concrete grout
Grade 60 others
Yes
LRFD
Active Pressure 50 psf/f
Passive Pressure 250 psf/f
Soil Bearing 2,500 psf
33% Increase to values for short-term
loading such as wind or seismic
RECEIVED
JUL 01 2015
LAND DEVELOPIVIENT
ENGINEERING
o
2015.06.30 LU
09:51:12-07'003I
O
<
OL
vehicles which should be evaluated at a higher surcharge to account for the effects of
seismic loading. Equivalent fluid pressures for the design of cantilevered retaining walls
are provided in the following table:
SURFACE SLOPE OF
RETAINED MATERIAL
(HORIZONTALrVERTICAL)
EQUIVALENT
FLUID WEIGHT P.C.F.
(SELECT BACKFILL)'*'
EQUIVALENT
FLUID WEIGHT P.C.F.
(NATIVE BA^FILL)<^)
Level<^'
2 to 1
38
55
Level backfill behind a retaining wall is defined as compacted earth materials, properly'"cjrained, without
a slope for a distance of 2H behind the wall, where H is the height of the wall.
SE >_30, P.I. < 15, E.I. < 21, and <.10% passing No. 200 sieve.
E.I. = 0 to 50, SE > 30, P.I. < 15, E.I. < 21, and < 15% passing No. 200 sieve.
Please note that site soils are marginally acceptable for use as backfill, and will require
extensive testing during backfilling operations to evaluate compliance for potential use.
This may hinder job progress, and should be considered during planning and design.
Seismic Surcharge
For engineered retaining walls, GSI recommends that the wall designer evaluate the walls
for a seismic surcharge per the requirements of the 2013 CBC. The site walls in this
category should maintain an overturning Factor-of-Safety (FOS) of approximately 1.25
when the seismic surcharge (increment), is applied. Please note this is for local wall
stability only.
For restrained walls, the seismic surcharge should be applied as a uniform surcharg^e load
from the bottom ofthe footing (excluding shear keys) to the top oftne oacKtill at the neei'
! wall footing. This seismic surcharge pressure (seismic increment) may be taken as
/here "H" for retained walls is the dimension previously noted as the height of the
fill to the bottom ofthe footing. The resultant force should be applied at a distance
0.6 H up from the bottom of the footing. For the evaluation of the seismic surcharge, the
bearing pressure may exceed the static value by one-third, considering the transient nature
of this surcharge. For cantilevered walls the pressure should be an inverted Jrianaular
distribution using 15H.
The 15H is derived from a Mononobe-Okabe solution for both restrained cantilever walis.
This accounts for the increased lateral pressure due to shakedown or movement of the
sand fill soil in the zone of influence from the wall or roughly a 45° - c|)/2 plane away from
the back ofthe wall. The 15H seismic surcharge is derived from the formula:
Shea Homes Limited Partnership
2359, 2373, and 2375 Pio Pico Drive
File:e:\wp12\6600\6649a,gue
w.o. 6649-A-SC
June 23,2014
Page 19
5
(2) No. 4 BAR (HORIZ.)
AT TOP COURSE OF
RETAIN»iG WALL
6" CMU BLOCK,
SOLD GROUT ALL CELLS
No. 3 BARS C 24" o/c
(HORIZ.)
OR (2) WIRE 9 ga.
LADDER MESH
No. 4 BARS 0 24" o/c
(VERT.)
(2) No. 4 BARS (HORIZ.)
AT TOP COURSE OF RETAINING WALL
FNSHED GRADE PER PLAN
8" CMU BLOCK,
SOLID GROUT ALL CELLS
No. 4 BARS C 24" o/c (HORIZ.)
No. 5 BARS C 16" o/c (VERT.)
12" CMU BLOCK, SOLID GROUT ALL CELLS
No. 6 BARS 0 8" o/c
(VERT.)
WATERPROOFING AND
DRAINAGE PER DETAILS
ll SOLS REPORT
(4) No. 4 BARS
AT BOTTOM (HORIZ.)
BEND WALL
STEEL INTO
CONCRETE FOOTING
/^j^ASIN RETAINING WALL
SCALE 1/2" • r-0"
Tille £4S9aiHJ(yall-8'retalned
Job# (^t;11 jy Dsgnr:
Descriptlori::
Detail 11, Earth plus Wind on Fence
Page: A
Date: 26 APR 2015
This Wall In File: t:\englneering\calcs excel\projects\lanai ret wallsManal walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW.«6p521S5
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 3l8-ii,ACi 530-11
Criteria | Soil Data |
Retained Height "
Wall height above soil =
Slope Behind Wall =
8.67 ft
6.00 ft
0.00: 1
Allow Soil Bearing = 2,500.0
Equivalent Fluid Pressure Method
Heel Active Pressure = 50.0
psf
psf/ft
Height of Soil over Toe = 60.00 in Passive Pressure 250.0 psf/ft
Water height over heel = O.Oft Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
= 120.00
= 110.00
0.350
pcf
pcf
Soil height to ignore
for passive pressure 6.00 in
I Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Dead Load = 0.0 Ibs
/\xial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Desigi^ummai^
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
...resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heei
Allowable
2.27 OK
2.16 OK
6,489 Ibs
13.79 in
2,337 psf OK
0 psf OK
2,500 psf
Soil Pressure Less Than Allowable
2,805 psf
0 psf
17.4 psl OK
17.9 psi OK
75.0 psi
ACi Factored @ Toe =
ACi Factored @ Heel =
Footing Shear @ Toe =
Footing Shear @ Heel =
Allowable =
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 2,561.6 Ibs
less 67 % Passive Force = - 3,250.5 Ibs
less 100% Friction Force = - 2,271.3 Ibs
Added Force Req'd = 0.0 lbs OK
....fori .5 :1 Stabilily = 0.0 Ibs OK
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2013,ACI
1.200
1.600
1.600
1.000
1.000
I [LateraU^ad^A^He^^te [Adjacent Footing Load
Lateral Load
...Height lo Top
...Height to Bottom
The above lateral load
has been increased
by a factor of
Wind on Exposed Slem
0.0 m
0.00 ft
0.00 ft
1.00
16.9 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
2.00 ft
0.00 in
5.33 ft
Line Load
-0.3 ft
0.330
Stem Construction
Design Height Above Ft£
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Tofal Force @ Seclion
Moment....Actual
Momeni Allowable
Shear Actual
Shear Allowable
Wall Weighi
Rebar Deplh 'd'
Masonry Data
3rd 2nd Bottom
Stem OK
8.67
Masonry
6.00
# 4
24.00
Center
Stem OK
4.00
Masonry
8.00
# 5
16.00
Edge
Stem OK
0.00
Masonry
12.00
# 6
8.00
Edge
lbs =
ft-# =
ft-# =
psi =
psl =
psf=
in =
0.268
101.4
304.2
1,133.3
3.1
69.7
43.0
2.75
0.433
973.8
2,135.7
4,929.7
15.5
69.7
78.0
5.25
0.445
3,108.2
9,872.9
22,192.5
28.8
69.7
124.0
9.00
fm psi = 1,500 1,500 1,500
Fy psi = 60,000 60,000 60,000
Solid Grouting = No Yes Yes
Modular Ratio 'n' = 21.48 21.48 21.48
Equiv. Solid Thick. in = 4.10 7.60 11.60
Masonry Block Type
Masonry Design Melhod
Concrete Data —
fc
= Medium Weight
= LRFD
psi =
psi =
Title cl Basin Wall-8'retained
Job# Det; 11 Dsgnr:
Description....
Detaii 11, Earth plus Wind on Fence
c
Page:
Date: 26 APR 2015
This Wall in File: t:\engineering\calcs excel\projecls\lanai ret wallsManal walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-060S2155
License To : SVIMNSON ASSOC
Cantilevered Retaining Wall Design :;ode: CBC 2013,ACI 318-II,ACI 530-11
^ootin^Dlmei^^ r^^^Foetin^esi^
Toe Widlh
Heel Widlh
Total Fooling Widlh =
Fooling Thickness =
Key Widlh
Key Depth =
Key Distance from Toe =
fc = 2,500 psi Fy =
Footing Concrete Densiiy =
Min. As %
Cover @ Top 2.00 g
2.33 ft
3.67
6.00
15.00 in
1.00 in
0.00 in
2.00 ft
60,000 psi
150.00 pcf
0.0000
Blm.= 3.00 in
Factored Pressure
Mu': Upward
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: #4@ 18.77 in, #5@ 29.09 in, #6@ 41.29 in.
Key: Nol req'd, Mu < S * Fr
Toe Heel
2,805 0 psf
6,548 925 ft-*
3,864 6,236 ft-#
2,684 5,311 ft-#
17.41 17.91 psi
75.00 75.00 psi
None Spec'd
None Spec'd
None Spec'd
#7@ 56.31 in, #8@ 74.14 in, #9@ 9
Summar^l^f^v^^
item
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Fooling Load
Added Lateral Load
Load @ Slem Above Soil =
.OVERTURNING., Force Distance Moment
Ibs ^ft ft*
2,460.2 3.31 8,134.9
RESISTING
Force Distance Moment
Ibs ft ft-#
101.4 12.92 1,310.1
Total 2,561.6 O.T.M. 9,445.0
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
2.27
6,489.4 Ibs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel =
Adjacent Fooling Load
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Slem Weighl(s)
Earth @ Stem Transitions =
Footing Weighi =
Key Weighi
Vert. Componeni =
2,777.9 4.67 12,958.8
1,281.5 1.17 1,492.9
1.118.3 2.72 3,039.5
186.8 3.16 590.9
1,125.0 3.00 3,375.0
2.04
Total = 6,489.4 Ibs R.M.^ 21,457.1
* Axial live load NOT Included in lotal displayed, or used for overturning
resistance, bul is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending nol considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.159 in
The above calculation is not valid if the heel soil bearinq pressure exceeds that of the toe,
because the wall would then tend lo rotate into the retained soil.
Title cl Basin Wall-8'retained
Job# Det; 11 Dsgnr:
Description....
Detail 11, Earth pius Wind on Fence
Page:
Date: 26 APR 2015
This Wall in File: l:\engineering\calcs excel\projecls\lanai ret wallsManal walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11 ~~~~~~~
ucenU TofI^^NSON ASSOC Cantilevered Retaining Wall Design ^ode: cec 201 3,ACI 318-11 ,ACI 530-11
T6.§0psf
(Service-Leyel)
Pp= 3250.55*
2561 .S€#
2337.24psf
Title c1 Basil
Job # Detiil-E
Pcirriptiani
iU-8' retained
Dsgnr:
•a
Page: '
Date: 26 APR 2015
Detail 11-Earth Pressure plus Soils Seismic*
This Wall in File: l:\engineering\calcs excel\projects\lanai ret wallsManal walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-06Q5215S
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode: CBC 2013.ACI 318-1 i,ACi 530-11
Criteria | Soil Data |
Retained Heighl ~
Wall heighl above soil =
Slope Behind Wall =
8.67 ft
6.00 ft
0.00: 1
Allow Soil Bearing = 3,375.0
Equivalent Fluid Pressure Method
Heel Active Pressure = 50.0
psf
psf/ft
Height of Soil over Toe = 60.00 in Passive Pressure 250.0 psf/ft
Waler height over heel = O.Oft Soil Density, Heel
Soil Density, Toe
FootingljSoil Friciion
= 120.00
= 115.00
0.350
pcf
pcf
Soil height lo ignore
for passive pressure 6.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Lateral Load Applied to Stem | | Adjacent Footing Load"
Axial Load Applied to Stem
Axa\ Dead Load = 0.0 Ibs
/Vxial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Lateral Load =
...Heighl lo Top =
...Heighl lo Bottom
The above lateral load
has been increased
by a factor of
Wind on Exposed Slem =
Earth Pressure Seismic Load J Kae for seismic earth pressure
Ka for static earth pressure
Difference: Kae-Ka
Design Kh = 0.163 g
Using Mononobe-Okabe / Seed-Whitman procedure
Fp/Wp Weight Multiplier Stem Weight Seismic Load
0.0 #/ft
0.00 ft
0.00 ft
1.00
0.0 psf
= 0.501
= 0.369
= 0.132
= 0.163 g
Adjacent Footing Load
Footing Widlh =
Eccenlricily =
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ralio =
Added seismic base force
Added seismic base force
0.0 Ibs
0.00 ft
0.00 in
0.00 ft
Line Load
O.Oft
0.330
545.7 Ibs
127.6 Ibs
Title cl Basin Wall-8' retained
Job# Det; 11-E Dsgnr:
Description....
Detail 11- Earth Pressure plus Soils Seismic
Page;. 6
Date; 26 APR 2015
This Wall in File; t:\engineering\calcs excel\projecls\lanai ret walls\lanai walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License : KW-060S2155
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode: CBC2013.ACI 318-II,ACI 530-11
Design Summary
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
...resultant ecc.
1.76 OK
1.77 OK
6,548 Ibs
19.02 in
Soil Pressure @ Toe = 3,086 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 3,375 psf
Soil Pressure Less Than Allowable
3,703 psf
0 psf
25.3 psi OK
23.8 psi OK
75,0 psi
ACI Faclored @ Toe =
ACI Faclored @ Heel =
Footing Shear @ Toe =
Footing Shear @ Heel =
Allowable =
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 3,133.5 Ibs
less 67 % Passive Force = - 3,250.5 Ibs
less 100% Friction Force = - 2,291.7 Ibs
Added Force Req'd = 0.0 lbs OK
....for 1.5 :1 Slability = 0.0 Ibs OK
Load Factors ~
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2013,ACI
1.200
1.600
1.600
1.000
1.000
FootingJDime^^
Toe Width = 2.33 ft
Heel Width = 3.67
Tolal Fooling Width = 6.00
Footing Thickness = 15.00 in
Key Width = 1.00 in
Key Depth = 0.00 in
Key Distance from Toe = 2.00 ft
fc = 2,500 psi Fy =
Footing Concrele Densiiy =
Min. As %
Cover @ Top 2.00 @
60,000 psi
150.00 pcf
0.0000
Blm.= 3.00 in
Stem Construction
Design Height Above Ft£
Wall Material Above "HI"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
ft)/FB + fa/Fa
Total Force @ Section
Moment....Actual
Moment Allowable
Shear Actual
Shear Allowable
Wall Weight
Rebar Deplh 'd'
Masonry Data
3rd 2nd Bottom
Stem OK Stem OK Stem OK
ft= 8.67 4.00 0.00
= Masonry Masonry Masonry
= 6.00 8.00 12.00
# 4 # 5 # 6
= 24.00 16.00 8.00
= Center Edge Edge
0.189 0.549 0.624
lbs = 71.5 1,217.6 3,912.1
ft-# = 214.5 2,706.0 13,844.4
ft-# = 1,133.3 4,929.7 22,192.5
psi = 2.2 19.3 36.2
psi = 69.7 69.7 69.7
psf= 43.0 78.0 124.0
in = 2.75 5.25 9.00
fm psi = 1,500 1,500 1,500
Fy psi = 60,000 60,000 60,000
Solid Grouting — No Yes Yes
Modular Ratio 'n' = 21.48 21.48 21.48
Equiv. Solid Thick. in = 4.10 7.60 11.60
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
= Medium Weighi
= LRFD
psi =
Footing Design Results
Toe Heel
Factored Pressure 3,703 0 psf
Mu': Upward 8,212 111 ft-*
Mu': Downward 3,864 6,236 ft-#
Mu: Design 4,348 6,125 ft-#
Actual 1-Way Shear 25.35 23.80 psi
Allow 1-Way Shear 75.00 75.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 21.07 in, #5@ 32.65 in, #6@ 46.34 in,
Heel: #4@ 16.28 in, #5@ 25.23 in, #6@ 35.81 in.
Key: Not req'd, Mu < S * Fr
63.20 in,
48.83 in.
83.21 in,
64.29 in.
Title cl Basin Wall-8' retained
Job* Det; 11-E Dsgnr:
Description....
Detail 11- Earth Pressure plus Soils Seismic
Page:
Date: 26 APR 2015
This Wall in File: t;\engineering\calcs excel\projects\lanai ret wallsManal walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-0BQS21S5
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode: CBC 2013,AGI 318-II,ACI 530-11
Summar^l^vert^^
item
.OVERTURNING.
Force Distance
Ibs ft
Moment
ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Slem Above Soil =
Seismic Earth Load
Seismic Slem SelfWt
2,460.2 3.31 8,134.9
Total
545.7 5.95
127.6 6.89
3,133.5 O.T.M.
3,248.1
879.5
12,262.5
Resisting/Overturning Ratio = 1.76
Vertical Loads used for Soil Pressure = 6,547.7 Ibs
If seismic Is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Slem =
* Axial Live Load on Slem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions:
Footing Weighi =
Key Weight
Vert. Component =
Total'
RESISTING
Force Distance Moment
Ibs ft ft-#
2,777.9 4.67
6,547.7 Ibs R.M.=
12,958.8
1,339.8 1.17 1,560.8
1,118.3 2.72 3,039.5
186.8 3.16 590.9
1,125.0 3.00 3,375.0
2.04
21,524.9
' Axial live load NOT included in lotal displayed, or used for overturning
resistance, bul is included for soil pressure calculation.
Tilt 1
Horizontal Deflection at Top of Wail due to settiement of soil
(Deftection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pcl
Horizontal Defl @ Top of Wall (approximate only) 0.210 in
The above calculation is not valid ifthe heel soil bearina pressure exceeds lhal of the loe.
because the wall would then tend lo rotate into the retained soil.
Title cl Basin Wall-8'retained
Job# Det;11-E Dsgnr:
Description....
Detail 11- Earth Pressure plus Soils Seismic
Page
Date: 26 APR 2015
This Wall in File: t;\engineering\calcs excel\projeclsManai ret wallsManal walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-06g52155
License To : SANSON ASSOC Cantilevered Retaining Wall Design :ode: CBC2013,ACI 318-II,ACI 530-11
Pp= 3250.55* 3133.47#
30S5.75psf
II
6'FENCE PER PLAN
TOP BARS
PER DETAIL 01
FINSHEO GRADE PER PLAN
No. 4 BARS G 24" o/c (HORIZ.)
No. 5 BARS C 32" o/c (VERT.)
8" CMU BLOCK,
SOLD GROUT ALL CELLS
WATERPROOFING AND DRAINAGE PER DETAILS ft SOLS REPORT
BEND WALL STEEL
INTO CONCRETE FOOTING
(DNo.4 BAR 0 TOP d
(2) No. 4 BARS 6 BOHOM
w/ 3" CLEAR COVER, TYP.
3'-4" RETAINING WALL
w/ LEVEL BACKFILL
SCALE '/z" • I'-O"
Tille Z^'iimih Fence
Job# /l5et;02~~'^ Dsgnr;
Descripjion.,
Detail 02
Page: 1^
Date: 11 MAY 2015
This Wall In File; t:\engineering\calcs excelVprojeclsManai rel wallsManal walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
License : KW-060S2155 ^
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design :ode; CBC 2013.ACI 318-II,ACI 530-11
Criteria
Retained Height ~
Wall height above soil =
Slope Behind Wall
Height of Soil over Toe =
Waler height over heel =
3.33 ft
6.00 ft
0.00; 1
8.00 in
O.Oft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Oer Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem ]|
/^xial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
/\xial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
...resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heel
Allowable
Soil Pressure Less Than Allowable
ACl Factored @ Toe
ACI Factored @ Heel
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
less 67 % Passive Force =
less 100% Friciion Force =
Added Force Req'd =
....for 1.5:1 Stability =
Load Factors
Soil Data |
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure 50.0 psf/ft
Passive Pressure 250.0 psf/ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 110.00 pcf
FootingllSoil Friction 0.350
Soil height to ignore
0.00 for passive pressure 0.00 In
I
3.20 OK
1.70 OK
1,663 Ibs
5.27 in
1,041 psf OK
67 psf OK
2,500 psf
1,250 psf
81 psf
1.1 psi OK
2.6 psi OK
75.0 psi
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2013,ACI
1.200
1.600
1.600
1.000
1.000
I I Lateral Load Applied to Stem | | Adjacent Footing Load
Lateral Load =
...Height to Top =
...Height to Boltom =
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
lj [^enrConstructi^ 2nd
Adjacent Footing Load =
Footing Widlh
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Bottom
0.0 Ibs
0.00 ft
0.00 in
0.00 ft
Line Load
O.Oft
0.300
Design Height Above Ft£
Wall Malerial Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed al
Design Data
ft)/FB + fa/Fa
Total Force @ Seclion
Moment....Actual
Momeni Allowable
Shear Actual
Shear Allowable
Wall Weight
Rebar Depth 'd'
Stem OK
ft= 3.33 0.00
= Fence Masonry
= 8.00
= # 5
= 32.00
= Edge
0.189
lbs = 0.0 443.6
ft-# = 0.0 492.3
ft-# = 2,605.6
psi = 7.0
= 69.7
psf = 78.0
in = 5.25
524.4 Ibs
307.7 lbs
582.1 Ibs
0.0 Ibs OK
0.0 Ibs OK
Masonry Data
fm
Fy
Solid Grouting
psi =
psi:
Modular Ralio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc psi
Fy psi
1,500
60,000
Yes
21.48
7.60
= Medium Weighi
= LRFD
Title 3.33' with Fence
Job # Det; 02 Dsgnr:
Description....
Detail 02
Page: 13
Date: 11 MAY 2015
This Wall in File; t;\engineering\calcs excel\projects\lanai rel wallsManai walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
License : KW-06052155
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode; CBC 2013,ACI 318-11,ACI 530-11
FootingJDim^^ [^2£i^ll£j2l2^i£Il^^i^liL««Ji
Toe Widlh
Heel Widlh
Total Footing Width =
Footing Thickness =
Key Width
Key Depth =
Key Distance from Toe =
fc = 2,500 psi Fy
Footing Concrele Density =
Min. As % =
Cover @ Top 2.00 (
0.17 ft
2.83
3.00
15.00 in
8.00 in
0.00 in
2.00 ft
60,000 psi
150.00 pcf
0.0000
! Btm.= 3.00 in
Factored Pressure
Mu': Upward
Mu': Downward
Mu; Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Other Acceptable Sizes & Spacings
Toe; Nol req'd, Mu < S * Fr
Heel: Nol req'd, Mu < S * Fr
Key; Nol req'd, Mu < S * Fr
Toe
1,250
18
121
-103
1.07
75.00
None Spec'd
None Spec'd
None Spec'd
Heel
81 psf
847 ft-#
1,849 ft-#
1,002 ft-*
2.63 psi
75.00 psi
^Sumn^^
Item
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil •
..OVERTURNING..
Force Distance Moment
Ibs ft fl-#
800.6
Force
Ibs
.RESISTING
Distance
ft
Moment
ft-#
524.4 1.53
Total 524.4 O.T.M. 800.6
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
Tilt
3.20
1,663.2 Ibs
Soil Over Heel = 828.4
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* /Vxial Live Load on Slem =
Soil Over Toe = 12.5
Surcharge Over Toe =
Slem Weight(s) = 259.7
Earth @ Slem Transitions =
Fooling Weighi = 562.5
Key Weight
Vert. Component =
1.92 1,589.2
0.09
0.50
1.60
2.33
1.1
130.7
843.8
Total = 1,663.2 Ibs R.M.= 2,564.8
* /\xial live load NOT included in tolal displayed, or used for overtuming
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due lo wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.090 in
The above calculation Is nol valid if the heel soil bearinq pressure exceeds that of the loe.
because the wall would then lend to rotate into the retained soil.
14
6'FENCE PER PLAN
FINISHED GRADE PER PLAH
TOP BARS
PER DETAIL 01
8" CMU BLOCK,'
SOLID GROUT ALL CELLS
No. 4 BARS t 24" o/c (HORIZ.)
No. 5 BARS C 32" o/c (VERT.)
WATERPROOFING AND DRAINAGE
PER DETALS & SOILS REPORT
BEND WALL STEEL
INTO CONCRETE FOOTNG
(1)No.4 BAR C TOP ll
(2) No. 4 BARS C BOTTOM
w/ 3" CLEAR COVER, TYP.
4'-8" RETAINING WALL
w/ LEVEL BACKFILL
SCALE '/z" - 1'-0"
Title AjGJ' mth Fence
Job# ^''iSetroF^ Dsgnr:
DescripUeii^^^^_^-.--^
Detail 03
Page: 15
Date: 11 MAY 2015
This Wall in File; t:\engineering\calcs excelVprojectsManai rel wallsManai walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-060521SS
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design :;ode: cec 2013,ACI 3i8-ii,ACi 530-11
Criteria _1 [Soil Data J Retained Heighl
Wall heighl above soil
Slope Behind Wall
Heighl of Soil over Toe
Waler height over heel
4.67 ft
6.00 ft
0.00:1
8.00 in
O.Oft
Surcharge Loads
Surcharge Over Heel = o.O 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
/^ial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary |
Wall stability Ratios
Overturning
Sliding
Total Bearing Load
...resultant ecc.
3.64 OK
1.53 OK
2,949 Ibs
6.43 in
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure 50.0 psf/ft
Passive Pressure 250.0 psf/ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 110.00 pcf
FootingllSoil Friciion 0.350
Soil heighl to ignore
for passive pressure 0.00 in
\ 1
I Lj^terallLoadh\ppl^ | Adjacent Footing Load
Soil Pressure @ Toe = 1,253 psf OK
Soil Pressure @ Heel = 162 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Faclored @ Toe = 1,503 psf
ACI Factored @ Heel = 194 psf
Footing Shear @ Toe = 1.4 psi OK
Footing Shear @ Heel = 3.4 psi OK
Allowable = 75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 876.2 Ibs
less 67 % Passive Force = - 307.7 Ibs
less 100% Friciion Force = - 1,032.1 Ibs
Added Force Req'd = 0.0 lbs OK
....for 1,5 ; 1 Stability = 0.0 Ibs OK
Lateral Load = 0,0 #/ft
...Height to Top = 0.00 ft
...Height lo Bottom = 0.00 ft
The above lateral load
has been increased 1.00
by a factor of
Wind on Exposed Stem = 0.0 psf
Stem Construction
Design Height Above Ft£
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
ft)/FB + fa/Fa
Total Force @ Section
Moment....Actual
Momeni Allowable
Shear Actual
Shear Allowable
Wall Weighi
Rebar Depth 'd'
2nd
Adjacent Footing Load
Fooling Width
Eccentricity
Wall lo Ftg CL Dist
Fooling Type
Base Above/Below Soil
al Back of Wall
Poisson's Ratio
Bottom
ft = 4.67
Fence
Stem OK
0.00
Masonry
8.00
# 5
32.00
Edge
lbs =
ft-# =
ft-# =
psi =
psf =
in =
0.0
0.0
0.521
872.4
1,358.0
2,605.6
13,8
69,7
78,0
5,25
Masonry Data
fm
Fy
Solid Grouting
psi =
psi:
1,500
60,000
Yes
0,0 Ibs
0.00 ft
0.00 in
0.00 ft
Line Load
O.Oft
0.300
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2013,ACI
1.200
1.600
1.600
1.000
1.000
Modular Ratio 'n' =
Equiv. Solid Thick. =
Masonry Block Type =
Masonry Design Melhod =
Concrete Data
f c psi =
Fy psi =
21.48
7.60
Medium Weight
LRFD
Titie 4,67' with Fence
Job # Det; 03 Dsgnr:
Description....
Detail 03
Page: I G
Date: 11 MAY 2015
This Wall in File; l;\engineering\calcs exceKprojectsManai rel wallsManai walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License : KW-0605215S
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode: CBC 2013.ACI 318-11,ACI 530-11
Footin^imensi^^ | ^J^ootin^esign^es^
Toe Width
Heel Width
Total Footing Widlh =
Fooling Thickness =
Key Width
Key Deplh =
Key Dislance from Toe =
fc = 2,500 psi Fy =
Footing Concrete Densiiy =
Min. As % =
Cover @ Top 2,00 @
0.17 ft
4.00
4.17
15.00 in
8.00 in
0.00 in
2,00 ft
60,000 psi
150,00 pcf
0,0000
Btm,= 3,00 in
Toe Heel
Factored Pressure 1,503 194 psf
Mu'; Upward 21 3,015 ft-*
Mu'; Downward 184 5,313 ft-*
Mu; Design -163 2,298 ft-#
Actual 1-Way Shear 1.39 3.38 psi
Allow 1-Way Shear 75.00 75.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe; Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S * Fr
Key: Not req'd, Mu < S * Fr
Summary of Overturning & Resisting Forces & IWoments
Item
OVERTURNING
Force Distance Moment
Ibs ft ft-#
Force
Ibs
.RESISTING
Distance
ft
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Fooling Load =
Added Lateral Load =
Load @ Slem Above Soil =
876.2 1,97 1,729,0
Total 876,2 O.T.M. 1,729,0
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
3.64
2,948.8 Ibs
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel
Adjacent Footing Load =
Ax.\a\ Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s)
Earth @ Stem Transitions'
Footing Weighi =
Key Weighi
Vert, Componeni =
1,790.2 2.50
Moment
ft-*
4,481.4
12.5 0,09 1,1
364.3 0,50 183,3
781,9 2,09 1,630.2
2,33
Total = 2,948.8 Ibs R.M.= 6,296.0
* Ax\a\ live load NOT included in lotal displayed, or used for overturning
resistance, bul is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due lo wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0,089 in
The above calculation is not valid ifthe heel soil bearinq pressure exceeds that ofthe toe.
because the wall would then tend lo rotate into the retained soil.
6-FENCE PER PLAN
RMSHED GRADE PER PLAN
TOP BARS
PER DETAL 01
8" CMU BLOCK,
SOLID GROUT ALL CELLS
No.4 BARS 0 24" o/c (HORIZ.)
No. 5 BARS e 16" o/c (VERT.)
WATERPROOFING AND DRAINAGE PER DETAILS b SOLS REPORT
BEND WALL STEEL
INTO CONCRETE FOOTING
(1) No. 4 BAR 0 T(»' &
(3) No. 4 BARS 0 BOHOM
w/ 3" aEAR COVER, TYP.
6'-0" RETAINING WALL
SCALE Vz" • r-0"
Title
Job # r Det; 0
Description
6" retainina"
Page;
Dsgnr; Detail 05 Date; 19 MAR 2015
This Wall in File; t:\engineering\calcs excel\projecls\lanai ret wallsManai walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
^NSON ASSOC License: KW-060j52155_ License To : SWAP
Cantilevered Retaining Wall Design ^ode; CBC 2013,ACI 318-II,ACI 530-11
Criteria
Retained Heighl = 5.80 ft
Wall height above soil = 6,00 ft
Slope Behind Wall = 0.00 :1
Height of Soil over Toe = 8.00 in
Water height over heel = 0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
/Vxial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
/\xial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
...resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heel
Allowable
Soil Pressure Less Than Allowable
ACI Factored @ Toe
ACI Factored @ Heel
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
Sliding Calcs (Vertical Componeni Used)
Lateral Sliding Force
less 67 % Passive Force =
less 100% Friction Force =
Added Force Req'd =
....for 1.5 :1 Stability =
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2013 ACI
1,200
1,600
1,600
1,000
1,000
Soil Data |
Allow Soil Bearing = 2,500,0 psf
Equivalent Fluid Pressure Method
psf/ft Heel Active Pressure 50,0 psf/ft
Passive Pressure 250,0 psf/ft
Soil Densiiy, Heel = 115,00 pcf
Soil Density, Toe = 110,00 pcf
FootingllSoil Friction 0,350
Soil heighl lo ignore 0,00 in for passive pressure 0,00 in
4.17 OK
1.51 OK
4,485 Ibs
7.25 in
1,410 psf OK
270 psf OK
2,500 psf
1,692 psf
324 psf
1.6 psi OK
3.7 psi OK
75.0 psi
ll [LaterajJLoa^pplie^o^ [Mjacen^ootingJL^ad
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height lo Bottom = 0.00 ft
The above lateral load
has been increased 1.00
by a faclor of
Wind on Exposed Slem = 0.0 psf
Stem Construction
Design Height Above Ft£
Wall Material Above "Hf'
Thickness
Rebar Size
Rebar Spacing
Rebar Placed al
Design Data
flj/FB + fa/Fa
Total Force @ Seclion
Moment....Actual
Moment Allowable
Shear Actual
Shear Allowable
Wall Weighi
Rebar Deplh 'd'
2nd
Adjacent Footing Load
Footing Width =
Eccentricity =
Wall to Ftg CL Dist
Fooling Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio =
Bottom
0.0 Ibs
0.00 ft
0.00 in
0.00 ft
Line Load
O.Oft
0.300
ft = 6.00
Fence
stem OK
0.00
Masonry
8.00
# 5
16.00
Edge
lbs =
ft-# =
ft-* =
psi =
psf=
in =
0.0
0.0
0.528
1,345.6
2,601.5
4,929.7
21.4
69.7
78.0
5.25
1.242.6 Ibs
307.7 Ibs
1,569.9 lbs
0.0 lbs OK
0.0 Ibs OK
Masonry Data
fm psi =
Fy psi =
Solid Grouting =
Modular Ralio 'n' =
Equiv. Solid Thick. =
Masonry Block Type =
Masonry Design Method
Concrete Data
f c psi =
Fy psi =
1,500
60,000
Yes
21.48
7.60
= Medium Weight
= LRFD
Title 6' with Fence
Job # Det; 05
Description....
6' retaining
Dsgnr; Detail 05
Page:
Date: 19 MAR 2015
This Wall in File: t:\engineering\calcs excel\projeclsManai ret wallsManai walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
License : KW-06Q52155
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design i^ode: CBC 2013,ACI 318-II,ACI 530-11
^ootin^imensions^^ [^ootin^esignRe^^
Toe Width
Heel Widlh
Tolal Footing Width =
Footing Thickness =
Key Width
Key Depth =
Key Distance from Toe =
fc = 2,500 psi Fy =
Footing Concrete Density =
Min. As % =
Cover @ Top 2.00 ^
0,17 ft
5,17
5,34
15,00 in
8.00 in
0,00 in
0,17 ft
60,000 psi
150,00 pcf
0.0000
Btm.= 3.00 in
Toe
Faclored Pressure = 1,692
Mu'; Upward = 24
Mu'; Downward = 247
Mu; Design = -223
Actual 1-Way Shear = 1.63
Allow 1-Way Shear = 75.00
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe; Not req'd, Mu < S * Fr
Heel; Not req'd, Mu < S * Fr
Key; Not req'd, Mu < S * Fr
Heel
324 psf
7,184 ft-*
11,167 ft-*
3,984 ft-*
3,74 psi
75,00 psi
^ununar^^vei^^
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Fooling Load =
Added Lateral Load =
Load @ Slem Above Soil =
..OVERTURNING..
Force Distance Moment
Ibs ft ft-* Force
Ibs
.RESISTING
Distance
ft
1,242.6 2.35 2,920,0
Total 1,242.6 O.T.M. 2,920.0
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
4.17
4,485,4 Ibs
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 =
Surcharge Over Toe =
Slem Weight(s) =
Earth @ Stem Transitions=
Footing Weighi =
Key Weight
Vert, Component =
Moment
ft-*
3,003,7 3,09 9,276,5
12,5 0.09 1,1
468,0 0,50 235,6
1,001.3 2,67 2,673,3
0,50
Total = 4,485.4 ibs R.M.= 12,186.5
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
[li!L
Horizontal Defiection at Top of Wall due to settlement of soil
(Deflection due to wall bending nol considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.087 in
The above calculation Is nol valid if the heel soii bearinq pressure exceeds that of the toe.
because the wall would then lend to rotate into the retained soil.
-6'-0" MASONRY SOUND WALL
PER PLAN
20
@
BASIN RETAINING WALL
SCALE Vz" • r-o"
Title A1BasinWall-10.33 ret.
Job # Det; 07 Dsgnr;
Description....
Detail 07 fence footing surcharge
Page;
Dale; 27 JUN 2015 A
This Wall in File; t;\engineering\calcs exceKprojectsManai ret wallsManai walls.rpx
ReUinPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-06052155
License To : SANSON ASSOC
Cantilevered Retaining Wall Design :;ode: CBC 2013,ACI 318-11,ACI 530-11
Criteria
Retained Height = 10.00 ft
Wall height above soil = 0.67 ft
Slope Behind Wall = 0.00 ; 1
Height of Soil over Toe = 60.00 in
Water height over heel = 0.0 ft
Surcharge Loads
Surcharge Over Heel = o.O 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 Ibs
flo(m\ Live Load = 0,0 Ibs
Axial Load Eccentricity = 0,0 in
^esignSunmm^^
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
,.,resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heel
Allowable
Soil Pressure Less Than Allowable
3,024 psf
134 psf
17.8 psi OK
19.9 psi OK
75,0 psi
CBC 2013,ACI
1,200
1,600
1,600
1.000
1.000
Soil Data
ACI Factored @ Toe =
ACI Faclored @ Heel
Footing Shear @ Toe =
Footing Shear @ Heei =
Allowable =
Sliding Calcs (Vertical Componeni Used)
Lateral Sliding Force = 4,511.8 Ibs
less 67 % Passive Force = - 3,538.4 Ibs
less 100% Friction Force = - 3,659.7 Ibs
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
Allow Soil Bearing = 2,505,0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure =
Passive Pressure
Soil Density, Heel
Soil Densiiy, Toe
FootingllSoil Friction
Soil heighl to ignore
for passive pressure
63.0 psf/ft^
250.0 psf/ft
125,00 pcf
115,00 pcf
0,350
0,00 in
2,65 OK
1,60 OK
10,456 Ibs
14,64 in
2,503 psf OK
111 psf OK
2,505 psf
jj [Tatera^oa^pplie^^teiT^J [Adjacen^ootin^oad
Lateral Load
,.,HeighltoTop
.„Heighl to Bottom
The above lateral load
has been increased
by a factor of
Wind on Exposed Slem
0.0 #/ft
0.00 ft
0.00 ft
1.00
0.0 psf
Stem Construction
Design Height Above Ft£
Wall Malerial Above "HI"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
ft)/FB -t- fa/Fa
Total Force @ Section
Moment,...Actual
Moment Allowable
Shear Actual
Shear Allowable
Wall Weighi
Rebar Depth 'd'
Masonry Data
2nd
Adjacent Footing Load =
Footing Widlh
Eccenlricily
Wall lo Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ralio
Bottom
700.0 Ibs
2,00 ft
0,00 in
6,50 ft
Line Load
-0,3 ft
0,330
ft = Stem OK
4,00
Masonry
8,00
# 5
16,00
Edge
Stem OK
0.00
Masonry
12.00
# 6
8,00
Edge
lbs =
«-* =
ft-# =
psi:
psi =
psf =
in =
0.805
2,034.0
3,968.7
4,929.7
32.3
69,7
78,0
5,25
0.838
5,525.6
18,589.2
22,192.5
51.2
69.7
124,0
9,00
fm psi = 1,500 1,500
Fy psi = 60,000 60,000
Solid Grouting Yes Yes
Modular Ratio 'n' = 21.48 21,48
Equiv. Solid Thick, in = 7,60 11.60
Masonry Block Type = Medium Weighi
Masonry Design Method = LRFD
Concrete Data
fc psi =
Fy psi =
Title Al Basin Wall-10.33 ret.
Job # Det; 07 Dsgnr:
Description....
Detail 07 fence footing surcharge
Page:
Date: 27 JUN 2015 3A
This Wall in File; l;\engineering\calcs excel\projectsManai rel wallsManai walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-060S2155
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-II,ACI 530-11
Footin^imension^^S^ f^2£ii^^«2ii«2™l«»«l
Toe Widlh
Heel Width
Total Fooling Widlh =
Footing Thickness =
Key Width
Key Depth =
Key Distance from Toe =
fc = 2,500 psi Fy
Footing Concrete Density =
Min. As % =
Cover @ Top 2.00 (
2,33 ft
5.67
8.00
18,00 in
1,00 in
0,00 in
2.00 ft
60,000 psi
150.00 pcf
0.0000
! Blm,= 3,00 in
Toe
3,024
7,446
8,924
-1,478
17,85
75,00
None Spec'd
# 4 @ 8,00 in
None Spec'd
Heel
134 psf
7,597 ft-#
21,367 ft-#
13,771 ft-*
19,89 psi
75,00 psi
Faclored Pressure
Mu'; Upward
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; *4@ 9.00 in, *5@ 13.96 in, #6@ 19.81 in.
Key; Not req'd, Mu < S * Fr
*7@ 27.01 in, #8@ 35.56 in, #9@ 45
^ummar^fOvertun^^
Item
..OVERTURNING..
Force Distance
Ibs ft
Heel Active Pressure = 4,165,9 3,83
Surcharge over Heei =
Surcharge Over Toe =
Adjacent Footing Load = 345,9 4,64
Added Lateral Load =
Load @ Slem Above Soil =
Moment
ft-#
15,969,2
1,606,7
Force
.RESISTING
Distance Moment
Total 4,511.8 O.T.M. 17,575.8
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
2.65
10,456,1 Ibs
Ibs ft ft-*
5,837,5 5,67 33,069.4
212.6 5,81 1,235.6
1,339.8 1.17 1,560.8
1,016.3 2.74 2,789.3
250,0 3,16 790.8
1,800,0 4,00 7,200.0
2,04
Soil Over Heel
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
/\xial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Slem Weight(s) =
Earth @ Stem Transitions =
Fooling Weighi =
Key Weight
Vert, Component ^
Total = 10,456,1 Ibs R.M.= 46,646.0
* Axial live load NOT included in lotal displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending nol considered)
Soil Spring Reaction Modulus 250,0 pci
Horizontal Defl @ Top of Wall (approximate only) 0,093 in
The above calculation is not valid if the heel soil bearinq pressure exceeds lhat of the toe.
because the wall would then lend lo rotate into the retained soil.
Title AlBasin Wall-10.33 ret.
Job # Det; 07 Dsgnr:
Description,,..
Detail 07 fence footing surcharge
Page:
Date; 27 JUN 2015
This Wall in File; t;\engineering\calcs excel\projects\lanai rel wallsManai walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-060521S5
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode; CBC 2013,ACI 318-11,ACI 530-11
1
.4dj Ftg Load =700#
ecc.=0" from CL
111,2tpsf
Pp= 353S.i4# 4.511,B1#
2502.75psf
Title AlBasin Wall-10.33 ret.
Job # Det; 07E Dsgnr;
Page:
Date; 26 APR 2015
Jescription..,,
Detail 07 Including Seismic
This Wall In File; t:\engineering\calcs excel\projeclsManai rel wallsManai walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-06Q52155
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design -ode: CBC 2013,ACI 318-1 l.ACi 530-11
Criteria
Retained Height 10.33 ft
Wall height above soil = 0.33 ft
Slope Behind Wall = 0.00 ; 1
Height of Soil over Toe = 60,00 in
Waler heighl over heel = 0,0 ft
Surcharge Loads
Jl j Soil Data
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 i|
Axial Dead Load = 0.0 lbs
/\xial Live Load = 0.0 Ibs
Ax\a\ Load Eccentricity = 0.0 in
Earth Pressure Seismic Load 1
Allow Soil Bearing = 3,250.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure 50.0 psf/ft
Passive Pressure 250,0 psf/ft
Soil Density, Heel = 120,00 pcf
Soil Densiiy, Toe = 115,00 pcf
FootingllSoil Friciion 0,350
Soil heighl to ignore
0,00 for passive pressure 0,00 in
k l^^tera^oa^pplie^^tetTiJj Adjacent Footing Load
Lateral Load = 0,0 #/ft
„,Heighl lo Top = 0,00 ft
„,Heighl lo Bottom = 0.00 ft
The above lateral load
has been increased 1.00 by a faclor of
Wind on Exposed Slem = 0,0 psf
Design Kh = 0.168 g
Using Mononobe-Okabe / Seed-Whitman procedure
Kae for seismic earth pressure
Ka for static earth pressure
Difference; Kae - Ka
= 0.506
= 0.369
= 0,137
Adjacent Footing Load = 760.0 Ibs
Footing Width = 2.00 ft
Eccentricity = 0.00 in
Wall to Ftg CL Dist = 5,33 ft
Fooling Type Line Load
Base Above/Below Soil _ f. _ „
at Back of Wall ~
Poisson's Ratio = 0.330
Added seismic base force 772.1 Ibs
Tille AlBasin Wall-10.33 ret.
Job # Det; 07E Dsgnr;
Description.,,.
Detail 07 Including Seismic
Page: VS
Dale; 26 APR 2015
This Wall in File; l;\engineering\calcs excelVprojectsManai ret wallsManai walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-060S2155
License To : SWANSON ASSOC
Design Summary
Cantilevered Retaining Wall Design iode: CBC 2013,ACI 318-11 ,ACI 530-11
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
...resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heel
Allowable
1.87 OK
1.45 Ralio < 1.
9,163 ibs
20.90 in
3,176 psf OK
0 psf OK
3,250 psf
Soii Pressure Less Than Allowable
ACI Factored @ Toe
ACI Factored @ Heel
Footing Shear (g Toe
Footing Shear @ Heel
Allowable
3,842 psf
0 psf
31.8 psi OK
32.5 psi OK
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
less 67 % Passive Force =
less 100% Friction Force =
Added Force Req'd =
....for 1.5 :1 Stability =
Load Factors
4,478.1 Ibs
3,271.5 Ibs
3,207.1 Ibs
0.0 lbs OK
238.6 Ibs NG
Stem Construction
Design Height Above Ft£
Wall Material Above "Ht"
' Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fla/FB + fa/Fa
Total Force @ Section
Moment....Actual
Moment Allowable
Shear Actual
Shear Allowable
Wall Weight
Rebar Depth 'd'
Masonry Data
fm
Fy
Solid Grouting
1 2nd Bottom
Stem OK Stem OK
ft= 4.00 0.00
= Masonry Masonry
= 8.00 12.00
= # 5 * 6
= 16.00 8.00
= 5.551 9.25 1
0.997 0.979
lbs = 2,238.2 5,671.5
ft-* = 5,226.3 22,446.2
ft-# = 5,243.6 22,935.0
psi = 33.6 51.1
psi = 69.7 69.7
psf = 78.0 124.0
in = 5.55 9.25
psi
psi
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2013,ACI
1.200
1.600
1.600
1.000
1.000
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
1,500 1,500
60,000 60,000
Yes Yes
21.48 21.48
7.60 11.60
= Medium Weighi
= LRFD
PS|:
psi:
Footing Dimensions & Strengths | | Footing Design Results |
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Widlh
Key Depth
Key Distance from Toe
2.33 ft
5.00
7.33
15.00 in
1.00 in
0.00 in
2.00 ft
f c = 2,500 psi Fy = 60,000 psi
Footing Concrete Densiiy = 150.00 pcf
Min. As % = 0.0000
Cover @ Top 2.00 @ Blm.= 3.00 in
Toe
3,842
9,026
6,793
2,233
31.77
75.00
None Spec'd
#4 @ 16.00 in
None Spec'd
Heel
0 psf
1,612 ft-*
15,413 ft-#
13,801 ft-#
32.45 psi
75.00 psi
Factored Pressure
Mu': Upward
Mu'; Downward
Mu; Design
Actuai 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; *4@ 7.22 in, #5@ 11.20 in, #6@ 15.89 in.
Key; Not req'd, Mu < S * Fr
#7@ 21.67 in, #8@ 28.53 in, #9@ 36
Title AlBasin Wall-10.33 ret.
Job # Det; 07E Dsgnr;
Description....
Detail 07 Including Seismic
Page;
Date; 26 APR 2015
This Wall in File; t:\engineering\calcs excelVprojectsManai rel wallsManai walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-060521S5
Licenle To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-1 i,ACi 530-11
Simmiarj^^f^ 1
item
..OVERTURNING..
Force Distance Moment
Ibs ft ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load
3,352.4
353.6
772.1
3.86
5.29
6.95
Total 4,478.1 O.T.M.
12,940.3
1,869.2
5,364,5
20,174,0
Resisting/Overturning Ratio = 1.87
Vertical Loads used for Soil Pressure = 9,163,1 Ibs
If seismic is included, the OTM and sliding ratios
be 1,1 per section 1807.2.3 of IBC 2009 or IBC 201
Force
.RESISTING
Distance
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Fooling Load =
/Uial Dead Load on Stem =
* /\xlal Live Load on Slem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s)
Earth @ Stem Transitions =
Fooling Weighi =
Key Weight
Vert, Componeni =
Totah
Moment
Ibs ft ft-*
4,958,4 5.33 26,428.3
221,9 5,33 1,182,7
1,339,8 1,17 1,560.8
1,015,5 2,74 2.787.2
253.2 3.16 801.0
1,374.4 3.67 5,037.1
2.04
37,797.1 9,163.1 Ibs R.M.=
* /Vxial live load NOT included in total displayed, or used for overturning
resistance, bul is included for soil pressure calculation.
Tilt 1
Horizontal Deflection at Top of Wail due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.128 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
FINISHED GRADE PER PLAN
(2) No. 4 BARS (HORIZ.)
AT TOP COURSE OF
RETAIMNG WALL
8" CIAJ BLOCK.
SOUD GROUT ALL CELLS
No. 4 BARS e 24" o/c (HORIZ.)
No. 5 BARS C 24" o/c (VERT.)
CENTERED N WALL
WATERPROOF»IG AND DRAINAGE
PER DETAILS 6 SOLS REPORT
BEND WALL STEEL
INTO COrWRETE FOOTING
(DNo.4 BAR e TOP &
(2) No. 4 BARS 6 BOTTOM
w/ 3" CLEAR COVER. TYP,
ASIN RETAINING WALL
SCALE 'A" = r-0"
Tille Basin Wall 4'8" wall extension
Job# Det; 08-10 Dsgnr;
Page:
Date; 26 APR 2015
This Wall in File; t:\engineering\calcs excelVprojectsManai rel wallsManai walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-0e95215S License To: VANSON ASSOC Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-1 i,ACl 530-11
Criteria
Retained Height = 5.50 ft
Wall height above soil = 2.67 ft
Slope Behind Wall = 0,00 ; 1
Heighl of Soil over Toe = 60,00 in
Waler height over heel = 0,0 ft
I [Soil Data J Allow Soil Bearing = 2,500,0 psf
Equivalent Fluid Pressure Melhod
Heel Active Pressure 50,0 psf/ft
Passive Pressure 250.0 psf/ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 115.00 pcf
FootingllSoil Friction 0.350
Soil heighl to ignore
0.00 for passive pressure 0.00 in
Surcharge Loads
Surcharge Over Heel = o.O psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
J I Lateral Load Applied to Stem \ [Adjacen^ootin^oad
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
/\xial Live Load = 0.0 Ibs
/Vxial Load Eccentricity := 0.0 in
Design Summary |
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
.„Height to Botiom = 0,00 ft
The above lateral load
has been increased 1.00
by a factor of
Wind on Exposed Stem = 0.0 psf
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
„,resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heel
Allowable
1.76 OK
3.69 OK
2,675 ibs
10.20 in
2,438 psf OK
0 psf OK
2,500 psf
Soil Pressure Less Than Allowable
ACI Faclored @ Toe
ACI Faclored @ Heel
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
2,926 psf
0 psf
3.9 psi OK
1.1 psi OK
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 1,139.1 Ibs
less 67 % Passive Force = - 3,271.5 ibs
less 100% Friciion Force = - 936.3 Ibs
Added Force Req'd
.,..for 1.5 :1 Slability
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2013,ACI
1.200
1.600
1.600
1.000
1.000
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
5.33 ft
Line Load
-0.3 ft
0.330
Stem Construction
Design Height Above Ft£
Wall Material Above "Hf'
Thickness
Rebar Size
Rebar Spacing
Rebar Placed al
Design Data
fb/FB •^ fa/Fa
Total Force @ Section
Moment....Actual
Momeni Allowable
Shear Actual
Shear Allowable
Wall Weight
Rebar Depth 'd'
Bottom
ft =
Stem OK
0.00
Masonry
8.00
# 5
24.00
Cenier
lbs =
ft-# =
psi =
psi =
0.938
1,210.0
2,218.3
2,365.4
26.9
69.7
78,0
3.75
0.0 Ibs OK
0.0 Ibs OK
Masonry Data
f m psi:
Fy psi:
Solid Grouting :
Modular Ratio 'n' =
Equiv. Solid Thick. in:
Masonry Block Type
Masonry Design Method
Concrete Data
f C psi:
Fy psi:
1,500
60,000
Yes
21.48
1 = 7.60
= Medium Weight
= LRFD
Title Basiin Wall 4'8" wall extension
Job# Det; 08-10 Dsgnr;
Description,.,.
Detail 08 and Detail 10
Page: 11
Date; 26 APR 2015
This Wall in File; l;VengineeringVcalcs excelVprojectsManai rel wallsManai walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
License: i<W-06052155
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-II,ACI 530-11
Footing Dimensions & Strengths | [FootingDesignRes^^
Toe Widlh
Heel Width
Total Fooling Widlh =
Footing Thickness =
Key Width
Key Depth =
Key Distance from Toe =
fc = 2,500 psi Fy
Footing Concrete Density =
Min. As % =
Cover @ Top 2,00 (
2,33 ft
0,83
3.16
15,00 in
1.00 in
0,00 in
2,00 ft
60,000 psl
150,00 pcf
0.0000
1 Btm.= 3.00 in
Toe Heel
Faclored Pressure 2,926 0 psf
Mu'; Upward 5,294 0 ft-*
Mu'; Downward 1,774 41 ft-*
Mu; Design 3,520 41 ns
Actual 1-Way Shear 3.93 1,09 psi
Allow 1-Way Shear 75,00 75.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe; Nol req'd, Mu < S * Fr
Heel; Not req'd, Mu < S * Fr
Key: Not req'd, Mu < S * Fr
Summar^of^^ & Resisting Forces & Moments
Item
OVERTURNING
Force Distance Moment
Ibs ft ft-#
Force
Ibs
.RESISTING
Distance
ft
Moment
ft-*
Heel Active Pressure = 1,139.1 2.25 2,562.9 Soil Over Heel = 105.2 3,08 324.0
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Fooling Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = * /Vxial Live Load on Stem =
= Soil Over Toe = 1,339.8 1.17 1,560.8
Surcharge Over Toe =
Stem Weight(s)
Earth @ Slem Transitions =
637.3 2.66 1,697.2 Total 1,139.1 O.T.M. 2,562.9 Stem Weight(s)
Earth @ Slem Transitions =
637.3 2.66 1,697.2
= = Footing Weighi = 593.1 1.58 937.9
Resisting/Overturning Ratio 1.76 Key Weight 2.04
Vertical Loads used for Soil Pressure 2,675.3 Ibs Vert. Componeni =
Total = 2,675.3 Ibs R.M.= 4,520.0
* /Vxial live load NOT included in tolal displayed, or used for overturning resistance, but is included for soil pressure calculation.
I Tilt J
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wail bending nol considered)
Soil Spring Reaction Modulus 250,0 pci
Horizontal Defl @ Top of Wall (approximate oniy) 0,175 in
The above calculation is not valid if the heel soil bearinq pressure exceeds that of the loe,
because the wall would then tend to rotate into the retained soil.
Title Basin Wall 4"8"
Job# Det; 08-10
Description....
Detail 08 and Detail 10
wall extension
Dsgnr;
Page: 3(3
Date: 26 APR 2015
This Wall in File; t;VengineeringVcalcs excelVprojectsManai ret wailsVlanai walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-060521S5
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-II,ACI 530-1 I
Pp« 3271.4S#
113B.Ce»
243Si(K)psf
31
CHANJNK FENCE
PER CIVIL PLAN
(2) No. 4 BARS (HORIZ.)
AT TOP COURSE OF
RETAMING WALL
PUOX SEWER
ACCESS ROAD PER PLAN
8" CMU B.m,
SOLID GROUT ALL CELLS
No.4 BARS C 24" o/c
(HORIZ.)-
No. 5 BARS 0 16" o/c (VERT.)-
12" CMU BLOCK,
SOLID GROUT ALL CELLS-
No. 6 BARS G 8" o/c
(VERT.)
WATERPROOFMG AND DRAMAGE PER DETALS t( SOLS REPORT
(5) No. 4 BARS
AS SHOWN (3) TOP, (2) BOHOM
No.4 BARS
D 16" o/c
BEND WALL STEEL
NTO CONCRETE FOOTING
4'-4" 2'-4"
6'-8"
I—
s
ih
09 ASIN RETAINING WALL
SCALE V2" - r-0"
Title B1 Basia Wall-9.33 ret.
Job # /-ISeror ^ Dsgnr:
Descrction.... J
Detail W-
Page: 32.
Date: 26 APR 2015
This Wall in File; t;VengineeringVcalcs excelVprojectsManai ret wallsManai walls.rpx
RetalnPro 10 (c) 1987-2014, License: KW-06g5215S License To : SW/
Build 10.14.11.11
SANSON ASSOC Cantilevered Retaining Wall Design ^ode; CBC 2013.ACI 318-II,ACI 530-11
Criteria
Retained Height = 9.33 ft
Wall heighl above soil = 0.67 ft
Slope Behind Wall = 0.00 ; 1
Height of Soil over Toe = 60.00 in
Water height over heel = 0.0 ft
I I Soil Data
Surcharge Loads
Surcharge Over Heel = 100.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem ll
/Vxial Dead Load = 0.0 lbs
Axial Live Load = 0.0 Ibs
/Vxial Load Eccentricity = 0.0 in
Design Summary I
Wall Stability Ratios
Overtuming
Sliding
Totai Bearing Load
...resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heel
Allowable
Soil Pressure Less Than Allowable
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2013,ACI
1.200
1.600
1.600
1.000
1.000
1
Allow Soil Bearing = 2,500,0 psf
Equivalent Fluid Pressure Melhod
Heel Active Pressure 50,0 psf/ft
Passive Pressure 250,0 psf/ft
Soil Densiiy, Heel = 120,00 pcf
Soil Densiiy, Toe = 115,00 pcf
FootingllSoil Friciion 0.350
Soil height lo ignore
0.00 for passive pressure 0.00 in
ll {Tatera^oadAppiie^to^te^^^ [^awntF^tin^oad
Lateral Load
...Height to Top
...Height to Bottom
The above lateral load
has been increased
by a factor of
Wind on Exposed Slem :
0.0#/ft
0.00 ft
0.00 ft
1.00
0.0 psf
2.40 OK
1.86 OK
7,827 Ibs
13.70 in
2,384 psf OK
0 psf OK
2,500 psf
2,861 psf
0 psf
19.7 psi OK
23.2 psi OK
75.0 psi
ACI Factored @ Toe =
ACI Factored @ Heel =
Footing Shear @ Toe =
Fooling Shear @ Heel =
Allowable =
Sliding Calcs (Vertical Componeni Used)
Lateral Sliding Force = 3,239.2 ibs
less 67 % Passive Force = - 3,271,5 Ibs
less 100% Friction Force = - 2,739,4 Ibs
Added Force Req'd = 0,0 lbs OK
.„,for 1,5 : 1 Stability = 0.0 Ibs OK
Load Factors
Stem Construction '\.
Design Height Above Ft£ ft =
Wall Material Above "Ht"
Thickness =
Rebar Size =
Rebar Spacing =
Rebar Placed al =
Design Data
ft)/FB + fa/Fa
Total Force @ Section Ibs =
Moment,.,,Actual ft-# =
Moment Allowable ft-* =
Shear Actual psi =
Shear Allowable psi =
Wall Weighi psf=
Rebar Deplh 'd' in =
2nd
Adjacent Footing Load =
Footing Width
Eccentricity
Wall lo Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Bottom
0.0 Ibs
0.00 ft
0.00 in
5.33 ft
Line Load
-0.3 ft
0.330
Stem OK
4,00
Masonry
8,00
# 5
16,00
Edge
Stem OK
0,00
Masonry
12.00
# 6
8.00
Edge
0.602
1,491.7
2,965.9
4,929.7
23.7
69.7
78,0
5,25
0.619
4,104.0
13,730.5
22,192,5
38.0
69.7
124,0
9,00
Masonry Data —
fm
Fy
Solid Grouting
Modular Ralio 'n'
psi= 1,500
psi = 60,000
Yes
21,48
1,500
60,000
Yes
21,48
Equiv, Solid Thick, in= 7,60 11,60
Masonry Block Type = Medium Weighi
Masonry Design Method = LRFD
Concrete Data
fc psi =
Fy psi =
Title Bl Basin Wall-9.33 ret.
Job # Det; 09 Dsgnr;
Description,.,,
Detail 09
Page: 33
Date; 26 APR 2015
This Wall in File; t;Vengineering\calcs excelVprojectsManai ret wallsManai walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
j.icense: KW-0S9$2.1S5 ..icense To: VANSON ASSOC Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-II,ACI 530-11
FootingDimension^^ L^ootin^esigi^esult^^J
Toe Width
Heel Width
Total Footing Width =
Fooling Thickness =
Key Width
Key Depth =
Key Distance from Toe =
fc = 2,500 psi Fy =
Footing Concrete Density =
Min. As %
Cover @ Top 2.00 @
2.33 ft
4.33
6,66
15,00 in
1,00 in
0,00 In
2,00 ft
60,000 psi
150.00 pcf
0.0000
Btm.= 3.00 in
Toe
2,861
6,848
5,317
1,530
19.73
75.00
None Spec'd
*4@ 16,00 in
None Spec'd
Heel
0 psf
2,460 ft-#
11,023 ft-#
8,563 ft-#
23,17 psi
75,00 psi
Faclored Pressure
Mu'; Upward
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: #4@ 11.64 in, #5@ 18.04 in, #6@ 25.61 in, #7@ 34.92 in, #8® 45.98 in, #9@ 5
Key: Not req'd, Mu < S * Fr
Summar^fOver^^
Item
.OVERTURNING.,
Force Distance Moment
Ibs ft ft-*
Force
.RESISTING
Distance Moment
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Fooling Load =
Added Lateral Load =
Load @ Stem Above Soil =
2,798.4
440.8
3.53
5.29
9,869.1
2,332.0
Total 3,239.2 O.T.M. 12,201.1
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
2.40
7,827.0 Ibs
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Fooling Load =
/Vxial Dead Load on Stem =
• /Vxial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions:
Fooling Weighi =
Key Weight
Vert. Component j
Ibs ft ft-#
3,728.3 5.00 18,622.7
333.0 5.00 1,663.3
1,339.8 1.17 1,560.8
964.0 2.75 2,650.1
213.2 3.16 674.4
1,248.8 3.33 4,158.3
2.04
Total = 7,827.0 Ibs R.M.= 29,329.7
' /Vxial live load NOT included in lolal displayed, or used for overturning
resistance, bul is included for soil pressure caicuiation.
Tilt 1
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.099 in
The above calculation is not valid if the heel soil bearina pressure exceeds that of the loe,
because the wall would then lend to rotate into the retained soil.
Title Bl Basin Wail-9.33 ret.
Job # Det; 09 Dsgnr;
Description....
Detail 09
Page; 3^
Date: 26 APR 2015
This Wall in File; l;VengineeringVcalcs excelVprojectsManai ret wallsManai walls.rpx
RetalnPro 10(C) 1987-2014, Build 10.14.11.11 _ . . . ........ j ,-^r>/-> on^ o A,-«Io ^ H A/^I con i-i
Ucense :Kwi)5o§2i55__ Cantilevered Retaining Wall Design -ode: CBC 2013,ACI 318-11,ACI 530-11 License To : SWANSON ASSOC
lOO.OOpsf
1' V
Pp- 3271.48* 323S.24#
23B4.36psf
Title B1BaslnWall-9.33 ret.
Job# -^etfoSI^ Dsgnr:
DescriptSpn.... )
Detail 09
Page; 35
Date; 26 APR 2015
This Wall in File; t:\engineeringVcalcs excelVprojectsManai rel wallsManai walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-06052155
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 31 a n,ACI 530-11
Criteria
Surcharge Loads
1 Retained Heighl = 9.33 ft
Wall heighl above soil = 0,67 ft
Slope Behind Wall = 0,00 ; 1
Height of Soil over Toe = 60,00 in
Water height over heel = 0.0 ft
Surcharge Over Heel = 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
/Vxial Live Load = 0.0 Ibs
/Vxial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load 1
Soil Data |
Allow Soil Bearing = 3,325.0
Equivalent Fluid Pressure Method
Heel Active Pressure = 50.0
psf
psf/ft
Passive Pressure 250.0 psf/ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 115,00 pcf
FootingllSoil Friction 0,350
Soil height lo ignore
for passive pressure 0,00 in
I fLaterai Load Applied to Stem \ \ Adjacent Footing Load
Lateral Load = 0,0 #/ft
„.Height lo 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 Slem = 0.0 psf
Design Kh = 0.167 g
Using Mononobe-Okabe / Seed-Whitman procedure
Kae for seismic earth pressure = 0.527
Ka for static earth pressure = 0.386
Difference; Kae-Ka = 0.141
Adjacent Footing Load = 0.0 Ibs
Footing Widlh = 0.00 ft
Eccentricity = 0.00 in
Wall to Ftg CL Dist = 5.33 ft
Footing Type Line Load
Base Above/Below Soil _ - , -
at Back of Wall "
Poisson's Ratio = 0.330
Added seismic base force 643.7 Ibs
Title Bl Basin Wall-9.33 ret.
Job # Det; 09E " Dsgnr;
Description,,,,
Detail 09
Page; 3G
Date; 26 APR 2015
This Wall in File: t;VengineeringVcalcs excelVprojectsManai rel wallsManai walls.rpx
RetalnPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-06052155
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode: CBC 20i3,ACi 318-1 i,ACi 530-11
Design Summary J Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
...resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heel
Allowable
1.91
1.71
OK
OK
7,413 lbs
19.05 in
2,836 psf OK
0 psf OK
3,325 psf
Stem Construction |
Design Height Above Ft£ ft =
Wall Material Above "HI"
Thickness =
Rebar Size =
Rebar Spacing =
Rebar Placed at =
Design Data
ft)/FB * fa/Fa
2nd
Stem OK
4.00
Masonry
8.00
* 5
16.00
Edge
Bottom
Stem OK
0.00
Masonry
12.00
# 6
8.00
Edge
Soil Pressure Less Than Allowable
ACI Factored @ Toe
ACI Factored @ Heel
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
3,403 psf
0 psf
23.1 psi OK
23.5 psi OK
75.0 psi
= 0.559 0.666
Total Force @ Section lbs= 1,366.1 4,185.9
Moment..,.Actual ft-#= 2,753.6 14,769,5
Moment Allowable ft-#= 4,929,7 22,192,5
Shear Actual psi= 21.7 38.8
Shear Allowable psi= 69.7 69.7
Wall Weighi psf= 78.0 124.0
Rebar Depth 'd' in= 5,25 9.00
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
less 67 % Passive Force
less 100% Friciion Force
Added Force Req'd
„.,for1,5; 1 Stability
Load Factors —
Building Code
Dead Load
Live Load
Earth, H
Wind.W
Seismic, E
3,486.3 Ibs
3,359.3 Ibs
2,594.5 Ibs
0,0 ibs
0.0 Ibs
OK
OK
CBC2013,ACI
1.200
1,600
1,600
1.000
1.000
Masonry Data
fm psi
Fy psi
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick,
Masonry Block Type
Masonry Design Melhod = LRFD
Concrete Data
f c psi =
Fy psi =
1,500 1,500
60,000 60,000
Yes Yes
21.48 21.48
7.60 11.60
= Medium Weighi
Footing Dimensions & Strengths [^JFootln^besi^^
Toe Width = 2,33 ft
Heel Width = 4.33
Total Fooling Width = 6.66
Footing Thickness = 16,00 in
Key Width = 1,00 in
Key Depth = 0,00 in
Key Distance from Toe = 2,00 ft
f c = 2,500 psi Fy = 60,000 psi
Fooling Concrete Densiiy = 150,00 pcf
Min, As % = 0.0000
Cover @ Top 1,60 @ Btm,= 3,00 in
Toe Heel
3,403 0 psf
7,866 741 ft-#
5,233 9,741 ft-*
2,633 9,000 ft-#
23.06 23.47 psi
75.00 75.00 psi
None Spec'd
#4 @ 16.00 in
None Spec'd
Other Acceptable Sizes & Spacings
Toe; Not req'd, Mu < S * Fr
Heel; #4@ 12.34 in, #5@ 19.12 in, *6@ 27.14 In,
Key; Not req'd, Mu < S * Fr
Factored Pressure
Mu'; Upward
Mu'; Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
#7@ 37.01 in, #8@ 48.73 in, #9@ 6
Title BIBasin Wall-9.33 ret.
Job # Det; 09E Dsgnr:
Description....
Detail 09
Page; 3-?
Date; 26 APR 2015
This Wall in File; l;VenglneeringVcalcs excelVprojectsVlanai ret wallsManai walls.rpx
RetainPro 10 (c) 1987-2014, Build 10.14.11.11
License: KW-0605215S
License To : SWANSON ASSOC
Cantilevered Retaining Wall Design ^ode; CBC2013,ACI 318-II,ACI 530-11
Summary of Overturning & Resisting Forces & Moments 1
Item
OVERTURNING..
Force Distance
Ibs ft
Moment
ft-#
Force
Ibs
..RESISTING
Distance
ft
Moment
ft-*
Heel Active Pressure = 2,842.7 3.55 10,104.1 Soil Over Heel = 3,572.9 5.00 17,846.8
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Fooling Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = * Axial Live Load on Stem =
Seismic Earth Load = 643.7 6.40 4,118.1 Soil Over Toe =
Surcharge Over Toe =
1,339.8 1.17 1,560.8
Stem Weight(s) 964.0 2.75 2,650.1 Total 3,486.3 O.T.M. 14,222.2 Stem Weight(s) 964.0 2.75 2,650.1 Total 3,486.3 O.T.M. 14,222.2 Earth @ Stem Transitions = 204.3 3.16 646.3
= = Footing Weight = 1,332.0 3.33 4,435.6
Resisting/Overturning Ratio 1.91 Key Weight 2.04
Vertical Loads used for Soil Pressure 7,413.0 Ibs Vert. Componeni =
Total = 7,413.0 Ibs R.M.= 27,139,6
If seismic is included, the OTM and sliding ratios be 1.1 per seclion 1807.2.3 of IBC 2009 or IBC 201
" /Vxial live load NOT included in tolal displayed, or used for overturning resistance, but is included for soil pressure calculation.
Tilt 1
Horizontai Defiection at Top of Wail due to settiement of soii
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250,0 pci
Horizontal Defl @ Top of Wall (approximale only) 0.118 in
The above calculation is not valid if the heel soil bearing pressure exceeds lhat of the toe.
because the wall would then tend to rotate into the retained soil.
Title B1 Basin Wall-9.33 ret.
Job # Det; 09E Dsgnr;
Description...,
Detail 09
Page; 3«
Date: 26 APR 2015
This Wall in File; tVengineeringVcalcs excelVprojectsManai rel wailsVlanai walls.rpx
RetainPro 10(c) 1987-2014, Build 10.14.11.11 ^ . ^. ^, ....
License: KW.06052155 ^^^^^ Cantilevercd Retaining Wall Design ^ode: CBC 2013,ACI 318-11,ACl 530-11
License To: SWANSON ASSOC °
Svvv
M
>I4SlS
P|?= 3359.31*
34S6.32*
2636.1 Opsf