Press Alt + R to read the document text or Alt + P to download or print.
This document contains no pages.
08-0085 (BLCK) Structural CalcsRETAINING WALL CALCULATIONS
,.ice Of ESS;pti4
OSo a
44180 y
cr- EXP. Lpl;o)cq '
l4lb71 EN6����'��1►\
February 8, 2008
IN THE CITY OF
LA QUINTA, CALIFORNIA
SAXON
ENGINEERING
SAXON ENGINEERING SERVICES, INC.
1030 CALLE SOMBRA, STE A2
SAN CLEMENTE, CA 92673
Il FEB 13 2U08
PREPARED UNDER THE. DIRECT SUPERVISION OF:
ATE 1 II
KURT AXON RCE 44180
FOR
JLC til C
THE
DELLA PENTA RESIITC e � � scli
ry�I
��
LOT 111, TRACT 288@7g
CITY OF LA QUINTA`Q
m
4J
BUILDING & SAFETY DEPT.
"THE TRADITION'S y z
APPROVED-
o z m y W
,o Q_
tq W,zao
FOR CONSTRUCTION
53-840 DEL GATO D VE -4 g ':��'' V
)ATSd�B
Plo'ce �&
cc
m ,
,.ice Of ESS;pti4
OSo a
44180 y
cr- EXP. Lpl;o)cq '
l4lb71 EN6����'��1►\
February 8, 2008
IN THE CITY OF
LA QUINTA, CALIFORNIA
SAXON
ENGINEERING
SAXON ENGINEERING SERVICES, INC.
1030 CALLE SOMBRA, STE A2
SAN CLEMENTE, CA 92673
Il FEB 13 2U08
PREPARED UNDER THE. DIRECT SUPERVISION OF:
ATE 1 II
KURT AXON RCE 44180
SAXON ENGINEERING SERVICES
1030 CALLE SOMBRA SUITE "A2"
SAN CLEMENTE, CA. 92673
PHONE: (949) 366-2180
Qeve.lop,-%ent lengj-� off" febgt
h a
(Ga o0o ps `)(I . o) (1-0)(1.0)
25 3,000�.s�
43,8
J6
LA Se Qa = 44d4
#s6ars
g b4rs
6-14 SS
Saxon Engineering Services, Inc. Title Wall "A" - 8'-0" Ht., 7'-6" Ret. Page:
S A X ON 1030 Calle Sombra, Ste. A2 Job # : 1800-495.( Dsgnr: EJ Date: DEC 17,2007
San Clemente, CA 92673 Description....
K (949),366-2180
Ly ENGINEENING
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height =
7.50 It
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
!-Surcharge Loads -
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Soil Data
Allow Soil Bearing = 2,100.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Toe Active Pressure = 35.0 psf/ft
Passive Pressure = 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
= 0.500
Soil height to ignore
= 15.00 in
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Used for Sliding & Overturning
Axial Load Applied to Stem -j
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.308 g
Footing Dimensions & Strengths
Toe Width
= 1.00 ft
Heel Width
= 3.00
Total Footing Width
_
= 4.00
Footing Thickness
= 15.00 in
Key Width
= 12.00 in
Key Depth
= 9.00 in
Key Distance from Toe
= 1.00 ft
fc = 2,000 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Adjacent Footing Load
-0
Adjacent Footing Load =
0.0 lbs
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
1.96 OK Wall Material Above "Ht"
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Added seismic base force 176.7 lbs
*Design Summary
Stem Construction
Top Stem
2nd __
Allowable =
2.100 psf
Stem OK
Stem OK
Wall Stability Ratios
Design Height Above FtE
ft = 4.00
0.00
Overturning =
1.96 OK Wall Material Above "Ht"
= Masonry
Masonry
Sliding =
1.96 OK Thickness
= 8.00
12.00
Total Bearing Load = 3,822 lbs
...resultant ecc. = 9.37 in
Soil Pressure @ Toe =
2,090 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2.100 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
2,179 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
11.4 psi OK
Footing Shear @ Heel =
14.7 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
1,476.7 lbs
less 100% Passive Force= -
1,171.9 lbs
less 100% Friction Force = -
1,724.4 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors
1,193.2
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Rebar Size
=
# 4
# 6
Rebar Spacing
=
16.00
16.00
Rebar Placed at
=
Edge
Edge
Design Data - -, ----
----
fb/FB + fa/Fa
=
0.367
0.718
Total Force @ Section
lbs=
296.4
1,170.5
Moment.... Actual
ft-#=
438.3
3,193.5
Moment..... Allowable
ft-#=
1,193.2
4,450.7
Shear..... Actual
psi =
4.0
10.2
Shear..... Allowable
psi =
38.7
38.7
Wall Weight
psf =
78.0
124.0
Rebar Depth 'd'
in =
5.25
9.00
LAP SPLICE 1F ABOVE
in =
24.00
36.00
LAP SPLICE IF BELOW
in =
24.00
HOOK EMBED INTO FTG
in =
9.39
Masonry Data - .
.... - .......
-- -- ... -...
-._._....._._ _......- __._._.......-_.
I'm
psi=
1,500
1,500
Fs
psi =
20,000
20,000
Solid Grouting
=
Yes
Yes
Use Full Stresses
=
Yes
Yes
_
Modular Ratio 'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick..
in =
7.60
11.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data - ---
---
--- -----
----
fc
psi =
Fy
psi =
,t
Saxon Engineering Services, Inc. Title Wall "A" - 8'-0" Ht., 7'-6" Ret. Page: .
SAXON.
T 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 17,2007
SAXOJ ld
San Clemente, CA 92673 Description....
EHGIHEERIHG(949) 366-2180
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
;_Footing Design Results .
0.00
Soil Over Toe =
Toe
Heel
Surcharge Over Toe =
Factored Pressure
= 2,179
0 psf
Stem Weight(s) -
808.0
Mu': Upward
= 1,508
689 ft-#
128.3
1.83
Mu': Downward
= 227
4,270 ft-#
2.00
1,500.0
Mu: Design
= 1,281
3,581 ft-#
168.8
Vert. Component =
Actual 1 -Way Shear
= 11.36
14.73 psi
Total =
3,822.3 lbs
Allow 1 -Way Shear
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= # 4 @ 16.00 in
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing
= # 4 @ 16.00 in
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing
= None Spec'd
Key: Not Req'd = Mu<S'Fr
Summary of Overturning & Resisting
Forces & Moments
-�
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force Distance Moment
Item
lbs
ft
ft-#
lbs ft ft-#
Heel Active Pressure
= 1,339.8
2.92
3,907.9 Soil Over Heel =
1,650.0 3.00 4,950.0
Toe Active Pressure
= -53.6
0.58
-31.3 Sloped Soil Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 13.8 9.00 124.2
Seismic Stem Self Wt 176.7 4.79 847.2
Total = 1,476.7 O.T.M. = 4,848.0
Resisting/Overturning Ratio = 1.96
Vertical Loads used for Soil Pressure = 3,822.3 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
0.00
Soil Over Toe =
0.50
Surcharge Over Toe =
Stem Weight(s) -
808.0
1.44
1,160.0
Earth @ Stem Transitions =
128.3
1.83
235.3
Footing Weighl =
750.0
2.00
1,500.0
Key Weight =
112.5
1.50
168.8
Vert. Component =
373.4
4.00
1,493.7
Total =
3,822.3 lbs
R.M.=
9,507.7
Saxon Engineering Services, Inc. Title Wall "B" - 12'-8" Ht., 12'-2" Ret. Page:
SAXON* T 1030 Calle Sombra, Ste. A2 Job # 1800-495 Dsgnr: EJ Date: DEC 17,2007
J l� San Clemente, CA 92673 Description....
si2 (949) 366-2180
�� ENGINEENING
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 .5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height -
12.17 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
. 0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
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 j
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load
-Design Summary
Wall Stability Ratios
Overturning = 1.51 OK
Sliding = 1.58 OK
Total Bearing Load = 4,674 lbs
...resultant ecc. = 21.83 in
Soil Pressure @ Toe =
1,614 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe -
1,521 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
19.6 psi OK
Footing Shear @ Heel =
11.4 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component
NOT Used)
Lateral Sliding Force =
3,611.2 lbs
less 100% Passive Force= -
3,796.9lbs
less 100% Friction Force = -
1,897.91bs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors ------- --
----- ---
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingllSoil Friction
= 0.500
Soil height to ignore
Footing Concrete Density
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Dimensions 8 Strengths
Toe Width
= 6.33 ft
Heel Width=
1.17
Total Footing Width
_ _
= 7.50'
Footing Thickness
= 15.00 in
Key Width
= 15.00 in
Key Depth
= 33.00 in
Key Distance from Toe
= 3.25 ft
fc = 2,000 psi Fy
= 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
[Adjacent Footing Load
_
Adjacent Footing Load =
815.0 lbs
Footing Width =
2.00 ft
Eccentricity =
8.95 in
Wall to Ftg CL Dist =
2.00 ft
Footing Type
Line Load
Base Above/Below Soil =
-1.5 ft
at Back of Wall
# 6
Poisson's Ratio =
0.300
Fp / Wp Weight Multiplier = 0.308 g Added seismic base force 392.4 lbs
Stem Construction
_
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data---------
# 6
fb/FB + fa/Fa
=
Total Force @ Section lbs
=
Moment.... Actual ft-# _
Moment..... Allowable ft-#=
Shear..... Actual psi =
Shear..... Allowable psi =
Wall Weight psf =
Rebar Depth 'd' in=
LAP SPLICE IF ABOVE in
=
LAP SPLICE IF BELOW in=
HOOK EMBED INTO FTG in =
Masonry Data -- ...---.--.--..-......-
fm psi =
Fs psi =
Solid Grouting
=
Use Full Stresses
=
Modular Ratio'n'
_
Short Term Factor
=
Equiv. Solid Thick. in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data -------- ---
fc psi =
Fy psi =
ip Stem
2nd
3rd
Stem OK
_ _
Stem OK Bar Lap/Emb
8.67
4.67
0.00
Masonry
Masonry
Concrete
8.00
12.00
12.00
# 4
# 6
# 8
16.00
8.00
8.00
Edge
Edge
Edge
0.580
0.524
0.516
363.9
1,279.6
4,726.3
490.8
3,624.7
21,341.0
845.7
6,915.5
41,338.2
5.1
11.7
38.0
19.4
38.7
67.1
78.0
124.0
150.0
5.25
9.00
9.50
24.00
36.00
52.59
24.00
31.39
18.78
1,500 1,500
20,000 20,000
Yes
Yes
No
Yes
21.48
21.48
1.000
1.000
7.60
11.60
Medium Weight
ASD
-------------
2,000.0
60,000.0
Saxon Engineering Services, Inc. Title Wall "B" - 12'-8" Ht., 12'-2" Ret. Page:
SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495 Dsgnr: EJ Date: DEC 17,2007
San Clemente, CA 92673 Description....
t (949) 366-2180
ENGINEERING
This Wall in File: 1:11800 McGee Surveying11800_49513ella P
Retain Pro 2007, 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
-Registration # : RP -1160955 2007008
I Footin Results
L.Footing Design 9 �
7.42
70.1
Toe
Heel
Factored Pressure =
1,521
0 psf
1,508.5
Mu': Upward =
20,311
0 ft-#
7.16
Mu': Downward =
5,830
265 ft-#
5,273.4
Mu: Design =
14,481
265 ft-#
878.4
Actual 1 -Way Shear =
19.57
11.45 psi
R.M.=
Allow 1 -Way Shear =
67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing =
# 6 @ 16.00 in
Toe: #4@ 6.25 in, #5@ 9.75 in, #6@ 13.75 in, #7@ 18.75 in, #8@ 24.75 in, #9@ 31.
Heel Reinforcing =
None Spec'd
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing =
# 6 @ 16.00 in
Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in,
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure
= 3,151.7
4.47
14,098.5 Soil Over Heel = 227.6 7.42 1,687.5
Toe Active Pressure
= -53.6
0.58
-31.3 Sloped Soil Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Stem Self Wt =
Total
106.9 9.92 1,059.9
13.8 13.67 188.6
392.4 6.23 2,445.8
3,611.2 O.T.M. = 17,761.7
Resisting/Overturning Ratio = 1.51
Vertical Loads used for Soil Pressure = 4,674.1 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
Total =
9.4
7.42
70.1
0.00
3.17
1,508.5
6.80
10,251.1
128.3
7.16
919.3
1,406.3
3.75
5,273.4
515.6
3.88
1,998.0
878.4
7.50
6,587.9
4,674.1 lbs
R.M.=
26,787.3
Saxon Engineering Services, Inc. Title Wall "B" -12'-0" Ht., 11'-6" Ret. Page:
SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
(949) 366-2180
�% EiICINEf141NG
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height =
11.50 It
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
CSurcharge 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
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load `J
Design Summary
Wall Stability Ratios
Overturning = 1.55 OK
Sliding = 1.58 OK
Total Bearing Load = 4,382 lbs
...resultant ecc. = 20.31 in
Soil Pressure @ Toe =
1,512 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,434 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
18.1 psi OK
Footing Shear @ Heel =
10.4 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
3,273.7 lbs
less 100% Passive Force = -
3,386.7 lbs
less 100% Friction Force = -
1,794.7 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Soil Data
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
= 0.500
Soil height to ignore
Footing Concrete Density =
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Fp / W Weight Multiplier = 0.308 g
Load Factors -
--.---
Building Code Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Footing Dimensions & Strengths
Toe Width =
6.08 ft
Heel Width=
1.17
Total Footing Width = -
7.25
Footing Thickness =
15.00 in
Key Width =
15.00 in
Key Depth =
30.00 in
Key Distance from Toe =
2.50 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
.Adjacent Footing Load
Adjacent Footing Load =
815.0 lbs
Footing Width =
2.00 ft
Eccentricity =
8.95 in
Wall to Ftg CL Dist =
2.00 ft
Footing Type
Line Load
Base Above/Below Soil
0.00
at Back of Wall =
1.5 ft
Poisson's Ratio =
0.300
Added seismic base force 361.5 lbs
Stem Construction
Top Stem
2nd _
3rd
-
Stem OK
Stem OK Bar Lap/Emb
Design Height Above Ftc
ft =
8.00
4.00
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Concrete
Thickness
=
8.00
12.00
12.00
Rebar Size
=
# 4
# 6
# 8
Rebar Spacing
=
16.00
8.00
8.00
Rebar Placed at
=
Edge
Edge
Edge
Design Data
fb/FB + fa/Fa
=
0.580
0.524
0.441
Total Force @ Section
lbs =
363.9
1,279.6
4,251.5
Moment.... Actual
ft-# =
490.8
3,624.7
18,229.3
Moment..... Allowable
ft-# =
845.7
6,915.5
41,338.2
Shear..... Actual
psi =
5.1
11.7
34.1
Shear..... Allowable
psi =
19.4
38.7
67.1
Wall Weight
psf =
78.0
124.0
150.0
Rebar Depth 'd'
in =
5.25
9.00
9.50
LAP SPLICE IF ABOVE
in =
24.00
36.00
52.59
LAP SPLICE IF BELOW
in =
24.00
31.39
HOOK EMBED INTO FTG in =
18.78
Masonry Data
-
fm
psi=
1,500
1,500
Fs
psi =
20,000
20,000
Solid Grouting
=
Yes
Yes
Use Full Stresses
=
No
Yes
Modular Ratio 'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in=
7.60
11.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data_.
--.--------__.__--
f c
psi =
2,000.0
Fy
psi =
60,000.0
Saxon Engineering Services, Inc. Title Wall "B" -12'-0" Ht., 11'-6" Ret. Page:
(1 O *T 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
J
,• j`I • San Clemente, CA 92673 Description....
(949) 366-2180
ENGINE [RING
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
� footing, Design Results
Toe
Heel
Factored Pressure = 1,434
0 psf
Mu': Upward = 17,675
0 ft-#
Mu': Downward = 5,379
241 ft-#
Mu: Design = 12,2.96
241 ft-#
Actual 1 -Way Shear = 18.10
10.43 psi
Allow 1 -Way Shear = 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing = # 6 @ 16.00 in
Toe: #4@ 7.50 in, #5@ 11.50 in, #6@ 16.25 in,
#7@ 22.25 in,
#8@ 29.25
in, #9@ 37
Heel Reinforcing = None Spec'd
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing = # 6 @ 16.00 in
Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in,
#7@ 28.00 in,
Summary of Overturning & Resisting
Forces & Moments
------------------
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force
Distance
Moment
Item lbs
ft
ft-#
lbs
It
ft-#
Heel Active Pressure = 2,844.8
4.25
12,090.6 Soil Over Heel =
215.1
7.17
1,540.8
Toe Active Pressure = -53.6
0.58
-31.3 Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load = 107.2
9.26
991.9 Adjacent Footing Load =
9.8
7.17
70.5
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 13.8
13.00
179.4 Soil Over Toe =
3.04
Surcharge Over Toe =
Seismic Stem Self Wt = 361.5
5.96
2,154.5 Stem Weight(s) -
1,408.0
6.54
9,212.6
Earth @ Stem Transitions=
128.3
6.91
887.2
Total = 3,273.7
O.T.M.
= 15,385.1 Footing Weighl =
1,359.4
3.63
4,927.7
Resisting/Overturning Ratio
=
1.55 Key Weight =
468.8
3.13
1,464.8
Vertical Loads used for Soil Pressure
= 4,382.2 lbs Vert. Component =
792.9
7.25
5,748.3
Total =
4,382.2 lbs
R.M.=
23,852.1
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
il
Saxon Engineering Services, Inc. Title Wall "B"-10'-0" Ht., 9'-6" Ret. Page:
S A X 0 N 1030 Calle Sombra, Ste. A2 Job # ; 1800-495.( Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
(949) 366-2180
�j EflGIHEEfllll6
This Wall in File: I:\1800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height -
9.50 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
1 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
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load
*Design Summary ---�
Wall Stability Ratios
Overturning = 1.54 OK
Sliding = 1.71 OK
Total Bearing Load = 3,484 lbs
...resultant ecc. = 16.36 in
Soil Pressure @ Toe =
1,537 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,493 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
15.3 psi OK
Footing Shear @ Heel =
7.7 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component
NOT Used)
Lateral Sliding Force =
2,391.2 lbs
less 100% Passive Force = -
2,636.7 lbs
less 100% Friction Force = -
1,460.0 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 lbs OK
Load Factors ---._._._..__
---
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingiiSoil Friction
= 0.500
Soil height to ignore
Footing Concrete Density =
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 It
Fp / W Weight Multiplier = 0.308 g
Footing Dimensions & Strengths
Toe Width =
4.58 ft
Heel Width =
1.17
Total Footing Width
_
Footing Thickness =
15.00 in
Key Width =
15.00 in
Key Depth =
24.00 in
Key Distance from Toe =
2.25 It
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
815.0 lbs
Footing Width =
2.00 It
Eccentricity =
8.95 in
Wall to Ftg CL Dist =
2.00 ft
Footing Type
Line Load
Base Above/Below Soil
3.33
=
at Back of Wall
_1.5 ft
Poisson's Ratio =
0.300
Added seismic base force 301.2 lbs
Stem Construction
Top Stem_
2nd
3rd
Stem OK
Stem OK
Bar Lap/Emb
Design Height Above Ftc
ft =
6.67
3.33
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Concrete
Thickness
=
8.00
12.00
12.00
Rebar Size
=
# 4
# 6
# 6
Rebar Spacing
=
16.00
16.00
16.00
Rebar Placed at
=
Edge
Edge
Edge
Design Data
fb/FB + fa/Fa
=
0.337
0.492
0.804
Total Force @ Section
lbs =
250.6
928.9
3,014.4
Moment.... Actual
ft-#=
285.1
2,187.6
10,915.1
Moment..... Allowable
ft-# =
845.7
4,450.7
13,570.3
Shear..... Actual
psi =
3.4
8.0
23.5
Shear..... Allowable
psi =
19.4
38.7
67.1
Wall Weight
psf =
78.0
124.0
150.0
Rebar Depth 'd'
in =
5.25
9.00
9.63
LAP SPLICE IF ABOVE
in =
24.00
36.00
31.39
LAP SPLICE IF BELOW
in =
24.00
31.39
HOOK EMBED INTO FTG in =
14.09
Masonry Data
--
----..._._...__
..... .... .
..._.___._.. .
fm
psi =
1,500
1,500
Fs
psi =
20,000
20,000
Solid Grouting
=
Yes
Yes
Use Full Stresses
=
No
Yes
Modular Ratio 'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in=
7.60
11.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
fc
psi =
2,000.0
Fy
psi =
60,000.0
Saxon Engineering Services, Inc. Title Wall "B"-10'-0" Ht., 9'-6" Ret. Page:
{�
SAXON
1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
q . San Clemente, CA 92673 Description....
(949) 366-2180
�� iHGINEEflIHG
This Wall in File: 1:11800 McGee Suryeying11800_495Delia P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Footing Design Results
O
7.27 781.2
Added Lateral Load =
Toe
Heel
Load @ Stem Above Soil =
Factored Pressure
= 1,493
0 psf
301.2
Mu': Upward
= 10,438
0 ft-#
O.T.M. = 9,707.4
Mu': Downward
= 3,052
175 ft-#
Vertical Loads used for Soil
Mu: Design
= 7,386
175 ft-#
5.41
Actual 1 -Way Shear
= 15.32
7.69 psi
2.88
Allow 1 -way Shear
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= # 6 @ 16.00 in
563.6
Toe: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48
Heel Reinforcing
= None Spec'd
3,483.5 lbs
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing
= # 6 @ 16.00 in
Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in,
Summary of Overturning & Resisting
Forces & Moments 0
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure
= 2,022.3
3.58
7,246.7 Soil Over Heel = 177.7 5.67 1,006.4
Toe Active Pressure
= -53.6
0.58
-31.3 Sloped Soil Over Heel =
Surcharge Over Toe
Adjacent Footing Load =
107.4
7.27 781.2
Added Lateral Load =
Axial Dead Load on Stem=
Load @ Stem Above Soil =
13.8
11.00 151.8
Seismic Stem Self Wt =
301.2
5.18 1,558.9
Total =
2,391.2
O.T.M. = 9,707.4
Resisting/Overturning Ratio
Stem Weight(s) =
= 1.54
Vertical Loads used for Soil
Pressure
= 3,483.5 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel
Adjacent Footing Load =
12.0
5.67
67.8
Axial Dead Load on Stem=
0.00
Soil Over Toe =
2.29
Surcharge Over Toe
Stem Weight(s) =
1,173.4
5.04
5,917.6
Earth @ Stem Transitions=
103.8
5.41
561.7
Footing Weight =
1,078.1
2.88
3,099.6
Key Weight =
375.0
2.88
1,078.1
Vert. Component
563.6
5.75
3,240.9
Total =
3,483.5 lbs
R.M.=
14,972.1
Saxon Engineering Services, Inc. Title Wall "B" -Front Stem/Planter Wall Page:
SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
a` (949) 366-2180
`� fNCIHEEftING
This Wall in File: I:\1800 McGee Surveying\1800_495Della P,
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
1 --Criteria
Retained Height =
6.17 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
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
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load 'I Fp / Wp Weight Multiplier
-Design SummaryStem Construction
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 7.07 OK Wall Material Above "Ht" = Masonry
Sliding = 4.85 OK Thickness = 8.00
Soil Data
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure.
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
= 0.500
Soil height to ignore
Footing Concrete Density
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width
= 2.20 ft
Heel Width
- 4.55
Total Footing Width
= 6.75
Footing Thickness
= 15.00 in
Key Width
= 15.00 in
Key Depth
= 24.00 in
Key Distance from Toe
= 2.00 ft
fc = 2,000 psi Fy
= 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
- 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Adjacent Footing Load
----�
Adjacent Footing Load =
0.0 lbs
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
7.0 psi OK
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
= 0.308 g Added seismic base force 113.8 lbs
Total Bearing Load = 5,064 lbs
...resultant ecc. = 2.34 in
Soil Pressure @ Toe =
620 psf OK
Soil Pressure @ Heel =
880 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
705 psf
ACI Factored @ Heel =
1,000 psf
Footing Shear @ Toe =
7.0 psi OK
Footing Shear @ Heel =
6.1 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component
NOT Used)
Lateral Sliding Force =
1,037.2 lbs
less 100% Passive Force = -
2,636.7 lbs
less 100% Friction Force = -
2,398.0 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
---------------
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
•1.600
Seismic, E
1.000
Rebar Size
=
# 6
Rebar Spacing
=
16.00
Rebar Placed at
=
Edge
Design Data
fb/FB + fa/Fa
=
0.820
Total Force @ Section
lbs =
789.2
Moment.... Actual
ft-#=
1,836.7
Moment..... Allowable
=
2,238.5
Shear..... Actual
psi =
12.2
Shear..... Allowable
psi =
38.7
Wall Weight
=
78.0
Rebar Depth 'd'
in =
5.25
LAP SPLICE IF ABOVE
in=
36.00
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
9.39
Masonry Data --.------- -..-
fm
psi =
1,500
Fs
psi =
20,000
Solid Grouting
=
Yes
_ Use Full Stresses
=
Yes
Modular Ratio 'n'
=
21.48
Short Term Factor
=
1.000
Equiv. Solid Thick.
in=
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data --------
-- -
fc
psi =
Fy
psi =
Saxon Engineering Services, Inc. Title Wall "B" -Front Stem/Planter Wall Page: -
SAXON*pT 1030 Calle Sombra, Ste. A2 Job # ; 1800-495.f Dsgnr. EJ Date: DEC 18,2007
J 1 \ San Clemente, CA 92673 Description....
�i-(949) 366-2180
E8GIHEIRIHG
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989.2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
j Footing Design Results
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 13.8 7.67 105.8
Seismic Stem Self Wt = 113.8 4.58 521.5
Total = 1,037.2~ O.T.M. = 2,978.1
Resisting/Overturning Ratio = 7.07
Vertical Loads used for Soil Pressure = 5,064.5 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load 6n Stem =
Toe
Heel
Factored Pressure
= 705
1,000 psf
Mu': Upward
= 2,071
0 ft-#
Mu': Downward
= 815
0 ft-#
1,317.8
Mu: Design
= 1,256
2,332 ft-#
Actual 1 -Way Shear
= 7.02
6.07 psi
4,271.5
Allow 1 -Way Shear
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= # 6 @ 16.00 in
6.75
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing =
None Spec'd
R.M.=
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing
= # 6 @ 16.00 in
Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in,
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure
= 963.2
2.47
2,382.1 Soil Over Heel = 2,635.2 4.81 12,670.9
Toe Active Pressure
= -53.6
0.58
-31.3 Sloped Soil Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 13.8 7.67 105.8
Seismic Stem Self Wt = 113.8 4.58 521.5
Total = 1,037.2~ O.T.M. = 2,978.1
Resisting/Overturning Ratio = 7.07
Vertical Loads used for Soil Pressure = 5,064.5 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load 6n Stem =
0.00
Soil Over Toe =
1.10
Surcharge Over Toe =
Stem Weight(s) -
520.2
2.53
1,317.8
Earth @ Stem Transitions=
Footing Weighs =
1,265.6
3.38
4,271.5
Key Weight =
375.0
2.63
984.4
Vert. Component =
268.5_
6.75
1,812.1
Total =
5,064.5 lbs
R.M.=
21,056.6
Saxon Engineering Services, Inc. Title Wall "C" -12'-8" Ht., 12'-2" Ret. Page:
1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 17,2007
SAXON
x*y,, San Clemente, CA 92673 Description....
(949) 366-2180
.�yENGIHEEflIHG
This Wall in File: 1:11800 McGee Surveying\1800-495De11a P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration #: RP -1160955 2007008
Criteria
Retained Height =
12.17 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
'USED for Overturning Resistance.
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
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load
l*Design Summary
Wall Stability Ratios
Overturning = 1.51 OK
Sliding = 1.58 OK
Total Bearing Load = 4,674 lbs
...resultant ecc. = 21.83 in
Soil Pressure @ Toe =
1,614 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,521 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
19.6 psi OK
Footing Shear @ Heel =
11.4 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component
NOT Used)
Lateral Sliding Force =
3,611.2 lbs
less 100% Passive Force= -
3,796.9lbs
less 100% Friction Force = -
1,897.9 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors ---.----- ..- -. --.
--•---- - -.-
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingliSoil Friction
= 0.500
Soil height to ignore
Footing Concrete Density
for passive pressure
= 0.00 in
Lateral Load Applied to Stem -
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width
= 6.33 ft
Heel Width
= 1.17
Total Footing Width
Eccentricity =
Footing Thickness
= 15.00 in
Key Width
= 15.00 in
Key Depth
= 33.00 in
Key Distance from Toe
= 3.25 ft
fc = 2,000 psi Fy
= 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
[Adjacent Footing Load
Adjacent Footing Load =
815.0 lbs
Footing Width =
2.00 ft
Eccentricity =
8.95 in
Wall to Ftg CL Dist =
2.00 ft
Footing Type
Line Load
Base Above/Below Soil
Bar Lap/Emb
at Back of Wall =
-1.5 ft
Poisson's Ratio =
0.300
Fp / W Weight Multiplier
=
0.308 g Added seismic base force 392.4 lbs
[.Stem Construction
`
Top Stem
2nd
3rd
Stem OK
Stem OK
Bar Lap/Emb
Design Height Above FtE
ft =
8.67
4.67
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Concrete
Thickness
=
8.00
12.00
12.00
Rebar Size
=
# 4
# 6
# 8
Rebar Spacing
=
16.00
8.00
8.00
Rebar Placed at
=
Edge
Edge
Edge
Design Data - ------
----
--- _ ---.�
fb/FB + fa/Fa
=
0.580
0.524
0.516
Total Force @ Section
lbs=
363.9
1,279.6
4,726.3
Moment.... Actual
ft-#=
490.8
3,624.7
21,341.0
Moment..... Allowable
ft-#=
845.7
6,915.5
41,338.2
Shear..... Actual
psi =
5.1
11.7
38.0
Shear..... Allowable
psi =
19.4
38.7
67.1
Wall Weight
psf =
78.0
124.0
150.0
Rebar Depth 'd'
in =
5.25
9.00
9.50
LAP SPLICE IF ABOVE
in =
24.00
36.00
52.59
LAP SPLICE IF BELOW
in =
24.00
31.39
HOOK EMBED INTO FTG in =
18.78
Masonry Data -
- _ ...
.._ .... _._ ...
fm
psi=
1,500
1,500
Fs
psi =
20,000
20,000
Solid Grouting
=
Yes
Yes
Use Full Stresses
=
No
Yes
Modular Ratio'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in =
7.60
11.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data -.___ .. ..
-- ----- -
_.._..
fc
psi =
2,000.0
Fy
psi =
60,000.0
Saxon Engineering Services, Inc. Title Wall "C" - 12'-8" Ht., 12'-2" Ret. Page:
SAXON 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 17,2007
`•: San Clemente, CA 92673 Description....
a (949) 366-2180
�% EHGINEEHIHG '
This Wall in File: 1:\1800 McGee Surveying\1800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007006
Footing Design Results
9.4
7.42
70.1
Toe
Heel
0.00
Factored Pressure
= 1,521
0 psf
3.17
Mu': Upward
= 20,311
0 ft-#
Mu': Downward
= 5,830
265 ft-#
6.80
Mu: Design
= 14,481
265 ft-#
7.16
Actual 1 -Way Shear
= 19.57
11.45 psi
3.75
Allow l -Way Shear
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= # 6 @ 16.00 in
878.4
Toe: #4@ 6.25 in, #5@ 9.75 in, #6@ 13.75 in, #7@ 18.75 in, #8@ 24.75 in, #9@ 31.
Heel Reinforcing
= None Spec'd
4,674.1 lbs
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing
= # 6 @ 16.00 in
Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in,
rSummary of Overturning & Resisting
Forces 8 Moments �
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure
= 3,151.7
4.47
14,098.5 Soil Over Heel = 227.6 7.42 1,687.5
Toe Active Pressure
= -53.6
0.58
-31.3 Sloped Soil Over Heel =
Surcharge Over Toe =
Adjacent Footing Load = 106.9 9.92 1,059.9
Added Lateral Load =
Load @ Stem Above Soil = 13.8 13.67 188.6
Seismic Stem Self Wt = 392.4 6.23 2,445.8
Total = 3,611.2 O.T.M. = 17,761.7
Resisting/Overturning Ratio = 1.51
Vertical Loads used for Soil Pressure = 4,674.1 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel
Adjacent Footing Load =
9.4
7.42
70.1
Axial Dead Load on Stem =
0.00
Soil Over Toe =
3.17
Surcharge Over Toe =
Stem Weight(s) =
1,508.5
6.80
10,251.1
Earth @ Stem Transitions=
128.3
7.16
919.3
Footing Weighl =
1,406.3
3.75
5,273.4
Key Weight =
515.6
3.88
1,998.0
Vert. Component =
878.4
7.50
6,587.9
Total =
4,674.1 lbs
R.M.=
26,787.3
Saxon Engineering Services, Inc. Title Wall "131" 12'-8" Ht., 12'-2" Ret. Page:
SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495 Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
(949) 366-2180
�-=/ fNGiNEEf41NG -
This Wall in File: 1:\1800 McGee Surveying11800_4951)ella P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Ftegistration p : RP -1160955 2007008
Criteria
Retained Height =
12.17 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads �
Surcharge Over Heel = 0,0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Soil Data
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingflSoil Friction
= 0.500
Soil height to ignore
Allowable =
for passive pressure
= 0.00 in
Lateral Load Applied to Stem ■
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Used for Sliding & Overturning
_Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load ' Fp / Wp Weight Multiplier
*Design Summary
Wall Stability Ratios
Overturning = 1.50 OK
Sliding = 1.58 OK
Total Bearing Load = 4,674 lbs
...resultant ecc. = 22.16 in
Soil Pressure @ Toe =
1,637 psf OK
Soil Pressure @ Heel =
. 0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,543 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
19.6 psi OK
Footing Shear @ Heel =
11.4 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component
NOT Used)
Lateral Sliding Force =
3,611.2 lbs
less 100% Passive Force= -
3,796.9lbs
less 100% Friction Force = -
1,897.9 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -..._.. . _.-_......
--.... .
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Footing Dimensions & Strengths
Toe Width =
6.33 ft
Heel Width =
1.17
Total Footing Width =
7.50
Footing Thickness =
15.00 in
Key Width =
15.00 in
Key Depth =
33.00 in
Key Distance from Toe =
3.00 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
815.0 lbs
Footing Width =
2.00 ft
Eccentricity =
8.95 in
Wall to Fig CL Dist =
2.00 ft
Footing Type
Line Load
Base Above/Below Soil
Concrete
at Back of Wall =
-1.5 It
Poisson's Ratio =
0.300
= 0.308 g Added seismic base force 392.4 lbs
Stem Construction _
Design Height Above Ftc ft=
Wall Material Above "Ht" _
Thickness =
Rebar Size =
Rebar Spacing =
Rebar Placed at =
Design Data---------------
fb/FB + fa/Fa =
Total Force @ Section lbs =
Moment.... Actual ft-#=
Moment..... Allowable ft-# =
Shear..... Actual psi =
Shear..... Allowable psi =
Wall Weight psi=
Rebar Depth 'd' in=
LAP SPLICE IF ABOVE in =
LAP SPLICE IF BELOW in=
HOOK EMBED INTO FTG in =
MasonryData
fm
Fs
Solid Grouting
Use Full Stresses
Modular Ration'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data -- - -
fc psi =
Fy psi =
,p Stem
2nd _
_ 3rd
Stem OK
Stem OK
Bar Lap/Emb
8.67
4.67
0.00
Masonry
Masonry
Concrete
8.00
12.00
12.00
# 6
# 6
# 8
16.00
8.00
8.00
Edge
Edge
Edge
0.439
0.524
0.516
363.9
1,279.6
4,726.3
490.8
3,624.7
21,341.0
1,119.3
6,915.5
41,338.2
5.3
11.7
38.0
19.4
38.7
67.1
78.0
124.0
150.0
5.25
9.00
9.50
36.00
36.00
52.59
36.00
31.39
18.78
psi - - 1,500..._ ...1
psi = 20,000 20
Yes.
= No
= 21.48
= 1.000 1
in= 7.60 1
= Medium Weight
= ASD
,500
,000
Yes
Yes
21.48
.000
1.60
2,000.0
60.000.0
Saxon Engineering Services, Inc. Title Wall "D1" 12'-8" Ht., 12'-2" Ret. Page:
S A X 0 N 1030 Calle Sombra, Ste. A2 Job # : 1800-495 Dsgnr: EJ Date: DEC 18,2007
r~ San Clemente, CA 92673 Description....
u'
.ENGINEERING (949) 366-2180
This Wall in File: 1:11800 McGee Surveying11800_4950e11a P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Footing Design Results
Surcharge Over Toe
Adjacent Footing Load =
Toe
Heel
1,059.9
Factored Pressure -
= 1,543
0 psf
Mu': Upward
= 20,605
0 ft-#
188.6
Mu': Downward
= 5,830
265 ft-#
2,445.8
Mu: Design
= 14,775
265 ft-#
17,761.7
Actual 1 -Way Shear
= 19.62
11.45 psi
1.50
Allow 1 -Way Shear
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing =
# 6 @ 16.00 in
3.63
Toe: #4@ 6.25 in, #5@ 9.50 in, #6@ 13.50 in, #7@ 18.25 in, #8@ 24.25 in, #9@ 30.
Heel Reinforcing
= None Spedd
7.50
Heel: Not req'd, Mu < S' Fr
Key Reinforcing
= # 6 @ 16.00 in
R.M.=
Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in,
-
Summary of Overturning & Resisting
- ...-.. _..--- ---- ---- -------------- ----- - --- - -.... - --
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure
= 3,151.7
4.47
14,098.5 Soil Over Heel = 227.6 7.42 1,687.5
Toe Active Pressure
= -53.6
0.58
-31.3 Sloped Soil Over Heel =
Surcharge Over Toe
Adjacent Footing Load =
106.9
9.92
1,059.9
Added Lateral Load =
0.00
Load @ Stem Above Soil =
13.8
13.67
188.6
Seismic Stem Self Wt =
392.4
6.23
2,445.8
Total =
3,611.2
O.T.M. =
17,761.7
Resisting/Overturning Ratio
128.3
=
1.50
Vertical Loads used for Soil
Pressure
= 4,674.1
lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel
Adjacent Footing Load =
9.4
7.42
70.1
Axial Dead Load on Stem =
0.00
Soil Over Toe =
3.17
Surcharge Over Toe =
Stem Weight(s) =
1,508.5
6.80
10,251.1
Earth @ Stem Transitions=
128.3
7.16
919.3
Footing Weight =
1,406.3
3.75
5,273.4
Key Weight =
515.6
3.63
1,869.1
Vert. Component =
878.4
7.50
6,587.9
Total =
4,674.1 lbs
R.M.=
26,658.4
Saxon Engineering Services, Inc. Title Wall "D1" - 10'-8" Ht., 10'-2" Ret. Page:
N 1030 Calle Sombra, Ste. A2 Job # : 1800-495 Dsgnr: EJ Date: DEC 18,2007
T
4 San Clemente, CA 92673 Description....
SAXO
(949) 366-2180
j ENGINEERING
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height =
10.17 ft
Wall height above soil =
0.50 It
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Soil Data
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIiSoil Friction
= 0.500
Soil height to ignore
= 150.00 pcf
for passive pressure
= 0.00 in
Surcharge Loads
` Lateral Load Applied to Stem
Surcharge Over Heel = 0.0 Psf
Lateral Load = 0.0 #/ft
Used To Resist Sliding & Overturning
...Height to Top = 0.00 ft
Surcharge Over Toe = 0.0 psf
...Height to Bottom = 0.00 ft
Used for Sliding & Overturning
'Axial Load Applied to Stem ,j
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
L,Stem Weight Seismic Load Fp / W Weight Multiplier
Footing Dimensions & Strengths
Toe Width
= 6.33 It
Heel Width
= 1.17
Total Footing Width
_
Footing Thickness
= 15.00 in
Key Width
= 15.00 in
Key Depth
= 24.00 in
Key Distance from Toe
= 3.00 ft
fc = 2,000 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Adjacent Footing Load
V
Adjacent Footing Load =
815.0 lbs
Footing Width =
2.00 ft
Eccentricity =
8.95 in
Wall to Ftg CL Dist =
2.00 ft
Footing Type
Line Load
Base Above/Below Soil
12.5 psi OK
=
at Back of Wall
_1.5 ft
Poisson's Ratio =
0.300
= 0.308 g Added seismic base force 312.6 lbs
"Design Summary Stem Construction `-
Wall Stability Ratios Design Height Above FtE ft=
Overturning = 1.95 OK Wall Material Above "Ht" _
Sliding = 1.62 OK Thickness =
Total Bearing Load = 3,972 lbs
...resultant ecc. = 12.47 in
Soil Pressure @ Toe =
970 psf OK
Soil Pressure @ Heel =
89 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
941 psf
ACI Factored @ Heel =
87 psf
Footing Shear @ Toe =
12.5 psi OK
Footing Shear @ Heel =
8.5 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component
NOT Used)
Lateral Sliding Force =
2,662.6 lbs
less 100% Passive Force= -
2,636.7lbs
less 100% Friction Force = -
1,667.8 t
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors --._. _. _ . _ ._ ._
. _____ .
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data ----
3.33
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-# =
Moment..... Allowable
ft-#=
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in=
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
M son D to
490.8
Top Stem
2nd
1,500
Stem OK
Stem OK
_3rd
Bar Lap/Emb
6.67
3.33
0.00
Masonry
Masonry
Concrete
8.00
12.00
12.00
# 4
# 6
# 6
16.00
16.00
8.00
Edge
Edge
Edge
0.580
0.639
0.507
363.9
1,094.8
3,395.3
490.8
2,841.9
13,027.9
845.7
4,450.7
25,695.0
5.1
9.6
26.7
19.4
38.7
67.1
78.0
124.0
150.0
5.25
9.00
9.63
24.00
36.00
31.39
24.00
31.39
14.09
a ry a
I'm
psi =
1,500
1,500
Fs
psi =
20,000
20,000
Solid Grouting
=
Yes
Yes
Use Full Stresses
=
No
Yes
Modular Ratio'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in=
7.60
11.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data-
fc
psi =
2,000.0
Fy
psi =
60,000.0
Saxon Engineering Services, Inc. Title Wall "D1" - 10'-8" Ht., 10'-2" Ret. Page:
r N�T
1030 Calle Sombra, Ste. A2 Job # 1800-495 Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
ENGINEERING (949) 366-2180
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007,5 -Nov -2007,(c)1989-2007
www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Footing Design Results
DESIGNER NOTES:
Toe
Heel
Factored Pressure =
941
87 psf
Mu': Upward =
14,034
1 ft-#
Mu': Downward =
5,830
196 ft-#
Mu: Design =
8,204
194 ft-#
Actual 1 -Way Shear =
12.53
8.45 psi
Allow 1 -Way Shear =
67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing =
# 6 @ 16.00 in
Toe: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in,
#7@ 29.00 in,
#8@ 38.25
in, #9@ 48
Heel Reinforcing =
None Spec'd
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing =
# 6 @ 16.00 in
Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in,
#7@ 28.00 in,
Summary of Overturning 8 Resisting
Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force
Distance
Moment
Item
lbs
ft
ft-#
lbs
ft
ft-#
Heel Active Pressure
2,282.3
3.81
8,687.9 Soil Over Heel =
190.2
7.42
1,410.2
Toe Active Pressure
= -53.6
0.58
-31.3 Sloped Soil Over Heel =
Surcharge Over Toe
=
Surcharge Over Heel =
Adjacent Footing Load
= 107.5
7.94
852.8 Adjacent Footing Load =
10.1
7.42
75.2
Added Lateral Load
=
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 13.8
11.67
161.0 Soil Over Toe =
3.17
Surcharge Over Toe =
Seismic Stem Self Wt
= 312.6
5.41
1,691.3 Stem Weight(s) =
1,225.7
6.79
8,319.3
- - - -
Earth @ Stem Transitions=
128.3
7.16
919.3
Total
= 2,662.6
O.T.M.
= 11,361.8 Footing Weight _
1,406.3
3.75
5,273.4
Resisting/Overturning
Ratio
=
1.95 Key Weight =
375.0
3.63
1,359.4
Vertical Loads used
for Soil Pressure = 3,971.6
lbs Vert. Component =
636.1
7.50
4,770.6__
Total =
3,971.6 lbs
R.M.=
22,127.4
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Saxon Engineering Services, Inc. Title Wall "W" - 8'-8" Ht., 8'-2" Ret. Page:
SAXON
t AX o At 1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
J
N San Clemente, CA 92673 Description....
(949)366-2180
\4% ENGINEERING
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
I Criteria
Retained Height =
8.17 It
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
[Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding 8 Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load ■
*Design Summary
Wall Stability Ratios
Overturning = 2.64 OK
Sliding = 1.55 OK
Total Bearing Load = 3,203 lbs
...resultant ecc. = 4.73 in
Soil Data
Allow Soil Bearing = 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Toe Active Pressure = 35.0 psf/ft
Passive Pressure = 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingiiSoil Friction
= 0.500
Soil height to ignore
= 15.00 in
for passive pressure.
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width
= 6.33 ft
Heel Width
= 1.17
Total Footing Width
_
= 7.50
Footing Thickness
= 15.00 in
Key Width
= 15.00 in
Key Depth
= 12.00 in
Key Distance from Toe
= 3.00 ft
fc = 2,000 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Adjacent Footing Load
562 psf OK
Adjacent Footing Load =
815.0 lbs
Footing Width =
2.00 ft
Eccentricity =
8.95 in
Wall to Ftg CL Dist =
2.00 ft
Footing Type
Line Load
Base Above/Below Soil
5.8 psi OK
at Back of Wall =
-1.5 ft
Poisson's Ratio =
0.300
Fp / W Weight Multiplier = 0.308 g Added seismic base force 188.1 lbs
Soil Pressure @ Toe =
562 psf OK
Soil Pressure @ Heel =
293 psf OK
Allowable ' =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
552 psf
ACI Factored @ Heel =
287 psf
Footing Shear @ Toe =
5.8 psi OK
Footing Shear @ Heel =
5.8 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
1,808.1 lbs
less 100% Passive Force = -
1,418.0lbs
less 100% Friction Force = -
1,385.3 lbs
Added Force Req'd =
0.0 lbs OK
..,.for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -- -
--.------.--._- - --.-
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
[Stem Construction
Yes
Yes
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data -- -----
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-# _
Moment..... Allowable
ft-# _
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in =
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data _- ----- -- .-
fm
psi =
Fs
psi =
Solid Grouting
=
Use Full Stresses
=
Modular Ratio'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in =
Masonry Block Type
=
Masonry Design Method
=
Concrete Data - ----
fc
psi =
Fy
psi =
Top Stem
Stem OK
4.00
Masonry
8.00
# 4
16.00
Edge
0.648
481.5
773.7
1,193.2
7.0
38.7
78.0
5.25
24.00
24.00
2nd
Stem OK
0.00
Masonry
12.00
# 6
8.00
Edge
0.654
1,471.3
4,520.0
6,915.5
13.6
38.7
124.0
9.00
36.00
9.39
1,500 1,500
20,000 20,000
Yes,
Yes
Yes
Yes
21.48
21.48
1.000
1.000
7.60
11.60
Medium Weight
ASD
Saxon Engineering Services, Inc. Title Wall "D1" - 8'-8" Ht., 8'-2" Ret. Page:
(� 0 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
J San Clemente, CA 92673 Description....
vs- (949) 366-2180
ENGINEERING
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.comfsupport for latest release Canti levered,Retaining Wall Design Code: 1997 USC
Registration p : RP -1160955 2007008
Footing Design Results
Surcharge Over Toe =
Adjacent Footing Load = 106.9 5.96 637.2
Added Lateral Load =
Load @ Stem Above Soil = 13.8 9.67 133.4
Seismic Stem Self Wt = 188.1 5.09 956.7
Total = 1,808.1 O.T.M. = 6,572.1
Resisting/Overturning Ratio = 2.64
Vertical Loads used for Soil Pressure = 3.203.4 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
St W h
10.9 7.42 81.1
0.00
3.17
em e t(s) =
Toe
Heel
5,814.9
Earth @ Stem Transitions=
Factored Pressure
= 552
287 psf
Footing Weighl =
1,406.3
Mu': Upward
= 10,267
26 ft-#
187.5
3.63
Mu': Downward
= 6,300
233 ft-#
7.50
3,246.0
Mu: Design
= 3,968
207 ft-#
17,323.2
Actual 1 -Way Shear
= 5.83
5.76 psi
Allow 1 -Way Shear
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing =
# 6 @ 16.00 in
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing =
None Spec'd
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing =
# 6 @ 16.00 in
Key: Not Req'd = Mu<S'Fr
Summaryof Overturning & Resisting
Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force Distance Moment
Item
lbs
ft
ft-#
lbs ft ft-#
Heel Active Pressure
= 1,552.9
3.14
4,876.1 Soil Over Heel =
152.8 7.42 1,132.9
Toe Active Pressure
= -53.6
0.58
-31.3 Sloped Soil Over Heel =
Surcharge Over Toe =
Adjacent Footing Load = 106.9 5.96 637.2
Added Lateral Load =
Load @ Stem Above Soil = 13.8 9.67 133.4
Seismic Stem Self Wt = 188.1 5.09 956.7
Total = 1,808.1 O.T.M. = 6,572.1
Resisting/Overturning Ratio = 2.64
Vertical Loads used for Soil Pressure = 3.203.4 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
St W h
10.9 7.42 81.1
0.00
3.17
em e t(s) =
860.3
6.76
5,814.9
Earth @ Stem Transitions=
152.9
7.16
1,095.3
Footing Weighl =
1,406.3
3.75
5,273.4
Key Weight =
187.5
3.63
679.7
Vert. Component =
432.8
7.50
3,246.0
Total =
3,203.4 lbs
R.M.=
17,323.2
Saxon Engineering Services, Inc. Title Wall "D1"-6'-8" Ht., 6'-2" Ret. Page:
SAXON 1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
3v (949) 366-2180
�� ENGINEERING
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP•1160955 2007008
Criteria
Retained Height =
6.17 It
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Soil Data
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
= 0.500
Soil height to ignore
Footing Concrete Density =
for passive pressure
= 0.00 in
Surcharge Loads 0
I Lateral Load Applied to Stem
Surcharge Over Heel = 0.0 Psf
Lateral Load = 0.0 #/ft
Used To Resist Sliding & Overturning
...Height to Top = 0.00 ft
Surcharge Over Toe = 0.0 psf
...Height to Bottom = 0.00 ft
Used for Sliding & Overturning
Axial Load Applied to Stem 0
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load Fp / W Weight Multiplier
Footing Dimensions & Strengths
Toe Width =
6.33 ft
Heel Width =
1.17
Total Footing Width
8.95 in
Footing Thickness =
15.00 in
Key Width =
15.00 in
Key Depth =
6.00 in
Key Distance from Toe =
3.00 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
815.0 lbs
Footing Width =
2.00 ft
Eccentricity =
8.95 in
Wall to Ftg CL Dist =
2.00 ft
Footing Type
Line Load
Base Above/Below Soil
Footing Shear @ Toe =
at Back of Wall =
-1..5 ft
Poisson's Ratio =
0.300
= 0.308 g , Added seismic base force 147.3 lbs
-Design Summary ' I Stem Construction
Wall Stability Ratios Design Height Above Ftc ft =
Overturning = 3.97 OK Wall Material Above "Ht" _
Sliding = 1.83 OK Thickness =
Total Bearing Load = 2,673 lbs
...resultant ecc. = 1.57 in
Soil Pressure .@ Toe =
319 psf OK
Soil Pressure @ Heel =
394 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
330 psf
ACI Factored @ Heel =
407 psf
Footing Shear @ Toe =
2.3 psi OK
Footing Shear @ Heel =
3.6 psi OK
Allowable. =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
1,175.3 lbs
less 100% Passive Force = -
949.2 lbs
less 100% Friction Force = -
1,202.31bs
Added Force Req'd = 0.0 lbs OK
....for 1.5 : 1 Stability = 0.0 lbs OK
Load Factors -------
=
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data - ------
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-#=
Moment..... Allowable
ft-# =
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in =
LAP SPLICE IF ABOVE
in=
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG in =
Masonry Data ...... ---..- - _.
fm
psi =
Fs
psi =
Solid Grouting
=
Use Full Stresses
=
Modular Ratio'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data -------
-
fc
psi =
Fy
psi =
Top Stem 2nd
---------- ...-- - - • -- Stem OK OK Stem OK
3.33 0.00
Masonry Masonry
8.00 12.00
# 4 # 6
16.00 16.00
Edge Edge
0.340 0.801
252.1 924.2
287.4 2,185.7
845.7 2,727.1
3.4 8.0
19.4 19.4
78.0 124.0
5.25 9.00
24.00 36.00
24.00
9.39
1,500 1,500
20,000 20,000
Yes Yes
No No
21.48 21.48
1.000 1.000
7.60 11.60
Medium Weight
ASD
Saxon Engineering Services, Inc. Title Wall "D1"-6'-8" Ht., 6'-2" Ret. Page:
SAXON 1030 Calle Sombra, Ste. A2 Job # : 1800495.( Dsgnr: EJ Date: DEC 18,2007
ia(k San Clemente, CA 926.73 Description....
g..
ENGINEERING (949) 366-2180
This Wall in File: I:\1800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Footing Design Results
4.03
422.0
13.8
7.67
Toe
Heel
4.20
619.1
Factored Pressure
= 330
407 psf
104.1
7.16
Mu': Upward
= 7,636
40 ft-#
5,273.4
93.8
Mu': Downward
= 6,300
165 ft-#
7.50
2,013.4
Mu: Design
= 1,336
125 ft-#
Actual 1 -Way Shear
= 2.28
3.58 psi
Allow 1 -Way Shear
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= - # 4 @ 16.00 in
Toe: Not req'd, Mu .< S ' Fr
Heel Reinforcing
= None Spec'd
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing
= # 6 @ 16.00 in
Key: Not Req'd = Mu<S`Fr
L Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... '
.....RESISTING.....
Force
Distance
Moment
Force Distance Moment
Item
lbs
ft
ft-#
lbs ft ft-#
Heel Active Pressure
= 963.2
2.47
2,382.1 Soil Over Heel =
115.4 7.42 855.4
Toe Active Pressure
= -53.6
0.58
-31.3 Sloped Soil Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Stem Self Wt
Total
104.6
4.03
422.0
13.8
7.67
105.8
147.3
4.20
619.1
= 1,175.3 O.T.M. = 3,497.8
Resisting/Overturning Ratio = 3.97
Vertical Loads used for Soil Pressure = 2,673.2 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions=
Footing Weight =
Key Weight =
Vert. Component =
Total =
11.9
7.42
88.1
0.00
3.17
673.4
6.77
4,555.7
104.1
7.16
745.7
1,406.3
3.75
5,273.4
93.8
3.63
339.8
_268.5
7.50
2,013.4
2,673.2 lbs
R.M.=
13,871.5
Saxon Engineering Services, Inc. Title Wall -D1 "A'-8- Ht., 4'-2" Ret. Page:
(� ®�I i 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr. EJ Date: DEC 18,2007
J San Clemente, CA 92673 Description....
EH CIH EE HI NG (949) 366-2180
• This Wall in File: 1:11800 McGee Surveying11800_495Della P
(tetain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
vwvw.retainpro.comisupportfor latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP•1160955 2007008
Criteria
Retained Height =
4.17 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 It
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
CAxial Load Applied to Stem j
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load
*Design Summary -�
Wall Stability Ratios
Overturning = 7.25 OK
Sliding = 2.11 OK
Total Bearing Load = 1,889 lbs
...resultant ecc. = 7.44 in
Soil Pressure @ Toe =
127 psf OK
Soil Pressure @ Heel =
377 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
143 psf
ACI Factored @ Heel =
424 psf
Footing Shear @ Toe =
0.4 psi OK
Footing Shear @ Heel =
3.2 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
617.9 lbs
less 100% Passive Force = -
421.9 lbs
less 100% Friction Force = -
879.3 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 lbs OK
Load Factors
--------.-.-----.-..
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
Allow Soil Bearing = 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Toe Active Pressure = 35.0 psf/ft
Passive Pressure = 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingllSoil Friction
= 0.500
Soil height to ignore
= - 12.00 in
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 It
...Height to Bottom = 0.00 It
Fp / W Weight Multiplier = 0.308 g
...__...__....._..._ ._.__...__...._-.-
Footing Dimensions & Strengths
Toe Width
= 6.33 ft
.Heel Width
= 1.17
Total Footing Width
-
= 7.50
Footing Thickness
= - 12.00 in
'Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
fc = 2,000 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
815.0 lbs
Footing Width =
2.00 ft
Eccentricity =
8.95 in
Wall to Ftg CL Dist =
2.00 ft
Footing Type
Line Load
Base Above/Below Soil =1.5
ft
at Back of Wall
Rebar Size
Poisson's Ratio =
0.300
Added seismic base force 79.7 lbs
(Stem Construction ---A
Top Stem
Stem OK
Design Height Above FtE
ft =
0.00
Wall Material Above "Ht"
=
Masonry
Thickness
=
8.00
Rebar Size
=
# 5
Rebar Spacing
=
16.00
Rebar Placed at
=
Edge
Design Data - --- --
-- -
- - __.-- -
fb/FB + fa/Fa
=
0.778
Total Force @ Section
lbs =
477.2
Moment.... Actual
ft-# =
772.9
Moment..... Allowable
=
993.0
Shear.....Actual
psi =
7.0
Shear..... Allowable
psi =
19.4
Wall Weight -
=
78.0
Rebar Depth 'd' •
in =
5.25
LAP SPLICE IF ABOVE
in=
30.00
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG in =
7.83
Masonry Data -•-----..-.----.
_-
- -
fm
psi=
1,500
Fs
psi =
20,000
Solid Grouting
=
Yes
Use Full Stresses
_
'No
Modular Ratio 'n'
=
21.48
Short Term Factor
=
1.000
Equiv. Solid Thick.
in =
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data -------------
-
fc
psi =
Fy
psi =
Saxon Engineering Services, Inc. Title Wall "D1"-4'-8" Ht., 4'-2" Ret. Page:
SAXO1030 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
<, 1 1'v San Clemente, CA 92673 Description....
(949)366-2180
This Wall in File: I:\1800 McGee Surveying\1800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.corn/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Footing Design Results
96.0
2.02 194.5
Added Lateral Load =
Axial Dead Load on Stem =
Toe
Heel
13.8
5.42 74.8
Factored Pressure
= 143
424 psf
Total =
617.9 O.T.M.
Mu': Upward
= 4,728
126 ft-#
- 7.25
Vertical Loads used for Soil Pressure =
Mu': Downward
= 5,191
269 ft-#
Mu: Design
= 463
143 ft-#
4,218.8
Key Weight . - _
Actual 1 -Way Shear
= 0.40
3.22 psi
Vert. Component _
130.4
Allow 1 -Way Shear .
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
R.M.=
Toe Reinforcing =
# 4 @ 16.00 in
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing =
None Spec'd
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing =
# 6 @ 16.00 in
Key: No key defined
Summary of Overturning & Resisting.
Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force Distance Moment
Item
--- -----
lbs
.- --
ft
--...------------------
ft-#
------.....
lbs ft ft-#
..---------------------
Heel Active Pressure
= 467.8
1.72
806.1 Soil Over Heel =
230.9 7.25 1,673.5
Toe Active Pressure
= -39.4
0.50
-19.7 Sloped Soil Over Heel =
Surcharge Over Toe
Adjacent Footing Load. =
96.0
2.02 194.5
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil =
13.8
5.42 74.8
Seismic Stem Self Wt =
79.7
3.34
Total =
617.9 O.T.M.
---265.7
= 1,321.3
Resisting/Overturning Ratio
Stem Weight(s) -
- 7.25
Vertical Loads used for Soil Pressure =
1,889.0 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel
Adjacent Footing Load =
38.5
7.25
278.8
Axial Dead Load on Stem =
0.00
Soil Over Toe =
3.17
Surcharge Over Toe =
Stem Weight(s) -
364.3
6.66
2,427.2
Earth @ Stem Transitions=
Footing Weighl =
1,125.0
3.75
4,218.8
Key Weight . - _
Vert. Component _
130.4
7.50
977.7
Total =
1,889.0 lbs
R.M.=
9,576.0
Saxon Engineering Services, Inc. Title Wall "D1"-2'-8" Ht., 2'-2" Ret. Page:
SAXON1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
(949) 366-2180
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height =
2.17 ft
Wall height above soil =
0.50 It
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Soil Data
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingiiSoil Friction
= 0.500
Soil height to ignore
67.1 psi
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
Used for Sliding & Overturning Used
to Bottom = 0.00 ft
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
tStem Weight Seismic Load Fp / Wp Weight Multiplier
['Design Summary
Wall Stability Ratios
Overturning = 19.46 OK
Sliding = 4.57 OK
Total Bearing Load = 1,502 lbs
...resultant ecc. = 6.86 in
Soil Pressure @ Toe =
109 psf OK
Soil Pressure @ Heel =
292 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
126 psf
ACI Factored @ Heel =
339 psf
Footing Shear @ Toe =
3.2 psi OK
Footing Shear @ Heel =
1.3 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
251.3 lbs
less 100% Passive Force = -
421.9 lbs
less 100% Friction Force = -
726.7 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 lbs OK
Load Factors
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Stem Construction
Footing Dimensions & Strengths
Toe Width =
6.33 ft
Heel Width=
1.17
Total Footing Width = _
7.50
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
815.0 lbs
Footing Width =
2.00 It
Eccentricity =
8.95 in
Wall to Fig CL Dist =
2.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
-1.5 ft
Poisson's Ratio =
0.300
= 0.308 g Added seismic base force 45.5 lbs
Design Height Above Ftc ft=
Wall Material Above "Ht" _
Thickness =
Rebar Size =
Rebar Spacing =
Rebar Placed at =
Design Data - --- ---
fb/FB + fa/Fa =
Total Force @ Section lbs =
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 FT
Masonry Data -
fm
Fs
Solid Grouting
Use Full Stresses
Modular Ration'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data - -- ---
fc psi =
Fy psi =
p Stem
Stem OK
0.00
Masonry
8.00
# 4
16.00
Edge
0.182
144.2
153.9
845.7
1.7
19.4
78.0
5.25
24.00
G in = 6.26
psi = 1,500
psi = 20,000
Yes
No
= 21.48
= 1.000
in = 7.60
= Medium Weight
= ASD
Saxon Engineering Services, Inc. Title Wall "D1"-2'-8" Ht., 2'-2" Ret. Page:
SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
(949) 366-2180
��' F9GIflEfflIHG ,
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989=2007
www.retainpro.com/support for latest release . Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
i Footing Design Results
Toe
Heel
Factored Pressure = 126
339 psf
Mu': Upward = 0
99 ft-#
Mu': Downward = 0
144 ft-#
Mu: Design = 149
45 ft-#
Actual 1 -Way Shear = 3.23
1.28 psi
Allow 1 -way Shear = 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing = # 4 @ 16.00 in
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing = None Spec'd
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing = # 6 @ 16.00 in
Key: No key defined
Summary of Overturning & Resisting
Forces & Moments
0
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force.
Distance
Moment
Item lbs
ft
ft-#
lbs
ft
ft-#
Heel Active Pressure = 175.9
1.06
185.8 Soil Over Heel =
120.1
7.25
870.9
Toe Active Pressure = -39.4
0.50
-19.7 Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load = 55.5
0.58
32.1 Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil= 13.8
3.42
47.2 Soil Over Toe =
3.17
Surcharge Over Toe =
Seismic Stem Self Wt = 45.5
2.34
106.3 Stem Weight(s) -
208.3
6.66
1,387.7
--------
Earth @ Stem Transitions=
Total = 251.3
O.T.M.
= 351.8 Footing Weight =
1,125.0
3.75
4,218.8
Resisting/Overturning Ratio
=
19.46 Key Weight =
Vertical Loads used for Soil Pressure = 1,502.4
lbs Vert. Component =
_ _49.0
7.50
367.6_
Total =
1,502.4
lbs R.M.=
6,844.9
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Saxon Engineering Services, Inc. Title Wall "132" 8' Max. Ht. Page:
S A X 0 N 1030 Calle Sombra, Ste. A2 Job # : 1800-495-( Dsgnr. EJ Date: FEB 7,2008
San Clemente, CA 92673 Description....
(949)366-2180
��y ENGINEERING
This Wall in File: 1:11800 McGee Surveyingt1800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height =
7.50 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 18.7 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Soil Data
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingiiSoil Friction
= 0.500
Soil height to ignore
= 150.00 pcf
for passive pressure
= 0.00 in
Surcharge Loads
0 Lateral Load Applied to Stem
Surcharge Over Heel = 0.0 psf
Lateral Load = 0.0 #/ft
Used To Resist Sliding & Overturning
...Height to Top = 0.00 ft
Surcharge Over Toe = 0.0 psf
...Height to Bottom = 0.00 ft
Used for Sliding & Overturning
-
Axidal Load Applied to Stem S
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load _ Fp / W Weight Multiplier
Footing Dimensions & Strengths
Toe Width
= 5.17 ft
Heel Width
= 2.33
Total Footing Width
= 7.50
Footing Thickness
= 15.00 in
Key Width
= 15.00 in
Key Depth
= 12.00 in
Key Distance from Toe
= 3.00 ft
fc = 2,000 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 It
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
0.00
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
= 0.308 g Added seismic base force 170.0 lbs .
[*Design Summary
:. Stem Construction
■ Top Stem
2nd
Allowable =
3,000 psf
Stem OK
Stem OK
Wall Stability Ratios
Design Height Above Ftc
ft = 3.33
0.00
Overturning =
4.51 OK Wall Material Above "Ht"
= Masonry
Masonry
Sliding =
2.20 OK Thickness
= 800
12.00
Total Bearing Load = 3,995 lbs
...resultant ecc. = 5.30 in
Soil Pressure @ Toe =
345 psf OK
Soil Pressure @ Heel =
721 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
359 psf
ACI Factored @ Heel =
751 psf
Footing Shear @ Toe =
6.8 psi OK
Footing Shear @ Heel =
8.4 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
1,465.6 lbs
less 100% Passive Force= -
1,418.0 lbs
less 100% Friction Force = -
1,810.5 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors
=
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Rebar Size
=
# 4
# 6
Rebar Spacing
=
16.00
16.00
Rebar Placed at
=
Edge
Edge
Design Data - -
--------------
--- -
fb/FB + fa/Fa
=
0.545
0.704
Total Force @ Section
lbs=
393.3
1,159.3
Moment.... Actual
ft-#=
650.3
3,134.3
Moment..... Allowable
ft-#=
1,193.2
4,450.7
Shear..... Actual
psi =
5.4
10.1
Shear..... Allowable
psi =
38.7
38.7
Wall Weight
psf =
78.0
124.0
Rebar Depth 'd'
in=
5.25
9.00
LAP SPLICE IF ABOVE
in=
24.00
36.00
LAP SPLICE IF BELOW
in=
24.00
HOOK EMBED INTO FTG
in =
9.39
Masonry Data _. _ .
___....
_ _ . _ _
... ........ ..
I'm
psi =
1,500
1,500
Fs
psi =
20,000
20,000
Solid Grouting
=
Yes
Yes
Use Full Stresses
=
Yes
Yes
Modular Ratio'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in =
7.60
11.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
fc
psi =
Fy
psi =
Saxon Engineering Services, Inc. Title Wall "D2" 8' Max. Ht. Page:
(� O * T 1030 Calle Sombra, Ste. A2 Job # 1800-495-( Dsgnr: EJ Date: FEB 7,2008
J l� San Clemente, CA 92673 Description....
(949) 366-2160
�j- ENGINEERING
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Footing Design Results
4
Toe
Heel
Factored Pressure = 359
751 psf
Mu': Upward = 6,659
1,070 ft-#
Mu': Downward = 4,274
2,311 ft-#
Mu: Design = 2,385
1,241 ft-#
Actual 1 -Way Shear = 6.78
8.41 psi
Allow 1 -Way Shear = 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing = # 6 @ 16.00 in
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing = None Spec'd
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing = # 6 @ 16.00 in
Key: Not Req'd = Mu<S'Fr
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING....
.....RESISTING.....
Force
Distance
Moment
Force
Distance
Moment
Item lbs
ft
ft-#
lbs
ft
ft-#
Heel Active Pressure = 1,339.8
2.92
3,907.9 Soil Over Heel =
1,097.3
6.84
7,499.7
Toe Active Pressure = -53.6
0.58
-31.3 Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 9.4
9.00
84.2 Soil Over Toe =
2.59
Surcharge Over Toe =
Seismic Stem Self Wt = 170.0
4.79
814.0 Stem Weight(s) -
777.2
5.59
4,345.9
-- -- - -- --
Earth @ Stem Transitions =
152.9
6.00
917.9
Total = 1,465.6
O.T.M. =
4,774.8 Footing Weight _
-
1,406.3
3.75
5,273.4
Resisting/Overturning Ratio
=
4.51 Key Weight =
187,5
3.63
679.7
Vertical Loads used for Soil Pressure = 3,994.5
lbs Vert. Component =
373.4
7.50
2,80_0.7
Total =
3,994.5
lbs R.M.=
— 21,517.3
Vertical component of active'pressure used for soil pressure
DESIGNER NOTES:
Saxon Engineering Services, Inc. Title Wall "D2" 7.67' Ht., 3.67' Ret. Page:
a \
SAXON 1030 Calle Sombra, Ste. A2 Job # 1800-495-( Dsgnr: EJ Date: FEB 8,2008
San Clemente, CA 92673 Description....
t (949)366-2180
`�' EHGIHEERING
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height -
3.67 ft
Wall height above soil =
4.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
_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
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Ste m Weight Seismic Load Y' Fp / Wp Weight Multiplier
f Soil Data
Allow Soil Bearing = 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Toe Active Pressure = 35.0 psf/ft
Passive Pressure = 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
= 0.500
Soil height to ignore
12.00 in
for passive pressure
= 0.00 in
[Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width =
5.17 ft
Heel Width =
2.33
Total Footing Width =
_
7.50
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load
A
Adjacent Footing Load =
0.0 lbs
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
= Masonry
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
= 0.308 g Added seismic base force 130.8 lbs
*Design Summa
g Summary
j Stem Construction
■
Top Stem
,
- 2nd _
Allowable =
3,000 psf
Stem OK Bar Lap/Emb
Wall Stability Ratios
Design Height Above FtE
ft= 4.00
0.00
Overturning =
6.58 OK Wall Material Above "Ht"
= Masonry
Masonry
Sliding =
2.78 OK Thickness
= 8.00
8.00
Total Bearing Load = 2,501 lbs
...resultant ecc. = 7.02 in
Soil Pressure @ Toe =
177 psf OK
Soil Pressure @ Heel =
490 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
204 psf
ACI Factored @ Heel =
563 psf
Footing Shear @ Toe =
3.0 psi OK
Footing Shear @ Heel =
3.6 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
583.5 lbs
less 100% Passive Force = -
421.9 lbs
less 100% Friction Force = -
1,197.4lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors
-.-. --..-------..
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Rebar Size
=
# 4
# 6
Rebar Spacing
=
16.00
8.00
Rebar Placed at
=
Center
Edge
Design Data -------_
- .. _-
. _..--- -----
fb/FB + fa/Fa
=
0.616
0.512
Total Force @ Section
lbs =
163.9
472.6
Moment.... Actual
ft-#=
300.7
1,415.3
Moment..... Allowable
ft-# =
488.6
2,762.5
Shear..... Actual
psi =
2.5
6.4
Shear..... Allowable
psi =
19.4
38.7
Wall Weight
psf =
78.0
78.0
Rebar Depth 'd'
in=
3.75
5.25
LAP SPLICE IF ABOVE
in=
24.00
36.00
LAP SPLICE IF BELOW
in=
24.00
HOOK EMBED INTO FTG
in =
9.39
Masonry Data
fm
psi=
1,500
1,500
Fs
psi =
20,000
20,000
Solid Grouting
=
Yes
Yes
Use Full Stresses
=
No
Yes
Modular Ratio'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in=
7.60
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data ---- -_
__._ ._
_ ...
...__.--.-_--
fc
psi =
Fy
psi =
Saxon Engineering Services, Inc. Title Wall "D2"7.67' Ht., 3.67' Ret. Page:
S A X 0 N 1030 Calle Sombra, Ste. A2 Job # : 1800495-( Dsgnr: EJ Date: FEB 8,2008
x San Clemente, CA 92673 Description....
'r
-j ENGINEERING (949) 366-2180
- This Wall in File: 1:11800 McGee SurveyingA1800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007006
Footing Design Results
Toe
Heel
Factored Pressure = 204
563 psf
Mu': Upward = 4,113
1,080 ft-#
Mu': Downward = 3,503
1,396 ft-#
Mu: Design = 610
315 ft-#
Actual 1 -Way Shear = 3.01
3.56 psi
Allow 1 -Way Shear = .67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing = # 4 @ 16.00 in
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing = None Spec'd
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing = # 6 @ 16.00 in
Key: No key defined
Summary of Overturning & Resisting Forces & Moments
0
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force
Distance
Moment
Item lbs
ft
ft-#
lbs
ft
ft-#
Heel Active Pressure = 381.7
1.56
594.1 Soil Over Heel =
671.5
6.67
4,477.7
Toe Active Pressure = -39.4
0.50
-19.7 Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
'Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 110.4
6.67
736.4 Soil Over Toe =
2.59
Surcharge Over Toe =
Seismic Stem Self Wt = 130.8
4.84
632.6 Stem Weight(s) -
598.3
5.50
3,292.4
Earth @ Stem Transitions_
Total = 583.5
O.T.M. =
1,943.3 Footing Weight _
-
1,125.0
3.75
4,218.8
Resisting/Overturning Ratio
=
6.58 Key Weight =
Vertical Loads used for Soil Pressure = 2,501.1
Component
lbs Vert. =
106.4
7.50
797.8
Total =
2,501.1
lbs R.M.=
12,786.6
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Saxon Engineering Services, Inc.
S A 0 N 1030 Calle Sombra, Ste. A2
z" San Clemente, CA 92673
ti (949) 366-2180
�j. ENGINEERING
Title Wall "E"-8'-8" Ht., 8'-2" Ret. Page:
Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
Description....
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height =
8.17 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Soil Data
Allow Soil Bearing = 2,400.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Toe Active Pressure = 35.0 psf/ft
Passive Pressure = 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingllSoil Friction
= 0.500
Soil height to ignore
Allowable
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Wp Weight Multiplier
Stem Weight Seismic Load Fp /
*Design Summary
Wall Stability Ratios
Overturning = 1.71 OK
Sliding = 1.52 OK
Total Bearing Load = 3,484 lbs
...resultant ecc. = 10.41 in
Soil Pressure @ Toe =
2,051 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,400 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
2,063 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
19.7 psi OK
Footing Shear @ Heel =
20.2 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component
NOT Used)
Lateral Sliding Force =
1,634.1 lbs
less 100% Passive Force = -
949.2 lbs
less 100% Friction Force = -
1,536.9 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors _ . _._...... -.
. __....-_:.-_--.......___.
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Footing Dimensions & Strengths
Toe Width
= 1.50 ft
Heel Width
= 2.50
Total Footing Width
_
= 4A0
Footing Thickness
= 12.00 in
Key Width
= 12.00 in
Key Depth
= 9.00 in
Key Distance from Toe
= 1.50 ft
fc = 2,000 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf .
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Adjacent Footing Load
A
Adjacent Footing Load =
0.0 lbs
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
Rebar Placed at
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
= 0.308 g Added seismic base force 188.1 lbs
-Stem Construction
illism
_
Design Height Above Ftc
ft=
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
24.00
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-# =
Moment..... Allowable
ft-# =
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in=
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG
in=
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Use Full Stresses
=
Modular Ratio 'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data ---
-
fc
psi =
Fy
psi =
p Stem_ 2nd
Stem OK Bar Lap/Emb
4.00 0.00
Masonry
8.00
# 4
16.00
Edge
Masonry
12.00
# 6
8.00
Edge
0.792
0.581
397.8
1,365.7
670.0
4,018.2
845.7
6,915.5
5.5
12.5
19.4
38.7
78.0
124.0
5.25
9.00
24.00
36.00
24.00
9.39
1,500
1,500
20,000
20,000
Yes
Yes
No
Yes
21.48
21.48
1.000
1.000
7.60
11.60
Medium Weight
ASD
Saxon Engineering Services, Inc. Title Wall "E"-8'-8" Ht., 8'-2" Ret. Page:
O 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
G(949) 366-2180
�� fHGIHEERIH
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration #: RP -1160955 2007008
L Footing Design Results
Toe Active Pressure =
Toe
Heel
Surcharge Over Toe =
Soil Over Toe =
Factored Pressure
= 2,063
0 psf
Surcharge Over Toe =
Added Lateral Load =
Mu': Upward
= 2,617
153 ft-#
13.8
9.42 130.0
Mu': Downward
= 377
2,911 ft-#
Total =
1,634.1
Mu: Design
= 2,240
2,758 ft-#
= 1.71
Vertical Loads used for Soil
Actuall-Way Shear
= 19.70
20.17 psi
Vert. Component =
--. _...---....------
410.1.
Allow 1 -Way Shear
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
R.M.=
Toe Reinforcing
= # 4 @ 16.00 in
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing
= None Spedd
Heel: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75
in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4
Key Reinforcing
= None Spec'd
Key: Not Req'd = Mu<S'Fr
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force Distance Moment
Item
lbs
ft
ft-#
lbs ft ft-#
Heel Active Pressure
= 1,471.6
3.06
4,498.1 Soil Over Heel
= 1,348.1 3.25 4,381.2
Toe Active Pressure =
-39.4
0.50 -19.7
Surcharge Over Toe =
Soil Over Toe =
Adjacent Footing Load =
Surcharge Over Toe =
Added Lateral Load =
Load @ Stem Above Soil =
13.8
9.42 130.0
Seismic Stem Self Wt =
188.1
4.84 909.7
Total =
1,634.1
O.T.M. _5,518.0
Resisting/Overturning Ratio
2.00
= 1.71
Vertical Loads used for Soil
Pressure
= 3,483.8 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
0.00
Soil Over Toe =
0.75
Surcharge Over Toe =
Stem Weight(s) =
860:3
1.93
1,659.8
Earth @ Stem Transitions =
152.9
2.33
356.8
Footing Weigh =
600.0
2.00
1,200.0
Key Weight =
112.5
2.00
225.0
Vert. Component =
--. _...---....------
410.1.
4.00
1,640.5
Total =
3,483.8 lbs
R.M.=
9,463.3
Saxon Engineering Services, Inc. Title Wall "F"-8'-0" Ht., 7'-6" Ret. Page:
SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
(949) 366-2180
�%' ENGINEERING
This Wall in File: 1:11800 McGee Surveying11800_49513ella P
Retain Pro 2007 .5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
__ .-__
Criteri
' a
Retained Height =
7.50 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads �
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
j Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load ; Fp / W Weight Multiplier
--- - -- -- --
. Soil Data
Allow Soil Bearing
= 2,400.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingllSoil Friction
= 0.500
Soil height to ignore
Footing Concrete Density =
for passive pressure
= 0.00 in
I Lateral Load Applied to Stem r
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 it
Footing Dimensions & Strengths
Toe Width =
0.50 ft
Heel Width =
4.17
Total Footing Width
_
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load-
Stem Construction
Adjacent Footing Load ' =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 it
Footing Type
Line Load
Base Above/Below Soil
= Masonry
at Back of Wall =
0.0 it
Poisson's Ratio =
0.300
= 0.308 g Added seismic base force 176.7 lbs
*Design Summary
Stem Construction
Top Stem
_ 2nd
Allowable =
2,400 psf
Stem OK Bar Lap/Emb
Wall Stability Ratios
Design Height Above Ftc
ft = 4.00
0.00
Overturning =
2.74 OK Wall Material Above "Ht"
= Masonry
Masonry
Sliding =
1.80 OK Thickness
= 8,00
12.00
Total Bearing Load = 4,604 lbs
...resultant ecc. = 7.72 in
Soil Pressure @ Toe =
1,801 psf OK
Soil Pressure @ Heel =
171 psf OK
Allowable =
2,400 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,935 psi
ACI Factored @ Heel =
184 psf
Footing Shear @ Toe =
7.7 psi OK
Footing Shear @ Heel =
15.8 .psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
1,415.5 lbs
less 100% Passive Force = -
421.9 lbs
less 100% Friction Force = -
2,126.0 ibs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors
845.7
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Rebar Size
=
# 4
# 6
Rebar Spacing
=
16.00
8.00
Rebar Placed at
=
Edge
Edge
Design Data--
fb/FB + fa/Fa
=
0.518
0.462
Total Force @ Section
lbs =
296.4
1,170.5
Moment.... Actual
ft-#=
438.3
3,193.5
Moment..... Allowable
ft-# =
845.7
6,915.5
Shear..... Actual
psi =
4.0
10.6
Shear..... Allowable
psi =
19.4
38.7
Wall Weight
psf =
78.0
124.0
Rebar Depth 'd'
in=
5.25
9.00
LAP SPLICE IF ABOVE
in =
24.00
36.00
LAP SPLICE IF BELOW
in=
24.00
HOOK EMBED INTO FTG in =
9.39
Masonry Data .._ -..
_ __._..... ........ _
I'm
psi =
1,500
1,500
Fs
psi =
20,000
20,000
Solid Grouting
=
Yes
Yes
Use Full Stresses
=
No
Yes
Modular Ratio 'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in =
7.60
11.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
fc
psi =
Fy
psi =
Saxon Engineering Services, Inc. Title Wall "F"-8'-0" Ht., 7'-6" Ret. Page:
SAXON
*SIT 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
fir.. J O 1 ` San Clemente, CA 92673 Description....
(949)366-2180
ENGINEERING
This Wall in File: 1:11800 McGee Surveying11800_49513ella P
Retain Pro 2007. 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Footing Design Results
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Stem Self Wt =
Total =
Resisting/Overturning Ratio
13.8 8.75 120.8
176.7 4.54 803.0
1,415.5 O.T.M. = 4,486.5
= 2.74
Vertical Loads used for Soil Pressure = 4,604.5 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions _
Footing Weight =
Key Weight =
Vert. Component =
Total =
0.00
0.25
808.0
Toe
Heel
128.3
1.33
Factored Pressure
= 1,935
184 psf
1,635.7
352.4
Mu' : Upward
= 518
0 ft-#
R.M.=
12,276.5
Mu': Downward
= 69
0 ft-#
Mu: Design
= 449
4,107 ft-#
Actual 1 -Way Shear
= 7.71
15.84 psi
Allow 1 -Way Shear
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= None Spec'd
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing
= # 5 @ 16.00 in
Heel: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4
Key Reinforcing =
# 6 @ 16.00 in
Key: No key defined
[__§ummaa of Overturning & Resisting
Forces & Moments
i
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force Distance Moment
Item
lbs
ft
ft-#
lbs ft ft-#
Heel Active Pressure
= 1,264.4
2.83
3,582.4 Soil Over Heel =
2,615.3 3.09 8,068.0
Toe Active Pressure
= -39.4
0.50
-19.7 Sloped Soil Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Stem Self Wt =
Total =
Resisting/Overturning Ratio
13.8 8.75 120.8
176.7 4.54 803.0
1,415.5 O.T.M. = 4,486.5
= 2.74
Vertical Loads used for Soil Pressure = 4,604.5 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions _
Footing Weight =
Key Weight =
Vert. Component =
Total =
0.00
0.25
808.0
0.94
756.0
128.3
1.33
171.1
700.5
2.34
1,635.7
352.4
4.67
1,645.7
4,604.5 lbs
R.M.=
12,276.5
Saxon Engineering Services, Inc. Title Wall "F" 6'-0" Ht., 5'-6" Ret. Page:
SAXONT 1030 Calle Sombra, Ste. A2 Job # 1800-495.( Dsgnr: EJ Date: DEC 18,2007
J jv San Clemente, CA 92673 Description....
(949) 366-2180
ENGINEENING
This Wall in File: 1:\1800 McGee Surveying\1800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
wvwv.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height =
5.50 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 . 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
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 `
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load
*Design Summary
Wall Stability Ratios
Overturning = 4.40 OK
Sliding = 2.53 OK
Total Bearing Load = 3,494 lbs
...resultant ecc. = 3.67 in
Soil Pressure @ Toe =
1,043 psf OK
Soil Pressure @ Heel =
454 psf OK
Allowable =
2,400 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,177 psf
ACI Factored @ Heel =
512 psf
Footing Shear @ Toe =
4.3 psi OK
Footing Shear @ Heel =
7.3 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
816.1 lbs
less 100% Passive Force = -
421.9 lbs
less 100% Friction Force = -
1,644.0 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors
LAP SPLICE IF ABOVE .
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
Allow Soil Bearing
= 2,400.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35:0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIiSoil Friction
= 0.500
Soil height to ignore
Footing Concrete Density =
for passive pressure
= 0.00 in
Lateral Load Applied to
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Dimensions &Strengths
Toe Width =
0.50 ft
Heel Width =
4.17
Total Footing Width =
4.67
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
`Adjacent Footing Load
ft=
Adjacent Footing Load =
0.0 lbs
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
78.0
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Fp / W Weight Multiplier = 0.308 g Added seismic base force 102.3 lbs
Stem Construction
Design Height Above Ftc
ft=
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data - -- -
78.0
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-# =
Moment..... Allowable-
ft-# =
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in =
LAP SPLICE IF ABOVE .
in =
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG in =
Masonry Data
Medium Weight
fm
psi =
Fs
psi =
Solid Grouting
=
Use Full Stresses
=
Modular Ratio 'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data - - ---
- -
fc
psi =
Fy
psi =
ip Stem 2nd
Stem OK Bar Lap/Emb
3.33
0.00
Masonry
Masonry
8.00
8.00
# 4
# 6
16.00
8.00
Edge
Edge
0.182
0.491
141.7
641.1
153.8
1,356.2
845.7
2,762.5
1.7
10.1
19.4
38.7
78.0
78.0
5.25
5.25
24.00
36.00
24.00
9.39
1,500
1,500
20,000
20,000
Yes
Yes
No
Yes
21.48
21.48
1.000
1.000
7.60
7.60
Medium Weight
ASD
Saxon Engineering Services, Inc.
A X 0 N 1030 Calle Sombra, Ste. A2
San Clemente, CA 92673
(949) 366-2180
`j ENGINEERING
Title Wall "1'" 6'-0" Ht., 5'-6" Ret. Page:
Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
Description....
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Footing Design Results
Toe
Heel
Factored Pressure = 1,177
512 psf
Mu': Upward = 255
0 ft-#
Mu': Downward = 55
0 ft-#
Mu: Design = 200
1,679 ft-#
Actual 1 -Way Shear = 4.28
7.32 psi
Allow 1 -Way Shear = 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing = None Spec'd
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing = # 5 @ 16.00 in
Heel: Not req'd, Mu < S ` Fr
Key Reinforcing = # 6 @ 16.00 in
Key: No key defined
Summary of Overturning & Resisting
Forces & Moments
1
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force
Distance
Moment
Item lbs
ft
ft-#
lbs
ft
ft-#
Heel Active Pressure = 739.4
2.17
1,602.0 Soil Over Heel =
2,119.5
2.92
6,185.5
Toe Active Pressure = -39.4
0.50
-193 Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 13.8
6.75
93.2 Soil Over Toe =
0.25
Surcharge Over Toe =
Seismic Stem Self Wt = 102.3
4.00
409.4 Stem Weight(s) =
468.0
0.83
390.0
- Earth @ Stem Transitions=
Total = 816.1
O.T.M.
2,084.8 Footing Weight _
—
700.5
2.34
1,635.7
Resisting/Overturning Ratio
=
4.40 Key Weight =
Vertical Loads used for Soil Pressure = 3,494.1 lbs Vert. Component =
_ 206.1
4.67
962.3
Total =
3,494.1
lbs R.M.=
9,173.5
Vertical component of active pressure used
for soil pressure
DESIGNER NOTES:
Saxon Engineering Services, Inc. Title Wall "F" 4'-0" Ht., T-6" Ret. Page:
SAXON
1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
_•_.; San Clemente, CA 92673 Description....
(949) 366-2180
�'j EHGlH'sERiHfi
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height -
3.50 It
Wall height above soil =
0.50 ft
Slope Behind Wall. =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
-Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
.Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
i Axial Load Applied to Stem 0
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load 1
'Design Summary1
Wall Stability Ratios
Overturning = 8.05 OK
Sliding = 4.04 OK
Total Bearing Load = 2,460 lbs
...resultant ecc. = 1.14 in
Soil Pressure @ Toe =
591 psi OK
Soil Pressure @ Heel =
463 psf OK
Allowable =
2,400 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
681 psf
ACI Factored @ Heel =
533 psf
Footing Shear @ Toe =
2.0 psi OK
Footing Shear @ Heel =
3.0 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
397.0 lbs
less 100% Passive Force = -
421.9 lbs
less 100% Friction Force = -
1,180.6lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 lbs OK
Load Factors ------ --- _
.
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
Allow Soil Bearing
= 2,400.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
= 0.500
Soil height to ignore
Footing Concrete Density =
for passive pressure
= 0.00 in
J_Lateral Load Applied to Stem ,1
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width =
0.50 ft
Heel Width =
4.17
Total Footing Width
0.00 in
Footing Thickness =
12.00.in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
Masonry
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Fp / W Weight Multiplier = 0.308 g Added seismic base force 68.2 lbs
l_ - ----
I Stem ConstructionTop
�,
Stem --- --- ----- - --- -
-Stem
OK
.Design Height Above Ftc
ft=
0.00
Wall Material Above "Ht"
=
Masonry
Thickness
=
8.00
Rebar Size
=
# 4
Rebar Spacing
=.
16.00
Rebar Placed at
=
Edge
Design Data ------------------------....
fb/FB + fa/Fa
=
0.517
Total Force @ Section
lbs =
292.0
Moment.... Actual
ft-# =
437.6
Moment..... Allowable
=
845.7
Shear..... Actual
psi =
3.9
Shear..... Allowable
psi =
19.4
Wall Weight
=
78.0
Rebar Depth 'd'
in=
5.25
LAP SPLICE IF ABOVE
in =
24.00
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG in =
6.26
MasonryData -- -- .--
fm
psi =
1,500
Fs
psi =
20,000
Solid Grouting
=
Yes
Use Full Stresses
=
No
Modular Ratio'n'
=
21.48
Short Term Factor
=
1.000
Equiv. Solid Thick.
in=
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data ---- -----
- - -
fc
psi =
Fy
psi =
Saxon Engineering Services, Inc. Title Wall 7" 4'-0" Ht., 3'-6" Ret. Page:
SAXON1030 Calle Sombra, Ste. A2 Job # : 1800495.( Dsgnr: EJ Dale: DEC 18,2007
San Clemente, CA 92673 Description....
4 (949) 366-2180
��� ENGINEERING
This Wall in File: 1:11800 McGee Surveying\1800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
[_Footing Design Results
Toe
Heel
Factored Pressure = 681
533 psf
Mu': Upward = 150
0 ft-#
Mu': Downward = 55
0 ft-#
Mu: Design = 95
482 ft-#
Actual 1 -Way Shear = 1.98
3.04 psi
Allow 1 -Way Shear = 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing = None Spec'd
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing = # 5 @ 16.00 in
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing = # 6 @ 16.00 in
Key: No key defined
LSummary of Overturning & Resisting
Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force
Distance
Moment
Item lbs
ft
ft-#
lbs
ft
ft-#
Heel Active Pressure = 354.4
1.50
531.6 Soil Over Heel =
1,348.8
2.92
3,936.2
Toe Active Pressure = -39.4
0.50
-19.7 Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem=
0.00
Load @ Stem Above Soil = 13.8
4.75
65.6 Soil Over Toe =
0.25
Surcharge Over Toe =
Seismic Stem Self Wt = 68.2
3.00
,204.7 Stem Weight(s) =
312.0
0.83
260.0
- - - ---
---------- Earth @ Stem Transitions=
Total = 397.0
O.T.M.
= 782.1 Footing Weight =
700.5
2.34
1,635.7
Resisting/Overturning Ratio
=
8.05 Key Weight =
Vertical Loads used for Soil Pressure = 2,460.0 lbs Vert. Component =
98,8
4.67
461.2
Total =
2,460.0
lbs R.M.=
6,293.1
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Saxon Engineering Services, Inc. Title Wall "G"-14'-8" Ht., 11'-8" Ret. Page:
A X 0 N 1030 Calle Sombra, Ste. A2 Job # : 1800-495.[ Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
(949)366-2180
ENGINEERING
This Wall in File: 1:\1800 McGee Surveying\1800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height -
11.67 It
Wall height above soil =
3.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Soil Data
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingllSoil Friction
= 0.500
Soil height to ignore
Footing Concrete Density =
for passive pressure
= 0.00 in
j Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
[Stern -Weight Seismic Load F / w Weight Multiplier
Footing Dimensions & Strengths
Toe Width =
1.75 ft
Heel Width =
4_50
Total Footing Width =
6.25
Footing Thickness =
15.00 in
Key Width =
15.00 in
Key Depth =
18.00 in
Key Distance from Toe =
1.75 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
L Adjacent Footing Load
�
Adjacent Footing Load =
0.0 lbs
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
2.01 OK Wall Material Above "Ht"
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
= 0.308 g Added seismic base force 426.6 lbs
L "Design Summary [Stem COt1StrUCtlOn
Total Bearing Load = 8,535 lbs
...resultant ecc. = 13.75 in
Soil Pressure @ Toe =
_JI.
Top Stem
_2nd_--
Allowable =
3,000 psf
Stem OK
StemOK
Wall Stability Ratios
Design Height Above Ftc
ft = 12.00
8.67
Overturning =
2.01 OK Wall Material Above "Ht"
= Masonry
Masonry
Sliding =
1.73 OK Thickness
= 8.00
8.00
Total Bearing Load = 8,535 lbs
...resultant ecc. = 13.75 in
Soil Pressure @ Toe =
2,875 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
3,077 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
14.7 psi OK
Footing Shear @ Heel =
32.3 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
3,377.0 lbs
less 100% Passive Force = -
1,980.5 lbs
less 100% Friction Force = -
3,860.3 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -- ----
488.6
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Rebar Size
=
# 4
# 6
Rebar Spacing
=
16.00
16.00
Rebar Placed at
=
Center
Edge
Design Data - ---- -
----_
----
-
fb/FB + fa/Fa
=
0.326
0.748
Total Force @ Section
lbs =
119.2
342.6
Moment.... Actual
ft-#=
159.2
837.1
Moment..... Allowable
ft-#=
488.6
1,119.3
Shear..... Actual
psi =
1.8
4.3
Shear..... Allowable
psi =
19.4
19.4
Wall Weight
psf =
78.0
78.0
Rebar Depth 'd'
in=
3.75
5.25
LAP SPLICE IF ABOVE
in=
24.00
36.00
LAP SPLICE IF BELOW
in=
24.00
36.00
HOOK EMBED INTO FTG
in =
Masonry Data
-•
- - .-- -.
fm
psi =
1,500
1,500
Fs
psi =
20,000
20,000
Solid Grouting
=
Yes
Yes
Use Full Stresses
=
No
No
Modular Ratio 'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in =
7.60
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
- - -
- --
fc
psi =
Fy
psi =
3rd
Stem OK
4.67
Masonry
12.00
# 6
8.00
Edge
0.526
1,151.1
3,638.0
6,915.5
10.0
38.7
124.0
9.00
36.00
31.39
1,500
20,000
Yes
Yes
21.48
1.000
11.60
_ 4th
Bar Lap/Emb
0.00
Concrete
12.00
# 8
8.00
Edge
0.401
4,365.3
16,577.3
41,338.2
34.6
67.1
150.0
9.50
52.59
18.78
2,000.0
60,000.0
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Stem Self Wt =
82.8 14.42 1,194.0
426.6 6.93 2,954.8
Total = 3,377.0. O.T.M. = 16,698.2
Resisting/Overturning Ratio 2.01
Vertical Loads used for Soil Pressure = '8,534.7 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem=
Saxon Engineering Services, Inc. Title Wall "G"-14'-8" Ht., 11'-8" Ret. Page:
0.00
1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007
S A X 0
N
San Clemente, CA 92673 Description....
Surcharge Over Toe =
(949)366-2180
�� EHLIHEEflIHG
Stem Weight(s) =
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5-Nov-2007, (c) 1989.2007
www.retainpro.com/support
for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP-1160955
2007008
284.2
Footing Weight =
Footing Design Results
3.13
Toe Heel
Factored Pressure =
3,077 0 psf
Mu': Upward T
4,248 2,796 ft-#
MY: Downward =
446 15,373 ft-#
Mu: Design =
3,803 12,577 ft-#_
Actual 1-Way Shear =
14.68 32.33 psi
Allow 1-Way Shear =
67.08 67.08 psi Other Acceptable Sizes & Spacings
Toe Reinforcing =
# 6 @ 16.00 in Toe: Not req'd, Mu < S . Fr
Heel Reinforcing =
# 6 @ 16.00 in Heel: #4@ 8.00 in, #5@ 12.25 in, #6@ 17.50 in, #7@ 23.75 in, #8@ 31.25 in, #9@ 39
Key Reinforcing =
# 6 @ 16.00 in Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in,
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item
lbs ft ft-# lbs ft ft-#
Heel Active Pressure
= 2,921.2 4.31 12,580.7 Soil Over Heel = 4,493.0 4.50 20,218.3
Toe Active Pressure
= -53.6 0.58 -31.3 Sloped Soil Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Stem Self Wt =
82.8 14.42 1,194.0
426.6 6.93 2,954.8
Total = 3,377.0. O.T.M. = 16,698.2
Resisting/Overturning Ratio 2.01
Vertical Loads used for Soil Pressure = '8,534.7 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem=
0.00
Soil Over Toe =
0.88
Surcharge Over Toe =
Stem Weight(s) =
1,664.5
2.20
3,667.1
Earth @ Stem Transitions=
110.0
2.58
284.2
Footing Weight =
1,171.9
3.13
3,662.1
Key Weight =
281.3
2.38
668.0
Vert..Component =
814.2
6.25
5,088.5
Total =
8,534.7 lbs
R.M.=
33,588.1
Saxon Engineering Services, Inc. Title Wall "H"4'-0" Ht., 3'-6" Ret. Page:
S A X 0 N 1030 Calle Sombra, Ste. A2 Job # : 1800495.( Dsgnr: EJ Date: DEC 18,2007
San Clemente, CA 92673 Description....
(949) 366-2180
ENGINEERING
This Wall in File: 1:11800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Criteria
Retained Height -
3.50 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 27.6 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
j Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Soil Data
Allow Soil Bearing = 2,400.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Toe Active Pressure = 35.0 psf/ft
Passive Pressure = 375.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingiiSoil Friction
= 0.500
Soil height to ignore
12.00 in
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Used for Sliding & Overturning
[Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.308 g
j Footing Dimensions & Strengths
Toe Width =
0.50 ft
Heel Width =
2.00
Total Footing Width =
2.50
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load
989 psf OK
Adjacent Footing Load =
0.0 lbs
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
3.6 psi OK
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
*Design Summary 1 LStem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 2.45 OK Wall Material Above "Ht" = Masonry
Sliding = 2.57 OK Thickness = 8.00
Total Bearing Load = 1,299 lbs
...resultant ecc. = 4.52 in
Soil Pressure @ Toe =
989 psf OK
Soil Pressure @ Heel =
50 psf OK
Allowable =
2,400 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,097 psf
ACI Factored @ Heel =
55 psf
Footing Shear @ Toe =
3.6 psi OK
Footing Shear @ Heel =
5.0 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
397.0 lbs
less 100% Passive Force = -
421.9 lbs
less 100% Friction Force = -
600.2 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 lbs OK
Load Factors
Wall Weight
Building Code
UBC 1997
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Added seismic base force 68.2 lbs
Rebar Size
=
# 4
Rebar Spacing
=
16.00
Rebar Placed at
=
Edge
Design Data ...--------
- - ---- - --------- - -
fb/FB + fa/Fa
=
0.517
Total Force @ Section
lbs =
292.0
Moment.... Actual
ft-#=
437.6
Moment..... Allowable
=
845.7
Shear..... Actual
psi =
3.9
Shear..... Allowable
psi =
19.4
Wall Weight
=
78.0
Rebar Depth 'd'
in =
5.25
LAP SPLICE IF ABOVE
in=
24.00
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG
in =
6.26
Masonry Data
fm
psi =
1,500
Fs
psi =
20,000
Solid Grouting
=
Yes
Use Full Stresses
=
No
Modular Ratio'n'
=
21.48
Short Term Factor
=
1.000
Equiv, Solid Thick.
in=
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
fc
psi =
Fy
psi =
Saxon Engineering Services, Inc. Title Wall "H"-4'-0" Ht., 3'-6" Ret. Page:
SAXON1030 Calle Sombra, Ste. A2 Job # 1800-495.[ Dsgnr: EJ Date: DEC 18,2007
J ll�� San Clemente, CA 92673 Description....
(949)366-2180
`� EHGINEEflIHG
This Wall in File: IA1800 McGee Surveying11800_495Della P
Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC
Registration # : RP -1160955 2007008
Footing Design Results
0
Toe
Heel
Stem Weight(s) =
312.0
Factored Pressure = 1,097
55 psf
- - - - - -
Earth @ Stem Transitions_
Mu': Upward = 223
0 ft-#
'
Total = 397.0 O.T.M. = 782.1
Mu': Downward = 55
0 ft-#
Mu: Design = 169
482 ft-#
375.0
1.25
Actual 1 -Way Shear = 3.55
5.00 psi
Key Weight =
Allow 1 -way Shear = 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Vert. Component =
Toe Reinforcing = # 4 @ 18.00 in
2.50
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing = # 4 @ 18.00 in
1,299.1 lbs
Heel: Not req'd, Mu < S ' Fr
1,916.8
Key Reinforcing = # 6 @ 16.00 in
Key: No key defined
iL Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force Distance Moment
Item lbs
ft
ft-#
lbs ft ft-#
Heel Active Pressure = 354.4
1.50
531.6 Soil Over Heel =
513.3 1.83 941.1
Toe Active Pressure = -39.4
0.50
-19.7 Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 13.8
4.75
65.6 Soil Over Toe =
0.25
DESIGNER NOTES
12
Surcharge Over Toe =
Seismic Stem Self Wt = 68.2 3.00 204.7
Stem Weight(s) =
312.0
0.83
260.0
- - - - - -
Earth @ Stem Transitions_
Total = 397.0 O.T.M. = 782.1
Footing Weight
_
-
375.0
1.25
468.8
Resisting/Overturning Ratio = 2.45
Key Weight =
Vertical Loads used for Soil Pressure = 1,299.1 lbs
Vert. Component =
98.8
2.50
246.9
Total =
1,299.1 lbs
R.M.=
1,916.8
Vertical component of active pressure used for soil pressure
DESIGNER NOTES
12
