0625 (BLCK)PERMIT APPLICATION
City of La Ouinta
Department of Building and Safety
This permit becomes void it work not commenced within 180 days from date of issuance, OR, if work has been suspended or abandoned for a period of 180 days.
LICENSED CONTRACTORS DECLARATION: I hereby affirm that I am licensed under provisions of Chapter 9
(commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force
iand effect.
License Class Lic. Number
)ate Contractor _
OWNER -BUILDER DECLARATION: I hereby affirm that I am exempt from the Contractor's License Law for the
lollowing reason (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to
construct, alter, improve. demolish, or repair any structure, prior to its issuance, also requires the applicant for .
such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law
(Chapter 9(commencing with section 7000) of Division 3 of the Business and Professions Code) or that he is exempt
therefrom and the basis for the alleged exemption. Any violation.ot Section 7031.5 by any.applicant for a permit
subjects the applicant to a civil penalty of not more than five hundred dollars ($500.):
O 1. as owner of the property, or my employees with wages as their sole compensation,.will do the work, and the .
structure is. not intended or offered for sale (Sec. 7044. Business and Professions Code: The Contractor's License
Law does not apply to an owner of property who builds, or improves thereon, and who does such work himself or
through his own employees, provided that such improvements are not intended or offered for sale. If, however, the.
building or i mprovemnt,is sold within one year of completion, the owner -builder will have the burden of proving that
he did not build or improve for the purpose of sale.).
0 I, as owner of the property,.am exculsively contracting with licensed contractors to construct the project (Sec. .
7044. Business and Professions Code: The Contractor's License Law does not apply to an owner of property who
builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the
Contractor's License Law.).
0 1 am exempt nnder'Sec. l !B. $ P.C. ( ttached Certificate). -
�f"iii jn ,citcx.Y+�
Oat Owner
WORKERS' COMPENSATION DECLARATION: I hereby affirm that I have a certificate of consent to self -insure, or a
certificate of Workers' Compensation Insurance , or a certified copy thereof (Sec. 3800. Lab. C.): -
Policy No. Company
0 Certified copy is hereby furnished.
O Certified copy is filed with the.City Building Inspection Department or City Department.
Date Applicant
APPLICTtNAM E,(l', F�Mq i /
v .C� / '/1
iNall
ADDRESS' 7� ^ �o C'h/I�-
11vA
CITY/COM MUNI TYZTATE,ZI P
JOB SI`D`RES PACE
CITY/JCCOOMMUN ITY/STATE/ZI P
BOK
PAG
PRC
C
TWN
RNG
SE
S
TRACT
LOT
MOD
SB
TRACT NAME
OWNER NAME (L. F, MI)
CONTRACTOR -FIRM NAME
ADDRESS
CITY/COMMUNITY/STATE/ZIP
LICNC
ARC/ENG FIRM NAME '
ADDRESS
CITY/COMMUNITY/STATE/ZIP
PHONE •
LICNC
USE OF PERMIT
SL
ZON
FSB
SSB
SSB
RSB
OFC
ZONE ORO •
LOT SZ
END
SIDE
CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE: This section need not be completed it
the permit is for one hundred ($100) It, less. I certify that in the performance of the work for which this permit is
issued. I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of
California.
Date Applicant
NOTICE TOAPPLICANT: It, after making this. Certificate of Exemption, you should become subject to the Workers'
Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall
be deemed revoked.
DIVISION OF INDUSTRIAL. SAFETY PERMIT CERTIFICATION:
0 1 hereby certify that no excavation five (5) or more feet in depth into which a person is required to descend, will be
made in connection with work authorized by this permit, and that no building structure, scaffolding, falsework, or
Sdemolition or dismantling thereof, will be more than thirty-six (36) feet high. (Chap 3.2, Grp 2. Art 2, Sec 341. Title 8.
C.A.C.) . .
O'As owner -builder, I will not employ anyone to do work which'would require a permit from the Division of
Industrial Safety, as noted above, 'unless such person has a permit to do such work from that division.
0 Division of Industrial Safety Permit No. ,
Date Applicant
CONSTRUCTION LENDING AGENCY: I hereby affirm that there is a construction lending agency for the performance
of the work for which this permit is issued (Sec. 3097, Civ. C.). w
Lender's Name
Lender's Address
I certify that I have read this application and state that the above information is correct. I agree to comply with all .
city and county ordinances and state laws relating to building construction, and hereby authorize representatives
of this county to enter upon the above-mentioned property for inspection purposes.
Signature of Applicant or Agent Date
CERTIFICATE OF COMPLIANCE AND AUTHORIZATION OF.ENTRY: I certify I have read this application and state that
the information given is correct. I agree to comply with all state laws and county ordinances relating to buidling
construction, and authorize a' representative of the City of La Ouinta Department of Building and Safety to enter
upon the property for which I have applied for this permit for the purpose of making inspections.
Signature of Applicant or Agent
Print Applicant/Agent Name
Date
APPUPRMT f * / 21A7' '�1
/SD
E
p�� r7,Q,a� v ✓F1j �'1 A N.
P`• ��./ G!� . ,.. � ��' tri
TOTAL i
FEE -
VALUATION "
BLDG. DEPT.
NO.
OPERATION DATE
INSPECTOR
NO.
OPERATION DATE INSPECTOR
Service Entrance
29
BUILDING APPROVALS .
29A
Grounding Wire
MECHANICAL APPROVALS
1
Set Back
Fixtures
31
33•
_
Ventilation System
2
Ftgs & Frms
34
Plenums&Ducts
2A
Slab Grade
35 '•
Furnace,Compart.
Y
3
Steel
36
Inlets &.Outlets M
4
Grout Blocks
.37
:Combustion. Air
5
Bond Beams
38
Compressor
6'
Roof Deck
39
Appl. Clearance
7
Framing
40
Fire'Damper
8
Vents
41
Smoke".Detection Device
9
Garage Fire Wall
42
Commercial Hood
10
Fireplace P:L.
❑
43
Final
10A
fireplace T.O.
❑
NO.
ADDITIONAL INFORMATION
11
12
Exterior Lath
.Internal Lath
12A
Drywall
�77/
13 Finish Grade 1AR`�
INSULATION
Thick al
Value
`/" ''V /
7A
Walls (Batts)
12B
Ceiling (Batts)
12C
Ceiling (Blown)
14
Final
PLUMBING APPROVALS
15
Ground Plumb
16 Water Piping
17 Rough Plumb
18
Vents
19
Sewage Disposal
20
Sewer
21
Water Heater
22
Water Softener
23
Water Service
24
Gas Test
25
Final
SEWAGE SYSTEM SIZE:& LOCATION
26
Power Pole
27
Conduit
28
Service Entrance
29
Wiring
29A
Grounding Wire
29B
Bonding
30
Fixtures
31
Service
32
Final
I
ELECTRIC APPROVALS
Tank Pit L. Line
STREET.'NAME
REAR OF PROPERTY -LINE
'
CHANGE IN MATL SPEC. ^^ ^"^ ^ " ^'"'^
6" C.M.U.
f'n= 1500psi. Fy= 60000psi
#4 @ 24" Vert 0 CL
#4 0 24" Horiz
8" C.M.U.. SLD. GROUT
f'n= 1504psi, Fy= 60004psi
#5 @ 24" Vert 0 Edge
#4 @ 24" Horiz
194 HORIZ. AS SHOWN
�Q q?,Of ESS/0,,V
s
Q O
® No. 38239, u° �
/v\� ���
of CA0�
10"
2'-9"
i
RETAINING WALL
Scale: 1/2" = 1'-0"
nvuciivl..ru•ir G1VV11VGGLlli`IV
111.10. r1Cu W11JV11
74-040 Highway 111
Descr:
3' RETAINING WALL
- REVERSE
Suite.--L-50
Page of
Palm Desert, CA 92260
Job
#: ..New.. By:D.A.H.
Date: 6/21/94
(619)773-9373
------------------------------------------------------7-------------------------
RetainPro
3.1(c)1993 File:SMALLJOB.RPF
CANTILEVERED RETAINING
--------------------------------------------------------------------------------
WALL DESIGN
Pg 1 of
2
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS--------
Allowable Bearing
= 2,000
psf
Axial DL on Stem
= 0
plf
Active Lateral EFP
= 35.0
psf
Axial LL on Stem
= 0
plf
....Slope Active
= 0.0
psf
..Ecc Left of Stem.CL
= 0.00
in
..Active Press Limit
= 500
psf
Surcharge over Toe
= 0.0
psf
Bkfill Slope(0=level)=
0.0:1
Surcharge over Heel
= 0.0
psf
Passive Lateral
= 350
pcf
Using Surcharge to resist
Soil Density
= 110.0
pcf
overturning @ Heel
Yes
Soil Ht over Toe
= 6.0
in
@ Toe
Yes
------ ADDED LATERAL
LOADS.-------
-------- ADJACENT FOOTING
----------
Lateral Load Acting
Vertical load
= 0
plf
On Stem Above Soil
= 20.00
psf
...Ecc. (Toe side +)
= 0.00
in
Footing Width (perp)
= 0.00
ft
Add'l Lateral Load.
= 0.0
plf
Face Top Stem to Ftg.
CL= 0.00
ft
...height to stop
= 0.00
ft
Ftg. Base Above/Below
Soil
...height to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING
DATA -------------------------
Retained Height
= 3.50
ft
Toe Width.
= 2.09
ft
Wall Ht. above soil
= 5.00
ft
Heel Width
= 0.67
ft
Total Wall Height
= 8.50
ft
-------
Key Depth
= 0.00
in
Total Width
= 2.76
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 0.833
ft
SUMMARY
Pressure @ Toe
= 1,072
psf
Factors of Safety:
Pressure @ Heel
= 0
psf
Overturning
1.53 :1
Allowable Press.
= 2,000
psf
Sliding
= 2.12 :1
Eccentricity
= 8.98
in
Allowable Shear
= 76.03 psi
Resultant Outside
Middle Third
.1-Way Shear @ Toe
= 8.5 psi
Note: Pv Not Used
--------------------------
for Soil
Pres.
1-Way Shear @ Heel
----------------------------
= 0.0 psi
----------------
--------------------------------------------------------------
-----------------------------
SLIDING
CHECK ------------------------------
Ftg/Soil Friction
= 0.480
Tot Lateral Force*1.5=
622.5
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure
= 393.8
#
Factor of Safety
= 2.12
(-)Friction
= 487.4
#
Add'l Force Req'd
= 0.0
#
----------------------------
FOOTING
DESIGN ------------------------------
(Using ACI Factors)---Toe--- --Heel--
f'c
= 2,000
psi
ACI 9.1 Pressure =
1,496
0
psf Fy
= 40,000
psi
Mu - Upward =
0
0
ft-# Upward soil pres.
used on heel
Mu - Downward =
0
11
ft-# -------- Rebar Choices
--------
Mu - Design =
1,444
11
ft-# Toe(bot)
. Heel(top)
One-Way Shear: Mu=Stem!
#4 @Not Reqd
in Not Reqd
in
vu =
8.51
0.02
psi #5 @Not Reqd
in Not Reqd
in
vn=2(f'c)1/2*.85=
76.03
76.03
psi #6 @Not Reqd
in Not Reqd
in
Rebar CL To Edge =
3.50
2.50
in #7 @Not Reqd
in Not Reqd
in
Depth to steel =
8.00
9.00
in #8 @Not Reqd
in Not Reqd
in
Ru = Mu/bd-2 =
0.0
0.0
#9 @Not Reqd
in Not Reqd
in
Min. Rebar Ratio =
0.0000
#10.@Not Reqd
in Not Reqd
in
nvvr�lv�e�1•ir C1Vul1VCCiC11Vl�
11Lle: rrea wilson
1
74-040 Highway 111
4
Descr: 3' RETAINING WALL - REVERSE
0.50
Suite,.L-50
Page
of
Palm Desert, CA 92260
Job #: ..New.. By:D.A.H. Date: 6/21/94
115
(619)773-9373
120
RetainPro 1.1(c)1993 File:SMALLJOB.RPF
---------------------------------
STEM DESIGN
----------------------------------
0
(Values shown for concrete
stems have
been factored) Pg 2
of 2
0.00
I- Descending
Stem Sections, Highest @ Left -�
Stem Construction Data
Highest
(use columns from left to right)
0
-------------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
= 3.33
0..00
ft
WALL TYPE ABOVE HT.
Masonry
Masonry
Thickness (nominal)
= 6.00
8.00
in
Rebar Size
= # 4
# 5
Rebar Spacing
= 24.00
24.00
in
Rebar Placed at
Center
Edge
1,150
DESIGNDATA..............
................................................
3
fb/Fb + fa/Fa
= 0.985
0.927
Lateral Load @ Design Ht
= 101
310
#
MOMENT..... Actual
= 267
849
ft-#
Allowable
= 271
916
ft-#
SHEAR...... Actual
= 4.36
5.43
psi
Allowable
= 19.36
19.36
psi
Embedment Length Req'd
= 18.00
6.00
Wall Weight
= 43.0
78.0
psf
Rebar Placed at Depth 'd'=
2.75
5.25
in
MASONRYDATA........ ...
................................................
f'm
= 1,500
1,500
psi
Fs
= 24,000
24,000
psi
Grouting
Part
Full
Special Inspection
No
No
n : Es / Em
= 25.78
25.78
Short Term Increase
= 1.00
1.00
CONCRETEDATA............
................................................
f'c
=
psi
Fy
=
psi
-------------------------
SUMMARY OF
FORCES & MOMENTS ----------------------
I-
Overturning
Moments Resisting Moments
-�
Origin of Force:
---------------- --------
# ft
ft-# # ft ft-#
Heel Active Press. =
------
354 1.50
---------------- --------------
532
Soil over Heel =
Toe Active Press. _
Soil over Toe =
Sloped Soil @ Heel =
Adjacent Ftg. Load =
Surcharge @ Heel =
Surcharge @ Toe =
Axial Load on Wall =
Load @ Proj. Wall =
Averaged Stem Wts. _
Earth Behind Stem =
Added Lateral Load =
Footing Weight =
Key Weight =
Vert. Componant of =
Active Press.
TOTALS =
Totals used for Soil
0 0.00 0
415 1,212
--------- ---------
Pressure, Pv Not Included=
414 1.38 571
0 1.33 0
0 0.00 6
1,015 1,853
----- ---------
1,015 1,853
1
2.76
4
-39
0.50
-20
115
1.05
120
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0
0.00
0
100
7.00
700
482
2.38
1,150
3
2.67
8
0 0.00 0
415 1,212
--------- ---------
Pressure, Pv Not Included=
414 1.38 571
0 1.33 0
0 0.00 6
1,015 1,853
----- ---------
1,015 1,853
CHANGE IN MAT'L SPEC. "" "'"'�
6" C.M.U.
f�n= 1500psi, Fy= 60000psi
#4 0 24" Vert G CL
#4 0 24" Horiz
8" C.M.U.
f'n= 1500psi, Fy= 60000psi
#5 @ 24" Vert @ Edge
#4 @ 24" Horiz
#d H
�ll;� eROF ESSIO�,��
�� P• H 0cLQ
R.
QZ m
® No. 38239
ta(d
qt c/v\\-,� - RETAINING WALL
or CAO Scale: 1/2" = t' -a'
HOGANCAMP ENGINEERING
Title: Frea Wilson
74-040 Highway 111
Descr:
3.0 RETAINING WALL
Stiite-L-50
Page of
Palm Desert, CA 92260
Job
#: ..New.. By:D.A.H.
Date: 6/21/94
(619)773-9373
RetainPro
3.1(c)1993 File:SMALLJOB.RPF
--------------------------------------------------------------------------------
CANTILEVERED
-------------------------------------------------=------------------------------
RETAINING WALL DESIGN
Pg 1 of 2
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS --------
Allowable Bearing
= 2,000
psf
Axial DL on Stem
= 0
plf
Active Lateral EFP
= 35.0
psf
Axial LL on Stem
= 0
plf
....Slope Active
= 0.0
psf
..Ecc Left of Stem CL
= 0.00
in
..Active Press Limit
= 500-psf
Surcharge over Toe
= 0.0
psf
Bkfill Slope(0=level)=
0.0:1
Surcharge over Heel
= 0.0
psf
Passive Lateral
= 350
pcf
Using Surcharge to resist
Soil Density
= 110.0
pcf
overturning @ Heel
Yes
Soil Ht over Toe
= 6.0
in
@ Toe
Yes
------ ADDED LATERAL
LOADS -------
-------- ADJACENT FOOTING
----------
Lateral Load Acting
Vertical load
= 0
plf
On Stem Above Soil
= 20.00
psf
...Ecc. (Toe side +)
0.00
in
Footing Width (perp)
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Face Top Stem to Ftg.
CL= 0.00
ft
...height to stop
= 0.00
ft
Ftg. Base Above/Below
Soil
...height to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING
DATA -------------------------
Retained Height
= 3.50
ft
Toe Width
= 0.00
ft
Wall Ht. above soil
= 5.00
ft
Heel Width
= 3.00
ft
Total Wall Height
= 8.50
ft
-------
Key Depth
= 0.00
in
Total Width
= 3.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 0.833
ft
SUMMARY =-------------------------
Pressure @ Toe
= 1,690
psf
Factors of Safety:
Pressure @ Heel
= 0
psf
Overturning
= 2.02 :1
Allowable Press.
= 2,000
psf
Sliding
= 2.99 :1
Eccentricity
= 9.63
in
Allowable Shear
= 76.03 psi
Resultant Outside
Middle Third
1 -Way Shear @ Toe
= 0.0 psi
Note: Pv Not Used
for Soil
Pres.
1 -Way Shear @ Heel
= 5.6 psi
-----------------------------
SLIDING CHECK ------------------------------
Ftg/Soil Friction
0.480
Tot Lateral Force*1.5=
622.5
#
Soil @ Toe.Not Used
= 0.00
in
(-)Passive Pressure
= 393.8
#
Factor of Safety
= 2.99
(-)Friction
= 848.1
#
Add'1 Force Req'd
= 0.0
#
----------------------------
FOOTING
DESIGN ------------------------------
(Using ACI Factors) ---Toe---
--Heel--
f'c
= 2,000
psi
ACI 9.1 Pressure =
2,361
0
psf Fy
= 40,000
psi
Mu - Upward =
0
0
ft-# Upward soil pres.
used on heel
Mu - Downward =
0
0
ft-# -------- Rebar Choices
--------
Mu - Design =
0
1,444
ft-# Toe(bot)
Heel(top)
One -Way Shear:
Mu=Stem!
#4 @Not Reqd
in Not Reqd
in
vu =
0.00
5.57
psi #5 @Not Reqd
in Not Reqd
in
vn=2(f'c)1/2*.85=-
0.00
76.03
psi #6 @Not Reqd
in Not Reqd
in
Rebar CL To Edge =
3.50
2.50
in #7 @Not Reqd
in Not Reqd
in
Depth to steel =
8.00
9.00
in #8 @Not Reqd
in Not Reqd
in
Ru = Mu/bd"2 =
0.0
0.0
#9 @Not Reqd
in Not Reqd
in
Min. Rebar Ratio =
0.0000
#10 @Not Reqd
in Not Reqd
in
t1VlJtilVl ti11Y G1V1711VGG.tC11V17
1 11.10 . l L eU W 115011
74-040 Highway 111
Descr: 3.0 RETAINING
WALL Q
Suite -L-50
Page
of
Palm Desert, CA 92260
Job #: ..New..
By:D.A.H.
Date:
6/21/94
(619)773-9373
RetainPro 3.1(c)1993
File:SMALLJOB.RPF
-=-------------------------------
STEM DESIGN
----------------------------------
(Values shown for concrete
stems have been factored)
Pg 2 of 2
I- Descending Stem Sections,
Highest @ Left -�
Stem Construction Data
Highest
(use columns
from left to right)
-------------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
= 3.33
0.00
ft
WALL TYPE ABOVE HT.
Masonry Masonry
Thickness (nominal)
= 6.00
8.00
in
Rebar Size
= # 4
# 5
Rebar Spacing
= 24.00
24.00
in
Rebar Placed at
Center
Edge
DESIGN DATA..............
................................................
fb/Fb + fa/Fa
0.985
0.927
Lateral Load @ Design Ht
= 101
310
#
MOMENT..... Actual
= 267
849
ft-#
Allowable
= 271
916
ft-#
SHEAR...... Actual
= 4.36
8.38
psi
Allowable
= 19.36
19.36
psi
Embedment Length Req'd
= 18.00
6.00
Wall Weight
= 43.0
58.0
psf
Rebar Placed at Depth 'd'=
2.75
5.25
in
MASONRYDATA...........
................................................
f'm
= 1,500
1,.500
psi
Fs
= 24,000
24,000
psi
Grouting
Part
Part
Special Inspection
No
'No
n : Es / Em
= 25.78
25.78
Short Term Increase
= 1.00
1.00.
CONCRETE DATA............
................................................
f'c
=
psi
Fy
=
psi
-------------------------
SUMMARY OF FORCES & MOMENTS ----------------------
I-
Overturning
Moments
Resisting Moments -�
Origin of Force:
---------------- --------
# ft
ft-#
#
ft
ft-#
Heel Active Press. =
------
354 1.50
---------
532
--- ---
----- ---------
Soil over Heel =
898
1.83
1,647
Toe Active Press. _
-39 .0.50
-20
Soil over Toe =
0
-0.00
0
Sloped Soil @ Heel =
0
0.00
0
Adjacent Ftg. Load =
0 0.00
0
0
0.00
0
Surcharge @ Heel =
0
0.00
0
Surcharge @ Toe =
0 0.00
0
0
0.00
0
Axial Load on Wall =
0
0
0.00
0
Load @ Proj. Wall =
100 7.00
700
Averaged Stem Wts. =
415
0.29
120
Earth Behind Stem =
3
0.58
2
Added Lateral Load =
0 0.00
0
Footing Weight =
450
1.50
675
Key Weight =
0
1.33
0
Vert. Componant of =
0
0.00
0
Active Press. ---------
--------- --------
---------
TOTALS =
---------
415
1,212
1,767
2,444
Totals used for Soil Pressure, Pv Not
--------- --------
Included=
1,767
---------
2,444
CHANGE '
IN MATL SPEC. ^^ o"^ "= ^" ^'"'^
6" C.M.U.
f'n= 1500psi. Fy= 60000psi
#4 @ 24" Vert @ CL
#4 @ 24" Horiz
8" C.M.U., SLD. GROUT
f'n= 1500psi, Fy= 60000ps1
#5 @ 24" Vert @ Edge
#4 @ 24" Horiz
144 HORIZ. AS SHOWN
�o @�Of ESS/
W
No. 3823
v
TC Jf CAL�t`�R
RETAINING WALL
Scale: 1/2" = Y-0"
RVIJL'91V 1. t11'!t GLVVIIVGL.f(11V LI
111.1=. 1'1=11 W11 JV11
74-040 Highway 111
Descr:
3' RETAINING WALL
- REVERSE
Suite L-50
Page of
Palm Desert, CA 92260
Job
#: ..New.. By:D.A.H.
Date: 6/21/94
(619)773-9373
RetainPro
3.1(c)1993 File:SMALLJOB.RPF
--------------------------------------------------------------------------------
CANTILEVERED
--------------------------------------------------------------------------------
RETAINING,WALL
DESIGN
Pg 1 of
2
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS--------
Allowable Bearing
= 2,000
psf
Axial DL on Stem
= 0
plf
Active Lateral EFP
= 35.0
psf
Axial LL on Stem
= 0
plf
....Slope Active
= 0.0
psf
..Ecc Left of Stem.CL
= 0.00
in
..Active Press Limit
= 500
psf
Surcharge over Toe
= 0.0
psf
Bkfill Slope(0=level)=
0.0:1
Surcharge over Heel
= 0.0
psf
Passive Lateral
= 350
pcf
Using Surcharge to resist
Soil Density
= 110.0
pcf
overturning @ Heel
Yes
Soil Ht over Toe
= 6.0
in
@ Toe
Yes
------ ADDED LATERAL
LOADS-------
-------- ADJACENT FOOTING----------
Lateral Load Acting
Vertical load
= 0
plf
On Stem Above Soil
= 20.00
psf
...Ecc. (Toe side +)
= 0.00
in
Footing Width (perp)
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Face Top Stem to Ftg.
CL= 0.00
ft
...height to stop
= 0.00
ft
Ftg. Base Above/Below
Soil
...height to start
= 0.00
ft.
At Wall Face [+/-]
= 0.00
ft
Footing Type
Line
----------------------------
WALL
& FOOTING
DATA -------------------------
Retained Height
= 3.50
ft
Toe Width
= 2.09
ft
Wall Ht. above soil
= 5.00
ft
Heel Width
= 0.67
ft
Total Wall Height
= 8.50
ft
-------
Key Depth
= 0.00
in
Total Width
= 2.76
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 0.833
ft
SUMMARY
Pressure @ Toe
= 1,072
psf
Factors of Safety:
Pressure @ Heel
= 0
psf
Overturning
= 1.53 :1
Allowable Press.
= 2,000
psf
Sliding
= 2.12 :1
Eccentricity
= 8.98
in
Allowable Shear
= 76.03 psi
Resultant Outside
Middle Third
1-Way Shear @ Toe
= 8.5 psi
Note: Pv Not Used
for Soil
Pres.
1-Way Shear @ Heel
= 0.0 psi
-----------------------------
SLIDING
CHECK ------------------------------
Ftg/Soil Friction
= 0.480
Tot Lateral Force*1.5=
622.5
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure
= 393.8
#
Factor of Safety
= 2.12
(-)Friction
= 487.4
#
Add'l Force Req'd
= 0.0
#
----------------------------
FOOTING
DESIGN ------------------------------
(Using ACI Factors)---Toe---
--Heel--
f'c
= 2,000
psi
ACI 9.1 Pressure =
1,496
0
psf Fy
= 40,000
psi
Mu - Upward =
0
0
ft-# Upward soil pres.
used on heel
Mu - Downward =
0
11
ft-# -------- Rebar Choices--------
Mu - Design =
1,444
11
ft-# Toe(bot)
Heel(top)
One-Way Shear: Mu=Stem!
#4 @Not Reqd
in Not Reqd
in
vu =
8.51
0.02
psi #5 @Not Reqd
in Not Reqd
in
vn=2(f'c)1/2*.85=
76.03
76.03
psi #6 @Not Reqd
in Not Reqd
in
Rebar CL To Edge =
3.50
2.50
in #7 @Not Reqd
in Not Reqd
in
Depth to steel =
8.00
9.00-in
#8 @Not Reqd
in Not Reqd
in
Ru = Mu/bd"2 =
0.0
0.0
#9 @Not Reqd
in Not Reqd
in
Min. Rebar Ratio =
0.0000
#10 @Not Reqd
in Not Reqd
in
nv�r�iv�euir niVl�llV�rK11Vl
i,ir-ie: rrea wiison
74-040 Highway 111
Descr: 3' RETAINING WALL - REVERSE
Suite L-50
Page
of
Palm Desert, CA 92260
Job #: .'.New..
By:D.A.H. Date:
6/21/94
(619)773-9373
RetainPro 3.1(c)1993
File:SMALLJOB.RPF
---------------------------------
STEM DESIGN
----7-----------------------------
(Values shown for concrete
stems have been factored)
Pg 2 of 2
I- Descending Stem Sections, Highest @ Left -�
Stem Construction Data
Highest
(use columns
from left to right)
:
-------------------------------------------------------------
HT. ABOVE FTG.
_ .3.33
0.00
ft
WALL TYPE ABOVE HT.
Masonry Masonry.
Thickness (nominal).
= 6.00
8.00
in
Rebar Size
= # 4
# 5
Rebar Spacing
= 24.00
24.00
in
Rebar Placed at'
Center
Edge
DESIGNDATA..............
................................................
fb/Fb + fa/Fa
= 0.985
0.927
Lateral Load @ Design Ht
= 101
310
#
MOMENT..... Actual
= 267
849
ft-#
Allowable
= 271
916
ft-#
SHEAR...... Actual
= 4.36
5.43
psi
Allowable
= 19.36
19.36
psi
Embedment Length Req'd
= 18.00
6.00
Wall Weight
= 43.0
78.0
psf
Rebar Placed at Depth 'd'=
2.75
5.25
in
MASONRYDATA.............
................................................
f'm
= 1,500
1,500
psi
Fs
= 24,000
24,000
psi
Grouting
Part
Full
Special Inspection
No
No
n : Es / Em
= 25.78
25.78
Short Term Increase
= 1.00
1.00
CONCRETEDATA............
................................................
f'c
=
psi
Fy
=
psi
-------------------------
SUMMARY OF FORCES & MOMENTS
----------------------
I-
Overturning
Moments
Resisting Moments -�
Origin of Force:
-----------------
# .ft
ft-#
#
ft
ft-#
--------
Heel Active Press. =
------
354 1.50
---------
532
-------
----- ---------
Soil over Heel =
1
2.76
4
Toe Active Press. _
-39 0.50
-20
Soil over Toe =
115
1.05
120
Sloped Soil @ Heel =
0
0.00
0
Adjacent Ftg. Load =
0 0.00
0
0
0.00
0
Surcharge @ Heel =
0
0.00
0
Surcharge @ Toe =
0_ 0.00
0
0
0.00
0
Axial Load on Wall
0
0
0.00
0
Load @ Proj. Wall =
100 7.00
700
Averaged Stem Wts. =
482
2.38
1,150
Earth Behind Stem =
3
2.67
8
Added Lateral Load =
0 0.00
0
Footing Weight =
414
1.38
571
Key Weight =
0
1.33
0
Vert. Componant of =
0
0.00
0
Active Press. ---------
--------- --------
---------
TOTALS _
---------
415
1,212
1,015
1,853
Totals used for Soil Pressure, Pv Not
--------- --------
Included=
1,015
---------
1,853
CHANGE IN MAT'L SPEC. ^n o n n ci�� icn n min i^
6" C.M.U.
f'n= 1500psf. Fy= 60000psf
#4 @ 24" Vert @ CL
#4 @ 24" Horiz
8" C.M.U.
f'n= 1500psf, Fy= 60000psf
#5 @ 24" Vert @ Edge
#4 @ 24" Horiz
Q�pf ESS/O
C -D
No. 38239
� YO?
RETAINING WALL
Scale: 1/2" = P-0"
HOGANCAMP ENGINEERING
Title: Fred Wiison
747040,Highway 111
Descr:
3.0 RETAINING WALL
Suite L-50
Page of
Palm Desert, CA 92260
Job
#: ..New.. By:D.A.H.
Date: 6/21/94
(619)773-9373
RetainPro
3.1(c)1993 File:SMALLJOB.RPF
--------------------------------------------------------------------------------
CANTILEVERED
--------------------------------------------------------------------------------
RETAINING
WALL DESIGN
Pg 1 of
2
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS --------
Allowable Bearing.
= 2,000
psf
Axial DL on Stem
= 0
plf
Active Lateral EFP
= 35.0
psf
Axial LL on Stem
= 0
plf
. ..Slope Active
= 0.0
psf
...Ecc Left of Stem CL
= 0.00
in
..Active Press Limit
= 500
psf
Surcharge over Toe
= 0.0
psf
Bkfill Slope(0=level)=
0.0:1
Surcharge over Heel
= 0.0
psf
Passive Lateral
= 350
pcf
Using Surcharge to resist
Soil Density
= 110.0
pcf
overturning @ Heel
Yes
Soil Ht over Toe
= 6.0
in
@ Toe
Yes
------ ADDED LATERAL
LOADS -------
--------.ADJACENT FOOTING ----------
Lateral Load Acting
Vertical load
= 0
plf
On Stem Above Soil
= 20.00
psf
...Ecc. (Toe side +)
= 0.00
in
Footing Width (perp)
= 0.00
ft
Add'l Lateral Load
= 0.0
plf
Face Top Stem to Ftg.
CL= 0.00
ft
...height to stop
= 0.00
ft
Ftg. Base Above/Below'Soil
...height to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING
DATA -------------------------
Retained Height
= 3.50
ft
Toe Width
= 0.00
ft
Wall Ht. above soil
= 5.00
ft
Heel Width
= 3.00
ft
Total Wall Height
= 8.50
ft
-------
Key Depth
= 0.00
in
Total Width
= 3.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 0.833
ft
SUMMARY
Pressure @ Toe
= 11690
psf
Factors of Safety:
Pressure @ Heel
= 0
psf
Overturning
= 2.02 :1
Allowable Press.
= 2,000
psf
Sliding
= 2.99 :1
Eccentricity
= 9.63
in
Allowable Shear
= 76.03,psi
Resultant Outside
Middle Third
1 -Way Shear @ Toe
= 0.0 psi
Note: Pv Not Used
for Soil
Pres.
1 -Way Shear @ Heel
= 5.6 psi
-----------------------------
SLIDING
CHECK ------------------------------
Ftg/Soil Friction
= 0.480
Tot Lateral Force*1.5= 622.5
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure
= 393.8
#
Factor of Safety
= 2.99
(-)Friction
= 848.1
#
Add'l Force Req'd
= 0.0
#
----------------------------
FOOTING
DESIGN ------------------------------
(Using ACI Factors) ---Toe---
--Heel--
f'c
= 2,000
psi
ACI 9.1 Pressure =
2,361
0
psf Fy
= 40,000
psi
Mu - Upward =
0
0
ft-## Upward soil pres.
used on heel
Mu - Downward =
0
0
ft-# -------- Rebar Choices --------
Mu - Design =
0
1,444'ft-#
Toe(bot)
Heel(top)
One -Way Shear:
Mu=Stem!
#4 @Not Reqd
in Not Reqd
in
vu =
0.00
5.57
psi ##5 @Not Reqd
in Not Reqd
in
vn=2(f'c)1/2*.85=
0.00
76.03
psi #6 @Not Reqd
in Not Reqd
in
Rebar CL To Edge =
3.50
2.50
in #7 @Not Reqd
in Not Reqd
in
Depth to steel =
8.00
9.00
in #8 @Not Reqd
in Not Reqd
in
Ru = Mu/bd-2 =
0.0
0.01
#9 @Not Reqd
in Not Reqd
in
Min. Rebar Ratio =
0.0000
#10 @Not Reqd
in Not Reqd
in
ril1lJL,1Vl.L�1lY Z1V"1VZZA1nU
111.10: rLell Wll6uli
74-040 Highway 111
Descr:
3.0 RETAINING
WALL
Suite L-50
Page
of
Palm Desert, CA 92260
Job #: ..New..
By:D.A.H.
Date:
6/21/94
(619)773-9373
RetainPro 3.1(c)1993
File:SMALLJOB.RPF
---------------------------------
STEM DESIGN
----------------------------------
(Values shownfor concrete
stems have been
factored)
Pg 2 of 2
I- Descending Stem Sections,
Highest @ Left
-1
Stem Construction Data
Highest
(use columns
from left to right)
-------------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
= 3.33
0.00
ft
WALL TYPE ABOVE HT.
Masonry Masonry
Thickness (.nominal)
= 6.00
8.00
in
Rebar Size
= # 4
#. 5
Rebar Spacing
= 24.00
24.00
in
Rebar Placed at
Center
Edge
DESIGN DATA..............
................................................
fb/Fb + fa/Fa
= 0.985
0.927
Lateral Load @ Design Ht
= 101
310
#
MOMENT..... Actual
= 267
849
ft-#
Allowable
= 271
916
ft-#
SHEAR...... Actual
= 4.36
8.38
psi
Allowable
= 19.36
19.36
psi
Embedment Length Req'd
= 18.00
6.00
Wall Weight
= 43.0
58.0
psf
Rebar Placed at Depth 'd'=
2.75
5.25
in
MASONRY DATA.............
................................................
f'm
= 1,500
1,500
psi
Fs
= 24,000
24,000
psi
Grouting
Part
Part
Special Inspection
No
No
n Es / Em
= 25.78
25.78
Short Term Increase
= 1.00
1.00
CONCRETEDATA............
................................................
f'c
=
psi
Fy
=
psi
-------------------------
SUMMARY OF FORCES
& MOMENTS -------7--------------
I-
Overturning
Moments
Resisting Moments -�
Origin of Force:
--------
# ft
------
ft-#
#
ft
ft-#
----------------
Heel Active Press. =
354 1.50
---------
532
-------
----- ---------
Soil over Heel =
898
1.83
1,647
Toe Active Press. _
-39 0.50
-20
Soil over Toe =
0
-0.00
0
Sloped Soil @ Heel =
0
0.00
0
Adjacent Ftg. Load =
0 0.00
0
0
'0.00
0
Surcharge @ Heel =
0
0.00
0
Surcharge @ Toe _
0 0.00
0
0
0.00
0
Axial Load on Wall =
0
0
0.00
0
Load @ Proj.. Wall =
100 7.00
700
Averaged Stem Wts. =
415
0.29
120
Earth Behind Stem =
3
0.58
2
Added Lateral Load .=
0 0.00
0
Footing Weight =
450
1.50
675
Key Weight =
0
1.33
0
Vert. Componant of =
0
0.00
0
Active Press. ---------
--------- --------
---------
TOTALS =
415
1,212
1,767
2,444
---------
Totals used for Soil Pressure, Pv Not
--------- --------
Included=
1,767
---------
2,444