003196 (BLCK)LICENSED CONTRACTOR DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of
Chapter 9 (commencing with Section 7000) of Division 3 of the Business and
Professionals Code, and my License is in full force and effect.
icense # Lic. Class Exp. Date
.81851 9/30A)7
Date Signature of Contractor f�'1
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's
License Law for the following reason:
( ) I, 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 & Professionals Code).
( ) I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project (Sec. 7044, Business & Professionals
Code).
( ) I am exempt under Section B&P.C. for this reason
Date Signature of Owner
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
( ) I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the
performance of the work for which this permit is issued.
( ) I have and will maintain workers' compensation insurance, as.required by
Section 3700 of the Labor Code, for the performance of the work for which this
permit is issued. My workers' compensation insurance carrier & policy no. are:
Carrier Policy No.
S't'A'r.E %I.flyU WZ2952-95
(This section need not be completed if the permit valuation is for $100.00 or 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, and agree that if I should become
(subject to the workers' compensation p�pvisions of Section 3700 of the Labor
fDate:
ode, I shall forthwith comply with thse provisions.
/ •t Applicant '`-`�"�' �`
Warning: Failure to secure Workers' Com �pe nsat on~overage is unlawful and
shall subject an employer to criminal penalties and civil fines up to $100,000, in
addition to the cost of compensation, damages as provided for in Section 3706
of the Labor Code, interest and attorney's fees.
IMPORTANT Application is hereby made to the Director of Building and Safety
for a permit subject to the conditions and restrictions set forth on his
application.
1. Each person upon whose behalf this application is made & each person at
whose request and for whose benefit work is performed under or pursuant to
any permit issued as a result of this applicaton agrees to, & shall, indemnify
& hold harmless the City of La Quinta, its officers, agents and employees.
2. Any permit issued as a result of this application becomes null and void if
work is not commenced within 180 days from date of issuance of such
permit, or cessation of work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is
correct. I agree to comply with all City, and State laws relating to the building
construction, and hereby authorize representatives of this City to enter upon
th'e above-mentioned property fo ,i6spection purposes.
\S gnature (Owner/Agent) Date`�,�
BUILDING PERMIT PERMIT964l4-114 CONTROL#
3196
DATE 4/22196 VALUATION S1,440,00 LOT TRACTJOB
ADDRESS 53-700 �Cil31�EC ON
APN % % -.il IS 11 lj
OWNER
CONTRACTOR / DESIGNER /ENGIINEER
RL S `1 %J -,?1n ,111
`1E, A RY YK♦RZ %7Mr , i,
33700 AVE N1DA: 013REG0N
72372 VIA, VAIL,
LA 00lN A CA. 921.53
RANCHO 7MIR 03F. CA 92270
f hl�l Kti�i.to,?3
(451.9}Z2R-227" C_'Bf,f# V
USE OF PERMIT
ORNh'i M, BUiLt:21Nd..{r
50L,t{ fids 4' OAl DE,—N €1 C)CK. WALL, UNG F'Re:�VfM--13
ti1!.XyX AM) ON BLOCK. WALL WXA I(V/ 2 01,QrX ADD ON -91^'K WALL t,OR 19'/4' A00 CIN
BLOCK WALL 4(Y
4 F" I`. 'WALL, 90.00 11
1,440.W)
fr►ERMtiT T.F. SUMMARN'
Cr1,rs't?.t.TC'1`N FEE $35.-60
' 11 -11A ' 0N91'1\UCI70N AND PLAN CRECK
$3500
LOSS PkR-i AID PEE.`,
$0 t"i
, , ,
t , .,
It), At. PERM F EARS 4 111 NOW
� E
$3..00
RECEIPT
DATE
BY
DATE FINALED
INSPECTOR
f, .:0, ; _.-. —--------- --- --
INSPECTION RECORD
OPERATION
DATE
INSPECTOR
OPERATION
DATE
INSPECTOR
BUILDING APPROVALS
MECHANICAL APPROVALS '
Set Backs
Underground Ducts
Forms & Footings
Ducts
Slab Grade
Return Air
Steel
Combustion Air
Roof Deck
Exhaust Fans
O.K to Wrap
F.A.U.
Framing
Compressor
Insulation
Vents
Fireplace P.L.
Grills
Fireplace T.O.
Fans & Controls
Party Wall Insulation
Condensate Lines
Party Wall Firewall
Exterior Lath
Drywall - Int. Lath
Final
Final
POOLS - SPAS
BLOCKWALL APPROVALS
steel
Set Backs
Electric Bond
Footings 2
Main Drain
Bond Beam
Approval to Cover
Equipment Location
Underground Electric
Underground Pibg. Test
Final !t
Gas Piping
PLUMBING APPROVALS
Gas Test
Electric Final
Waste Lines
Heater Final
Water Piping
Plumbing Final
Plumbing Top Out
Equipment Enclosure
Shower Pans
O.K. for Finish Plaster
Sewer Lateral
Pool Cover
Sewer Connection
Encapsulation
Gas Piping
Gas Test
Appliances
Final
COMMENTS:
Final
Utility Notice (Gas)
ELECTRICAL APPROVALS
Temp. Power Pole
Underground Conduit
Rough Wiring
Low Voltage Wiring
Fixtures
Main Service
Sub Panels
Exterior Receptacles
G.F.I.
Smoke Detectors
Temp. Use of Power
Final
Utility Notice (Perm)
Ji,Fitch Engineers Inc.
�4
March 25, 1996
M L Construction
P. 0. Box 228
La Quinta, Ca. 92253
SUBJECT: Retaining wall calculations
Gentlemen:
Enclosed please find two copies each of the wall design for
4 foot, 5 foot and 6 foot wall.Each design shows the spacing for the
vertical steel. The bond beam should be placed one block from the top
of each wall. If there are hollow cells in existing walls, then the
steel should be stabbed the full height of the wall. If the wall is
solid grouted, it will be necessary to bore.vertical holes for vertical
steel at least three blocks into the solid grouting. The holes
should be bored twice the size of the vertical steel and each stabbed
bar should be grouted with hard rock cement to bond to the steel.
If you have any further questions, please feel free to contact me.
Respectfully,
WM. H. TITCH
R.C.E. 12571
CIVIL ENGINEERING — PLANNING —.SURVEYING — DESIGN
P.O. BOX 4551 PALM DESERT, CA 92261
(619) 345-7667
Q�cjf ESSIONq�
Fy / Title,: -6 -ft -CMU Yard Wall
y�' Descr:"
c7 Page / of y
No. 125 1 Job #: By : KJB Date: 3/19/96
E}�p. /YO7� RetainPro 3.1(c)1993 File: YDWALL. RPF
----- -�` ` - ---- Q --------------------------------------------------------
E GIN��� �@ ---CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2
------- / N --
----------- -------------------------------------------
DATA ----------=-- ------ ADDED VERTICAL LOADS --------
Allo aring =_1,875r) - sf Axial DL on Stem = 0 plf
Active Lateral EFP = 30.0 pAxial LL on Stem = 0 plf
....Slope Active = 0.0 psf ..Ecc Left of Stem CL = 0.00 in
..Active Press Limit = N/A psf Surcharge over Toe = 0.0 psf
Bkfill Slope(0=level)= 0.0:1 Surcharge over Heel = 0.0 psf
Passive Lateral = 150 pcf Using Surcharge to resist
Soil Density = 110.0 pcf overturning @ Heel Yes
Soil Ht over Toe = 1.2 in @ Toe Yes
--- ADDED LATERAL LOADS ------- -------- ADJACENT FOOTING ----------
Lateral Load Acting Vertical load = 0 plf
On Stem Above Soil = 15.00 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 = 0.10 ft Toe Width = 0.75 ft
Wall Ht. above soil = 5.90 ft Heel Width = 1.25 ft
Total Wall Height = 6.00 ft -------
Key Depth = 0.00 in Total Width = 2.00 ft
Key Width = 0.00 in Thickness = 12.00 in
Key Dist. to Toe = 0.000 ft
-------------------------------
SUMMARY ----------------------------y---
------------------------ --------------------------------
Pressure @ Toe = 1,026 psf Factors of Safety:
Pressure @ Heel = 0 psf Overturning = 1.59 :1
Allowable Press. = 1,875 psf Sliding = 2.63 :1
Eccentricity = 7.57 in Allowable Shear = 76.03 psi
Resultant Outside Middle Third 1 -Way Shear @ Toe = 5.7 psi
--Note_ "Pv: Used for Soil Pres. 1 -Way Shear @ Heel = 1.6 psi
--------------
----------------------------- SLIDING CHECK ------------------------------
Ftg/Soil Friction = 0.250 Tot Lateral Force*1.5= 132.8 #
Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 90.8 #
Factor of Safety = 2.63 (-)Friction = 142.1 #
Add'1 Force Req'd = 0,0 #
---------------------------- FOOTING DESIGN ------------------------------
(Using ACI Factors) ---Toe---
--Heel--
f'c
=
2,000
psi
ACI 9.1 Pressure =
1,436
0
psf
Fy
=
60,000
psi
Mu - Upward =
405
0
ft-#
Upward
soil
pres.
used
on heel
Mu - Downward =
86
86
ft-#
--------
Rebar
Choices
--------
Mu - Design =
319
86
ft-#
Toe(bot)
Heel(top)
One -Way Shear:
#4
@Not
Reqd
in
Not
Reqd
in
vu =
5.66
1.57
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 =
0.0018
#10
@Not
Reqd
in
Not
Reqd
in
Fitch Engineers
Title: 6 ft. CMU Yard Wall
Descr:
Page 2
of Al
Job #:
By:KJB
Date: 3/19/96
RetainPro 3.1(c)1993
File:YDWALL.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
fromleft to right)
DESIGN HT. ABOVE FTG.
= 0.00
ft
WALL TYPE ABOVE HT.
Masonry
Thickness (nominal)
= 6.00
Rebar Size
= # 4
in
Rebar Spacing
= 32.00
in
Rebar Placed at
Center
DESIGNDATA..............
.................................................
fb/Fb + fa/Fa
= 0.831
����������
Lateral Load @ Design Ht
= 89
#
MOMENT..... Actual
= 270
ft-#
Allowable
= 325
ft-#
SHEAR...... Actual
= 3.96
psi
Allowable
= 22.33
psi
Embedment Length Req'd
= 6.80
Wall Weight
= 42.0
psf
Rebar Placed at Depth 'd'= 2.75
in
MASONRYDATA .............
................................................
f'm
= 1,500
.........
..........
psi
Fs
= 24,000
psi
Grouting
Part
Special Inspection
No
n : Es / Em
25.78
Short Term Increase
= 1.33
CONCRETE DATA............
..............................
f'c
_
...
...... .......psi
Fy
=
psi
-------------------------
SUMMARY OF FORCES & MOMENTS
----------------------
I-
Overturning Moments -I-
Resisting Moments
--�
Origin of Force:
---------------- --------
# ft ft-#
------
#
ft ft-#
Heel Active Press. =
---------
18 0.37 7
-------
----- ---------
Soil over Heel =
8
1.63
13
Toe Active Press. _
-18 0.37 -7
Soil over Toe =
8
0.38
3
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 =
89 4.05 358
Averaged Stem Wts. =
252
1.00
252
Earth Behind Stem =
0
0.00
0
Added Lateral Load =
0 0.00 0
Footing Weight =
300
1.00
300
Key Weight =
0
0.00
0
Vert. Componant of =
0
0.00
0
Active Press. ---------
--------- --------
---------
TOTALS =
89 358
568
568
- --------.
Totals used for Soil Pressure, Pv Included =
568
---------
568
Pp= 91 #
EFP= is #
1026 psf
6" C.M.U.
#4 @ 32" Vert @ CL".
#4 @ 24" Horiz
#4 HORIZ. AS SHOWN
_� - _ QRpFESSIpNq
Fit
NO. 12571
AXP
Title;i 5 ft CMU ffard Wall
Descr:
' Page / of ,�/
Job #: By:KJB Date: 3/19/96
RetainPro 3.1(c)1993 File:YDWALL.RPF
---- --------- ---- )----
CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2
-
---- '� ���$ ATA -------------
----------
0
plf
Allowa ing =
1,875
psf-
Active Lateral EFP =
30.0
psf
....Slope Active =
0.0
psf
..Active Press Limit =
N/A
psf
Bkfill Slope(0=level)=
0.0:1
Passive -Lateral =
150
pcf
Soil Density =
110.0
pcf
Soil Ht over Toe =
1.2
in
------ ADDED LATERAL LOADS
-------
Lateral Load Acting
-------------------------------
----------------------
On Stem Above Soil =
15.00
psf
Add'1 Lateral Load =
0.0
plf
...height to stop =
0.00
ft
...height to start =
0.00
ft
------ ADDED VERTICAL LOADS --------
Axial DL on Stem = 0 plf
Axial LL on Stem = 0 plf
..Ecc Left of Stem CL' = 0.00 in
Surcharge over Toe = 0.0 psf
Surcharge over Heel = 0.0 psf
Using Surcharge to resist
overturning @ Heel Yes
@ Toe Yes
- ADJACENT FOOTING
Vertical load =
----------
0
plf
...Ecc. (Toe side +) =
0.00
in
Footing Width (perp) =
0.00
ft
Face Top Stem to Ftg. CL=
0.00
ft*
Ftg. Base Above/Below Soil
-------
At Wall Face [+/-] =
0.00
ft
Footing Type ;'
Line
Key Width
WALL & FOOTING DATA
Retained Height
= 0.10
ft
Toe Width
= 0.75 ft
Wall Ht. above soil
= 4.90
ft
Heel Width
= 1.25 ft
Total Wall Height
= 5.00
ft
-------
Key Depth
= 0.00
in
Total Width
= 2.09 ft
Key Width
= 0.00
in
Thickness
= 12.00 in
Key Dist. to Toe
= 0.000
ft
-------------------------------
----------------------
SUMMARY --------------------------------
--------------------------------
Pressure @ Toe
= 696
psf
Factors of Safety:
Pressure @ Heel
= 0
psf
Overturning =
1.98 :1
Allowable Press.
= 1,875
psf
Sliding =
2.99 :1
Eccentricity
= 6.06
in
Allowable Shear =
76.03 psi
Resultant Outside
Middle Third
1 -Way Shear @ Toe
3.9 psi
Note: "Pv: Used for Soil Pres.
1 -Way Shear @ Heel =
1.4 psi
------------=----------------
SLIDING
CHECK ------------------------------
----------
Ftg/Soil Friction
= 0.250
.Tot Lateral Force*1.5=
110.3 #
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
90.8 #
Factor of Safety
= 2.99
(-)Friction =
129.1 #
Add'1 Force Req'd =
0.0 #
----------------------------
FOOTING
DESIGN ------------------------------
(Using ACI Factors) ---Toe--- --Heel--
f'c =
2,000 psi
ACI 9.1 Pressure =
974
0
psf Fy =
60,000 psi
Mu - Upward =
300
5
ft-# Upward soil pres.
used on heel
Mu - Downward =
86
86
ft-# -------- Rebar Choices
--------
Mu - Design =
213
81
ft-# Toe(bot)
Heel(top)
One -Way Shear:
#4 @Not Reqd in
Not Reqd in
vu =
3.93
1.40
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
0.0018
#10 @Not Reqd in,Not
Reqd in
Fitch Engineers
Title: 5 ft CMU
Yard Wall
Descr:
Page
of -/ 'I
Job #:
By:KJB
Date: 3/19/96'
RetainPro 3.1(c)1993
File:YDWALL.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.
= 0.00
ft
WALL TYPE ABOVE HT.
: Masonry
Thickness (nominal)
= 6.00
in
Rebar Size
= # 4
Rebar Spacing
= 48.00
in
Rebar Placed at
Center
DESIGNDATA ..............
..........................................
fb/Fb + fa/Fa
= 0.674
.
Lateral Load @ Design Ht
= 74
#
MOMENT..... Actual
= 187
ft-#
Allowable
= 278
ft-#.
SHEAR...... Actual
= 3.39
psi';
Allowable
= 22.33
psi`
Embedment Length Req'd
= 6.97
Wall Weight
= 40.0
psf
Rebar Placed at Depth 'd'= 2.75
in
MASONRYDATA.............
...............................................
f'm
= 1,500
psi
Fs
= .24,000
psi
Grouting
Part
Special Inspection
No
n : Es / Em
= 25.78
Short Term Increase
= 1.33
CONCRETEDATA........................................
f'a
_
......
........ ....psi
Fy
=
-------------------------
SUMMARY OF FORCES & MOMENTS ----------------------
psi
I-
Overturning Moments
Resisting Moments
-�
Origin of Force:
# ft ft-#
-
#
ft ft-#
Heel Active Press. =
-------�-
18 0.37
-------
--------------
Soil over Heel =
8
1.63
13
Toe Active Press. _
-18 0.37 -7
Soil over Toe =
8
0.38
3
.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 =
74 3.55 261
Averaged Stem Wts. =
200
1.00
200
Earth Behind Stem =
0
0.00
0
Added Lateral Load =
0 0.00 0
Footing Weight =
300
1.00
300
Key Weight =
0
0.00
0
Vert. Componant of =
0
0.00
0
Active Press. ---------
--------- --------
----------
i
TOTALS =
74 261
516
516
Totals used for Soil Pressure, Pv Included =
516
-
516
Pp= 91 #
EFP= is #
696 ps-fF
61, C.M.U.
#4 @ 4811 Vert 0 CL"'
#4 @ 24" Horiz
I
#4 HORIZ. AS SHOWN
jV ESSIp�,q�
Fitch Engi �PRVEY
t�
Title *C47 F.CMU Yard Wall
Descr:
Pageof
�3
CLI IV�o. 1257
Job#: B :KJB Date:
. y
19 96
/ /
.�7
RetainPro 3.1(c)1993 F'le.YDWALL.RPF
---
INf
N GRA
I VERED
RETAINING WALL DESIGN
Pg 1 of 2
------------ - - -- �?I ------------------------------------------------
-------- --� �'A�.O�
----------
---- - ADDED VERTICAL LOADS -
Allowable Bea =
1,875
psf
Axial DL on Stem =
0 plf
Active Lateral EFP =
30.0
psf
Axial LL on Stem =
0 plf
....Slope Active =
0.0
psf
..Ecc Left of Stem CL =
0.00 in
..Active Press Limit =
N/A
psf
Surcharge over Toe =
0.0 psf
Bkfill Slope(0=level)= 0.0:1
Surcharge over Heel =
0.0 psf
Passive Lateral =
150
pcf
Using Surcharge to resist
k
Soil Density =
110.0
pcf
overturning @ Heel
Yes
Soil Ht over Toe =
1.2
in
@ Toe
Yes
------ ADDED LATERAL LOADS-------
-------- ADJACENT FOOTING----------
Lateral Load Acting
Vertical load =
0 plf
On Stem Above Soil =
15.00
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 =
0.10
ft
Toe Width =
0.75 ft
Wall Ht. above soil =
3.90
ft
Heel Width =
1.25 ft
Total Wall Height =
4.00
ft
-------
Key Depth =
0.00
in
Total Width =
2.00 ft
Key Width =
0.00
in
Thickness =
12.00 in
Key Dist. to Toe =
0.000
ft
-------------------------------
-------------------------------
SUMMARY --------------------------------
--------------------------------
Pressure @ Toe =
508
psf
Factors of Safety:
Pressure @ Heel =
0
psf
Overturning = 2.67
:1
Allowable Press. =
1,875
psf
Sliding = 3.59
:1
Eccentricity =
4.49
in
Allowable Shear = 76.03
psi
Resultant Outside Middle
Third
1-Way Shear @ Toe =
2.7 psi
Note: "Pv: Used for
Soil Pres.
1-Way Shear @ Heel =
0.9 psi
-----------------------------
SLIDING
---------------
CHECK ------------------------------
Ftg/Soil Friction =
0.250
,Tot Lateral Force*1.5=
87.8 #
Soil @ Toe Not Used
0.00
in
(-)Passive Pressure =
90.8 #
Factor of Safety =
.3.59
(-)Friction =
119.1 #
Add'1 Force Req'd =
0.0 #
----------------------------
FOOTING
DESIGN ------------------------------
(Using ACI Factors)---Toe---
--Heel--
f'c =
2,000 psi
ACI 9.1 Pressure =
711
0
psf Fy = 60,000
psi
Mu - Upward =
230
27
ft-# Upward soil pres. used
on heel
Mu - Downward =
86
86
ft-# -------- Rebar Choices
--------
Mu - Design =
144
59
ft-# Toe(bot) Heel(top)
One-Way Shear:
#4 @Not Reqd in Not
Reqd in
vu =
2.68
0.88
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 = 0.0018
#10 @Not Reqd in Not
Reqd in
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 =
8
0.38
3
Fitch Engineers
Title: 4 ft. CMU Yard Wall
0
0.00
Descr:
0
0.00
Page ;�
of
0.00
Job #: By:KJB Date: 3/19/96
RetainPro 3.1(c)1993 File:YDWALL.RPF
0
---------------------------------
STEM DESIGN-----------------------------------
--------------------------------=(Values
0
(Valuesshown 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.
= 0.00
ft
WALL TYPE ABOVE HT.
Masonry
Thickness (nominal)
= 6.00
in a
Rebar Size
= # 4
5.
Rebar Spacing
= 48.00
in;;
Rebar Placed at
Center
0
DESIGNDATA..............
................................................
fb/Fb + fa/Fa
0.00
0
Lateral Load @ Design Ht
= 59
#
MOMENT..... Actual
= 120
ft-#
Allowable
= 278
ft -
SHEAR...... Actual
= 2.70
psi`
Allowable
= 22.33
psi:
Embedment Length Req'd
= 6.00
Wall Weight
= 40.0,
psf
Rebar Placed at Depth 'd'=
2.75
in
MASONRYDATA .............
f'm
............................ ................... ,
= 1,500 psi*'
Fs
= 24,000
psi;
Grouting
Part
Special Inspection
No
n : Es / Em
= 25.78
Short Term Increase
= 1.33
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. =
18 0.37 7
Soil over Heel
8 1.63
131'
Toe Active Press. _
-18 0.37 -7
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 = 59
Totals used for Soil Pressure,
300 1.00 300.,
0 0.00 0".
0 0.00 0'
178 476 476
Pv Included = 476 476-:
8
0.38
3
0
0.00
0
0
0.00
0
0
0.00
0.'
0
0.00
0
0
0.00
0
0
0.00
0 3^
0
0
0.00
0..
59
3.05
178
160
1.00
160:
0
0.00
0 .
0
0.00
0
Active Press. ---------
TOTALS = 59
Totals used for Soil Pressure,
300 1.00 300.,
0 0.00 0".
0 0.00 0'
178 476 476
Pv Included = 476 476-:
PD= 91
6" C.M.U.
#4 @ 48" Vert @ CL"
#4 @ 24" Horiz
#4 HORIZ. AS SHOWN
............... ..................
f
1.
f�
Nr
o
...........................
. '4
................. .....................
.......................