9909-111 (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.
License #Lic. Class Exp. Date
?322.32 H ID2/28i"lit
t�
V ate `' ' �" / Signature of Contractor �a
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.
(y) 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:
Carver qy•yy / (y ry ` Policy No. y
1.4V :'V'of ,�j.7-i.F-S �S .E^Sey1' WV�,�W�r"� ��P aJ-f'�.1.Y➢
(Thissection 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
workerp'6ompensation laws of California, and agree that if I should become
subject' to the workers' compensation provisions ofSection 3700 -of: the Labor
C de, I shall forthwith comply with th se rovisior� j
�te: L!, •'QgApplicantIF
-.
Warning: Failure to secure Workers' Compensation coverage is unla ul 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
ee above-mentioned property for inspection rirposes. r �+
rSignature (Owner/Agent)l_ •.� Date
BUILDING PERMIT PERMIT# ,
DATE.rr/11
eVALUATION ep,�k•�p LOT TRACT.
JOB SITE
ADDRESS 56-007 WINGED YO APN •%I.ri �r�>�P-'��l�I
OWNER CONTRACTOR/DESIGNER/ENGINEER
if . +au 1',,R.E 1` 110 IIS SAIN ` EGO, „N11^.
of a.sa. ata aa�
12805 }OWE DEL IMAR, SUME 200 M55110I TF, 33.UL MAR, S1.1.rTE 2W)
CA. 91,014-380 OR.L MAR CA 92014-X'
flw' d X3 -R"_ fr'13t.K 5350
USE OF PERMIT
14 - 1. e.i.—U.1..i�li�li y
70 am °!". 6 ENGJMSk .�'"'fE RE1"rt:iN-040- NVALL
LL
ti �' iU..:e
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CA•e a.�P.g+g
EE SBWWWARY
C 0N:KVRUC:'1'1C: N Fre101.-069-411,-4JOO $4 101
SUR 1, CONSTR UCT10. N ANYD Y1 A7W i¢'1�agCt:�K �L
. yg _
LESS' .tma�.,',F-1I.A�. D FY P
«4Z P�i 11nF r.-
2's;3T.AO_, 69RMIT 1+`EWS OUNNOW
RECEIPT I DATE I BY / -" I DATE FINALED I INSPECTOR
A .1..P oV .
SOAX)
INSPECTION RECORD
OPERATION
DATE
INSPECTOR
OPERATION
DATE
INSPECTOR
BUILDING APPROVALS
MECHANICAL APPROVALS
Set Backs
Underground Ducts
Forms & Footings
Ducts
Slab Grade
Return Air
Steel
Combustion Air
Roof Deck
Exhaust Fans
O.K. to Wrap
F.A.U.
Framing
Compressor
Insulation
Vents
Fireplace P.L.
Grills
Fireplace T.O.
Fans & Controls
Party Wali Insulation
Condensate Lines
Party Wall Firewall
Exterior Lath
Drywall - Int. Lath
Final
Final
POOLS - SPAS
BLOCKWALL APPROVALS
Steel
Set Backs
Electric Bond
Footings t /
Main Drain
Bond Beam
Approval to Cover
Equipment Location
Underground Electric
Underground Plbg. Test
Final
Gas Piping
PLUMBING APPROVALS
Gas Test
Electric Final
Waste Lines
Heater Final
Water Piping
Plumbing Final
Plumbing Top Out
Equipment Enclosure
Shower Pans
O.K. for Finish Plaster
Sewer Lateral
Pool Cover
Sewer Connection
Encapsulation
Gas Piping
Gas Test
Appliances
Final
COMMENTS:
Final
Utility Notice (Gas)
ELECTRICAL APPROVALS
Temp. Power Pole
Underground Conduit
Rough Wiring
Low Voltage Wiring
Fixtures
Main Service
Sub Panels
Exterior Receptacles
G.F.I.
Smoke Detectors
Temp. Use of Power
Final
Utility Notice (Perm)
fia
CITY OF - LA QUANTA
_
--
BUILD & SAFET`�:DEPT.
�. 6U
Client. MDS Consulting
' I FOR CONSTRUCTION
(760) 771-4012.
s gY
.� a DATE t .
Project: Brookfield Homes,,
° Retaining Wall Design-$-
Address: Lot 1, Tact 207219
Winged Foot at PGA West
Job: 99-142 }
Date: 25 May 1999. „
At.
•,n ¢,n �[ �{ -,may" "�.
�• ' STRUCTURAL AND CIVIL ENGINEERIN r,
DENISE R. POELTLER, IN f
73-t661Highway,1:11 • Suite G • Palm rt, California 922.60
UTEL'. (760).;779-0405 • . FAX (760) 9-1317 �
�
I am_Palm Desert Califomia 92260
PREPARED FOR:
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' 73.661 Highway 111 • Suite G CKD DATE pG. 3
Palm Desert, California 92260 ,
(760) 779-0405 0 FAX(760)779-1317 O,F �11
Masonry .Notes
1 All masonry units shall conform to ASTM'C-90'. Grade "N" Medium Weight.
' 2. Grout shall conform to,ASTM C-476 and have a minimum compressive strength
of 2500 PSI at 28 days.
3. Portland cement shall.conform to ASTM C-150.
' 4. Masonry units shall,have a rninimum"com ressive strength of 150
P gt 0 PSI.
5. Reinforcing steel shall conform to ASTM A615; Grade 60, and shall be lapped
' 48 bar diameters at splices.
6. Cells containing reinforcement shall be filled solid with grout in fifts not to
' exceed 4 feet. Vertical bars shall be held in place to maintain clearance from
masonry during grouting. All debris, and mortar tailings shall be cleaned out
before grouting.
' 7. All corner cells shall be grouted solid with one #5 bar full height.
8. Control joints in all masonry walls shall not exceed 25'-0" center to center unless
noted on drawings.
Concrete Notes
1. Minimum concrete compressive strength at 28 days = 2500 PSI.
2. All load bearing_ footings shall be a minimum of one foot (1'-0"),below
' natural grade.
3. Contractor shall inform the engineer ofany discrepancies, omissions or
' errors on the details before the start of construction.
4. The Engineer assumes no responsibility for construction supervision or deviation
from these plans without prior written approval.
' 5. All reinforcing bars shall conform to ASTM A615, Grade 60. Lap a minimum of
40 diameters at splices.
.6. All construction shall comply with the latest edition of the UBC as amended by`
the local agency having jurisdiction.
7. Do not scale drawings. Written dimensions on drawings _shall take precedence
over scaled dimensions.
8. Any engineering design.provided by others must be submitted for review and
shall bear the stamp and signature of a registered engineer.
9. If expansive soils or groundwater is encountered on the job site the soils
engineer shall be notified immediately.
I
_' s . 33 14,
By D" DATE
JOB LOT 'rjz', Z8-138
# C19 -142
73.661 Highway,l I 1 0 jSuite G
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The Flying Buttress
Structural and Civil Engineering
73661 Highway 111, Suite G
Palm Desert, CA 92260
(760) 7794405 FAX (760) 779-1317
Title ' ' Brookfield Hordes
Job # .99-142 Dsgnr. DRP
Description....
6-FT. Retaining Wall
(U/2
Date: MAY 1 ,01999
,
Cantilevered Retaining Wall Design
5.0.4
'
Criteria -
Soil Data
Footing'Strengths & Dimensions
Retained Height 6.00 ft
Allow Soil 'Bearing = 1,300.0 psf fc = 2,000 psi
Fy = .60,000 psi
..Wall height above soil = 0.00 ft
Equivalent Fluid Pressure Method
Min. As %
`�
= 0.0018
'
Slope Behind Wall 0.00:1
Heel Active Pressure =
Toe Active Pressure
38.0 psf/ft Toe Width
38.0 psf/ft `� Heel Width
_
= 0.00 ft
5.25
_
- .Height of Soil over Toe., 8.00 in
_
Passive Pressure
265.0 psf/R v Total Footing Width
5.25
Sal Density = 110.00 pcf
Water height over heel =
0.0 ft Footing Thickness
= 15.00 in
FootingllSoil Friction =
0.400 ✓
'
-
Wind on Stem 0.0 psf
-
Sal height to ignore
Key Width
Key Depth
_ 0.00 in
0.00 in
for passive pressure -
0.00 in Key Distance from Toe
- 0.00 ft
Cover @ Top = . 2.00
in @ Btm.= 3.00 in
Design Summary
Stem Construction Top stem 2nd
-
mi
Stem OK Stem OK
Total Bearing Load 4,755 lbs
Design height
ft= 2.00 0.00
:..resultant ecc. _ 4:52 in
Wall Material Above"W'
= Masonry Masonry
soil Pressure @ Toe= 1,296 psf OK
Thickness.
Rebar Size
8.00 # . 5 # 5
# 5
Soil Pressure @ Heel = 516 psf OK
Rebar Spacing
= 16.00 16.00
Allowable = 1,300 psf
Rebar Placed at
= Edge Edge
Soil Pressure Less Than Allowable
Design Data
ACI factored @ Toe 1,659 psf
fb/FB + fa/Fa
= 0.383 0.533
'
ACI Factored @ Heel - 661 psf
Total Force @ Section
lbs = 304.0 675.6
Footing Shear @ Toe = 0.0 psi OK
Moment.... Actual
ft-#= 405.3 1,366.1
Footing Shear @ Heel = 3.4 psi. OK
Moment.... Allowable
ft-# = 1,058.0 2,563.0
'
Allowable - .76.0 psi
Shear.... Actual
psi = 5.4 6.9
Wall Stability Ratios
Overtuming = 4.94 OK
Shear .... Allowable
psi= 19.4 19.4
Sliding = 2.39 OK,
Bar Embed ABOVE Ht.
in= 12.00 12.00
Sliding Calcs (Vertical Component Used)
Bar Embed BELOW Ht.
in = .12.00 6.00
'
Laterad Sliding Force 928.9 lbs
Wall Weigh
psf = 78.0 124.0
less 100% Passive Force = - 486.8 lbs
Rebar Depth 'd
in= 5.25 9.00
less 100% Friction Force = - 1,9021 lbs
Mfm asonry Data
'
Added Force Req'd 0.0 Its OK
Fs
i 1,500 1,500
ps =
psi = 20,000 20,000Solid
far 1.5: 1 Stability 0.0 lbs OK
Grouting
Yes Yes
Footing Design Results
Special Inspection
_ No No
Modular Ration'
- 25.78 25.78
Toe Heel
Short Tenn Factor
= 1.000 1.000
'
-
Factored Pressure. 1,659 661 psf Equiv. Solid Thick.
in= 7.60 11.60
Mu': Upward = 0 0 ft-# Masonry Block Type =
1
Mu': Downward 0 0 ft-# Concrete Data
Mu: Design _ 0 2,322 ft-# fc
psi =
'
Actual 1-Way Shear 0.00 3.45 psi Fy
psi =.
Allow 1-Way Shear 0.00 76.03 psi Other Acceptable Sizes & Spacings
Toe Reinforcing = # 4 @ 18.00 in
Toe: Not req'd, Mu < S • Fr
Heel Reinforcing = # 4 @,18.00 in
Heel: Not req'd, Mu < S • Fr
'
Key Reinforcing = None Spec'd
Key: No key defined
'
The Flying Buttress
Title Brookfield
Hanes
Structural and Civil Engineering
Job # r 99-142
Dsgnr.. DRP
Date:
MAY 10,1999
73661 Highway 111, Suite G
Description....
Palm Desert, CA 92260 -
6 -FT. Retaining Wall
'
(760) 779-0405 FAX (760) 779-1317
Cantilevered Retaining Wall Design
Summary of Overturning & Resisting Forces & Moments-
oments.....OVERTURNING.....
..... OVERTURNING ....
.....RESISTING..... .
Force Distance Moment
Fore Distance
Moment
Item lbs ft ft-#
Ibst
It
ft-#
Heel Active Pressure = 998.7 2.42 2,413.5
Soil Over Heel
2,805.0+
3.13
8,765.6
-
Toe Active Pressure = -69.8 0.64 -44.6
Sloped Soil Over Heel —
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load _
Adjacent Footing Load =
Added Lateral Load
Abal Dead Load on Stern =
0.00
Load @ Stem Above Soil
Sal Over Toe =
Surcharge Over Toe .. _
Stem Weight(s)' =
560.0
0.41
228.0
'
=
Total 928.9 O.T.M. = 2,368.9
Earth @ Stem Transitions =
146.7
0.83
122.2
Resisting/Overturning Ratio = 4.94
Footing Weight =
984.4
2.63
2,584.0
'
Vertical Loads used for Soil Pressure = 4,755.3 lbs
Key Weight = ' Vert. Component =
Vertical component of active pressure used"for soil pressure
Total =
4,496.0 lbs
R.M.=
11,699.8
w
r
a
8.in;Mas w/.#5 @
16.in o/c
f Solid
Grout,
12.in Mas,W #5.@
16.in o/c
Y Solid
Grout,
1
The Flying Buttress ss
Title BHomes
��/
Z�
ss'neeri
Structure and C Engineering ng
Job # , . 99-142 Dsgrr. DRP
Date: MAY 10,1999
73661 Highway 111, Suite G i
Description""
4'-8" FT. Retaining Wall
Desert, CA 92260
'Palm
(760) 779-0405 FAX (760) 779-1317
Cantilevered Retaining Wall Design
5.0.4
Soil.Data
Footing Strengths 8 Dimensions
Criteria
'
Retained Height = 4.67 ft
Allow Sal Bearing = 1,300.0 psf Pc = 2,00 psi
Fy = 60,000 psi
Equivalent Fluid Pressure Method
Min. As %
0.0018
Wall height abate soil = 0.00 ft
Heel Active Pressure
38.0 psft t Toe Width
-
- 0.00 ft
Slope Behind Wall 0.00:1
Toe Active Pressure
38.0 psffft Heel Width
_ 3.50
Height of Soil over Toe 8.00 in
Passive Pressure
265.0. psf/ft Total Foob% Width
3.50
Soil Density = 110.00 pct
Water height aver heel =
0.0 ft, Footing Thi&ness
= 15.00 in
Footingj�§od Friction
0.400
Key Width
= 0.00 in
psf
Wind on Stem = 0.0 f
Sail height to ignore
9 9
Key Depth
0.00 in.
=
for passive-pressure0.00
in Key Distance from Toe
0.00 ft
Cover @ Top = 2.00
in @ Btm.= 3.00 in
Design Summary
Stem Construction
Top stem
'
Stem OK
-
Total Bearing Load 2,649 lbs
Design height
ft = - 0.00'
...resultant ecc. , = 4.52 in
Wall Matte Above "Ht"
Masonry
'
Soil Pressure @ Toe = 1,246 psf OK
Thickness
Rebar Size
_ 8.00
# 4
Soil Pressure @ Heel = 268 psf OK
Rebar Spacing
= 16.00
Allowable = 1,300 psf
Rebar Placed at
= Edge
Soil Pressure Less Than Allowable
Design Data
ACI Factored @ Toe 1,630 psf
fb/FB + fa/Fa
= 0.710
'
=
ACI Factored @ Heel 351 Psf
Total Force @ Section
lbs = 405.9
Footing Shear @ Toe 0.0 psi OK
Moment.... Actual
ft-#= 643.2
Footing Shear @ Heel = 2.1 psi OK
Moment ... .Allowable
= 905.4
'
Allowable = 76.0 psi
Shear..... Actual
psi = 7.1
Wall Stabillty Ratios
Sheir.Z..Allowable
psi = 19.4
Overturning = 3.39 OK
Sliding - 2.32 OK
Bar Embed ABOVE HL
in= 12.00
Sliding Calcs (Vertical Component Used)
Bar Embed BELOW Ht.
in= 6.00
'
Lateral Sliding Force 596.1 lbs
Wall Weight
= 78.0
less 100% Passive Force = _ 486.8 lbs
Rebar Depth 'd
in= 5.25
less 100% Friction Force = - .1,059.6 lbs
Mpasonry Data
psi = 1,500
Added ForceReq'd _ 0.0 lbs OK
Fs
Psi = 20,000
'
....for 1.5: 1 Stability 0.0 lbs OK.
Solid Grouting
= Yes
Footing Design Results
Special Inspection
Modular Ratio'n'
= 25ia
Toe Heel
Short Term Factor
= 1.000 ;
'
-
Factored Pressure 1,630 351 psf Equiv. Solid Thick.
in= 7.60
Mu': Upward _ 0 0 ft-# Masonry Block Type =
MU: Downward - 0 0 ft-# Concrete Data
Mu: Design _ 0 1,093 ft-# fc
PSI=
'
Actual 1 -Way Shear = 0.00 2.14 psi Fy
psi =
Allow 1 -Way Shear = 0.00 76.03 psi Other Acceptable Sizes & Spacings
Tae Reinforcing = # 4 @ 18.00 in
Toe: Not req'd, Mu < S
' Fr
Heel Reinforcing = # 4 @ 18.00 in
Heel: Not neq'd, Mu < S'
Fr
'
Key Reinforcing = None Spec'd
Key: No key defined
,
Flying Buttress
Title •Brookfield Homes'
The
DRP
Date:
10Z 9J9
Structural and Civil Engineering
Job # 99-142
Dsgn,-
MAY
73661 Highway 111, Suite G
Description...:
4'-8" FT. Retaining Wall
Palm Desert, CA 92260
(760) 779.0405 FAX (760) 779-1317
Cantilevered Retaining Wall Design.
5.0.4
1
Summary of Overturning & Resisting Forces & Moments
.....RESISTING.....
.....OVERTURNING.....
Force Distance Moment
Force Distance
Moment
Item lbs ft ft-#
lbs
ft
ft-#
'
Heel Active Pressure 665.9 1.97 1,314.0
Soil Over Heel _
1,455.5
2.08
3,032.3
Toe Active Pressure -69.8 0.64 -44.6
Sloped Soil Over Heel '
Surcharge Over Toe =
Surcharge Over Heel
Adjacent Footing Load =, ;. t,..
Adjacent Footing Load =
'
Added Lateral Load
Abal Dead Load on Stem
0.00 ,
Load @ Stem Above Sal =
Sal Over Toe _
-
Surcharge Over Toe -
Stem Weight(s) =
364.3
0.33
121.4
'
-
Total 596.1 O.T.M. = 1,269.4 '
Earth @ Stem Transitions
Resistiing/Overtuming Ratio = -3.39
Fooling Weight -
656.2
1.75
1,148.4
Key Weight =
Vertical Loads used. for Sal Pressure = 2,648.9 lbs
Vert. Component =
'
Vertical component of motive pressure used for sal pressure
Total =
2,476.0 lbs
R -M.=
4,302.1
o.in Inds wi ff4 U io.lu Uic
Solid Grout,
r r
Designer select
#9@18.in all horiz. reinf.
r r
Designer select
#9@18.in all horiz. reinf.
@ Heel See Appendix A
3'-6"
a
'.
CSI
J
1
The Flying Buttress
Title Brookfield Homes
Structural and Civil Engineering
Job # 99-142 Dsgrr. DRP
Date: MAY 10, 999
73661 Highway 111, SuiteG
Description....
Palm Desert, CA 92260
2'-8" FT. Retaining Wall
(760) 779-0405 FAX (760) 779-1317
Cantilevered Retaining Wall Design
5.0.4
Soil Data
Footing strengths & Dimensions
Criteria,
Retained Heigh 2.67 ft
Allow Soil Bearing = .1,300.0 psf fc = 2000 psi
Fy = • 60,000 psi
Wall height above soil = 0.00 It
Equivalent Fluid Pressure Method
Min. As %
= 0.0018
Slope Behind Wall = 0.00:1
Heel Active Pressure
Toe Active Pressure =
38.0 psf/ft Toe Width
38.0 psf/ft Heel Width
= 0.00 it
= 2:00
Heigh of Soil over Toe = 8.00 in
Passive Pressure =
265.0 psf/ft Total Footing Width
= 2.00
Soil Density = 110.00 pcf
Water height over heel =
0.0 ft Footing Thickness
= 12.00 in
FootingliSoil Friction =
0.400
Wind on Stem = 0.0 psf
Soil height to ignore
Key Width
Key
0.00 in
0.00 in
for passive pressure =
0.00 in
Key Distance from Toe-
- 0.00 ft
_
Cover @ Too = 2.00
in @ Btm.= 3.00 in
Design Summary
Stem Construction,
Top stem
OK
Total Bearing Load = 966 lbs
Design height
ft = 0.00
...resultant 11M = 2.80 in
Wall Material Above "W'
= Masonry
Soil Pressure @ Toe = 822 psf OK
Thickness
Rebar Size
8.00
# 4
Soil Pressure @ Heel = 145 psf OK
Rebar Spacing
-
- 24.00
Allowable = 1,300 psf
Rebar Placed at
= Edge
Soil Pressure Less Than Allowable
Design Data
0.0
ACI Factored @ Toe= 1,071 psf
fb/FB + falFa
= 0.153
ACI Factored @ Heel = 189 psf
Total Force @Section
lbs = 127.0
Footing Shear @Tce = psi OK
Moment••. Actual
ft #= 1187
Footing Shear @ Heel _ 1.6 psi OK
Moment ... .Allowable
- 776.1
Allowable = 76.0 psi
Actual.
Shear .... ctual.
psi = 2.2
Wall Stability Ratios
Overturning = 3.14 OK
Shear..... Allowable
psi = 19.4
Sliding = 2.95 OK
Bar Embed ABOVE Ht
In= 12.00
Sliding Calcs (Vertical Component Used)
Bar Embed BELOW Ht
in= 6.00
Lateral Sliding Force 203.1 lbs
Wall Weigh
= 78:0
less 100% Passive Force = - 368.1 lbs
Rebar Depth 'd'
in= 5.25.
less 100% Friction Force = - 386.5 lbs
Masonry Data
Added Force Req'd = 0.0 lbs OK
f
psl = 1,500
psi = 20,000
for 1.5: 1 Stability = 0.0 Fos OK
Solid Grouting
= Yes
Footing Design Results
Special Inspection
= No
Modular Ration'
= 25.78
Toe Heel
Term
Short TeFactor
= - 1.000
Factored Pressure = 1,071 189 psf Equiv. Solid Thick.
in= 7.60
Mu': Upward = 0 0 ft-# Masonry Block Type =
Mu': Downward _ 0 0 ft-# Concrete Data
Mu: Design = 0 202 ft-# fc
psi =
Actual 1 -Way Shear = 0.00; 1.62 psi FY
psi =
Allow 1 -Way Shear. = 0.00 76.03 psi Other Acceptable Sizes & Spacings
Toe Reinforcing = # 4 @ 18.00 in
Tce. Not Wd, Mu, < S '
Fr
Heel Reinforcing = # 4 @ 18.00 in
Heel: Not req'd, Mu < S `
Fr
Key Reinforcing = None Speed
Key: No key defined
'The
Flying Buttress
Title Brookfield Homes '
/ L
Structural and Civil Engineering
Jab # 99-142
Dsgnr ORP Date:
MAY 10,1959
73661 Highway 111, Suite
Description....
Z-8" FT. Retaining Wall
Palm Desert, CA 92260
(760) 779-0405 FAX (760) 779-1317 ..
Cantilevered Retaining Wall Design
' '
5.0.4
SUM= of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
..... RESISTING .....
Force Distance
Moment
Item lbs ft ft-#
lbs ft
ft-#
'
Heel Active Pressure = 255.9 1.22 313.1
Sal Over Heel =
3, 1.6 1.33
522.1
Toe Active Pressure = -52.8 0.56 -29.3
Sloped Soil Over Heel
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load _
Adjacent Footing load =
Added Lateral load =
A dal Dead load on Stem =
0.00
Load @ Stem Above Soil =
Sal Over Toe _
Surcharge Over Toe =
Stem Weight(s)
208.3 0.33
69.4
'
Total = 203.1 O.T.M. = 283.7
Earth @ Stem Transitions =
Resisting/Overturning Ratio = 3.14
Footing Weigh =
300.0 1.00
300.0
Key Weight
'
Vertical Loads used for Sal Pressure = 966.3 lbs
Vertical component of active pressure used for sal pressure
Vert Component .. _
Total =
899.9 lbs R.M =
891.6
t:
1