14-0940 (RPL)Bin #
SPS-
City of La Quinta
Building &r Safety Division
P.O. Box 1504, 78-495 Calle Tampico .
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Track ng Sheet
r it #
Project Address: q) 1 c-\ P S„✓ D
Owner's Name: 16, v c 51 d1o.; 4e—
A. P. Number:
Address: cKO S'S Al a
Legal Description: /V-0-0 dJ1 C,7,/ fi!y IJ , �,
City, ST, Zip: Lh 1'N C4 gild_ s'J
Contractor: b%
cN T J�J S
Telephone: %iiQ
Address: �� (o �� o G,�j4
Project Description: A/ -,C_ LJ v 5"g,
City, ST, Zip: P��'n ! (�
C, E AJ `�KY I�fi it 4 �1
Telephone: O I
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State Lic. # : d (`)' (�
City Lic. #:
Arch., Engr., Designer:
Address:
City., ST, Zip:
Telephone:
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..........................................
Construction Type: N,{ V Occupancy:
State Lic. #:
Project type(circle one : Add'n Alter Repair Demo
Name of Contact Person:
Sq. Ft.:
# Stories:
#Units:
Telephone #,of Contact Person:
Estimated Value of Project: 06".
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACKNG
PERMIT FEES.
Plan Sets
Plan Check submitted `et ie,
Item
Amount
Structural, Calcs.
Reviewed, ready for corrections
Plan Click Deposit
Truss Cala.
Called Contact Person
Plan Ch ick Balance
Title 24 Cala.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
god Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
'`d Review, ready for correcti issu
19 cveloper Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
too. -sw pu &at.
CITY OF LA QUINTA SUB -CONT A TOR- IST �aer}b��,✓z����tJ Spc S
pC�
PERMIT NUMBER �� –�C7 OWNER i aBUILDER
JOB ADDRESS
--
on this list or their employees a re authorized to work
This form shall be posted on the iob with the Building Inspection Card at all times in a conspicuous place. Only persons appearing
Failure to comply will result in a stoppage of work and/or the voidance.
on this job. Any .changes
to this list must be approved by the Building Division prior to commencement of work.
I trade, all information requested below must be completed by applicant. "On File" is not an acceptable response.
of build permit. rmit. For each applicable q
9s.
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Exp. Date
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License Number
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Exp. Date
(xxlxx/xx)
(e.g. A, B, C-8}
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+ouliftri J/ Y4:4r 77-564 Coun Club Dr. Ste.#127, Palm Desert, Ca 92211
s • '' .: Office: 60) 771-2121 • Fax: (760) 771-2181
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6P-1 Via Pessaro
1'CITY: La Quinta, CA , 1_ 00 DEV. HideawayCC LO
TM 242
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® DATE: 10:41 AM 6/19/14 �o
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CLIENT= Rembrandt Pools
(760) 578-6269
'P RDJECT= HALC OWC H
WATERIFEATURE
ADDRESS: 80221 Via Pessaro
La Quinta
The Hideawa 4 -eq*
CITY OF -[A- QUANTA
BUILDING & SAFETY DEPT
JOB= 14-178 APPROVED
FOR CONSTRUCTION
jDATE:E•
• 25 June 2014 DATE 10 *%`14q BY
the/ fly - I)-"Wrees,'k
STRUCTURAL AND CIVIL ENGINEERING
DENISE R. POELTLER, INC.
77725 ENFIELD LANE, STE. #130
PALM DESERT, CA 92211
TEL. (760) 772-4411 FAX (760) 772-4409
drpfly@aol.com
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Palm Desert, CA 92211
(760) 772-4411 FAX (760) 772-4409
drpfly@aol.com
CLIENT:
8Y DOW DATE G! I,
REVISED
HAL.COVICH
80221 Via Pesaro
La Gulnta- The Hideaway
Lot 242
REMBRANDT POOLS
71-564 Country Club Drive, Suite 121
Palm Desert, CA 412211
(760) 771-2121 Ge I 15"18-62641
STRUCTURAL CALCULATIONS
ENGINEERING SERVICES:
$ 4-1
AGEOFPAGE—
OF
2012 Intl Building Code
2015 California Building Code
I. Design water feature adjacent to Garage footing.
2. Detail "A": Water Feature adjacent to Garage footing.
SOILS INFORMATION
SOILS REPORT PREPARED BY EARTHSYSTEMS CONSULTANTS (760) 545-1588
REPORT NO. 0i11-7-10, 00-Oq-7M2, DATED SEPTEMBER 22, 2000.
OWNER/ CONTRACTOR ACCEPTS ALL LIABILITY FOR
OF UNDERLYING SOILS.
SOIL CLASSIFICATION:
MAX SOIL BEARING PRESSURE
PASSIVE PRESSURE
COEFF. OF FRICTION
EQU I V. FLUID PRESSURE
RESISTIVITY
SAND, SILTY SAND
= 1500 PSF
= 250 PSF/FT.
= 0.55
= 55 PGF
= MODERATELY
-CTTY"0f7A'UCnNTA
BUILDING & SAFETY DEPT.
A !:2Pt0VED
FOR C NSTRUCTION
WIOAM8 BY _
CONCRETE STRENGTH (GUNITE) QPOtESSIU!,�
WATER FEATURE: V c = 4500 PSI 28 -Day Compressive Strengthez-t
TYPE 5 CEMENT (SULFATE RESISTANT) NO -33446
SPECIAL DEPUTY INSPECTION REQV.
s� tz(-\A-tx
F y = 40 KSI, Grade 40, ASTM A615, #5 BARS OR GREATER/`�
IT 15 THE FULL INTENTION OFTHE ENGINEER THAT THESE CALCULATIONS CONFORM TO THE CALIFORNIA BUILDING CODE,
2013 EDITION. THESE CALCULATIONS SHALL GOVERN THE STRUCTURAL PORTION OF THE WORKING DRAWINGS.
WHERE ANY DISCREPANCIES OCCUR BETWEEN THESE CALCULATIONS AND THE WORKING DRAWINGS, THE ENGINEER
SHALL BE NOTIFIED IMMEDIATELY SO PROPER ACTION MAY BE TAKEN. THE STRUCTURAL CALCULATIONS INCLUDED
ARE FOR THE ANALYSIS AND DESIGN OF THE PRIMARY STRUCTURAL SYSTEM. THE ATTACHMENT OF VENEER AND
NON-5TRUCTURAL ELEMENTS 15 THE RESPONSIBILITY OF THE ARCHITECT, UNLESS SPECIFICALLY SHOWN OTHERWISE.
THE ENGINEER ASSUMES NO RESPONSIBILITY FOR WORK NOT A PART OF THESE CALCULATIONS NOR FOR INSPECTION
TO ENSURE CONSTRUCTION 15 PERFORMED IN ACCORDANCE WITH THESE CALCULATIONS. STRUCTURAL OBSERVATION
OR FIELD INVESTIGATION SERVICES ARE RETAINED UNDER A SEPARATE CONTRACT.
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77725 Enfield Lane, #130
Palm Desert, CA 92211
(760) 772-4411 FAX (760) 772-4409
drpfly@aol.com
CLIENT:
BY 00 DATE
REVISED
HALWY10H
80221 Yla Psssaro
La Qulnto- The Hideaway
Lot 242
REMBRANDT POOL5
77-564 Country Club Drive, Suite 127
Palm Desert, GA 92211
(760) 771-2121 Call 5-78-6261
56515 OF DESIGN
CODE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION
CALIFORNIA BUILDING CODE (CBC), 2015 EDITION
INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS
A50E '7-10 MINIMUM DESIGN LOADS FOR BUILDIN65
#14.1%6
PAGE_.
OF 41
STEED MANUAL OF STEEL CON5TRUCTION, ALLOWABLE 5TRE55 DE516N (AI50 541-10)
FOURTEENTH EDITION, AMERICAN INSTITUTE OF STEEL CONSTRUCTION
CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI), ACI 518 -II
AMERICAN CONCRETE INSTITUTE
WOOD NATIONAL DE516N OF SPECIFICATIONS FOR WOOD CONSTRUCTION (NDS -2012)
AN51/NFoPA, 2012 EDITION, NATIONAL FOREST PRODUCTS ASSOCIATION
MASONRY TMS 402 -II, ACI 550-11, ASCE. 5 -II and 150 2012
FACTORED LOAD COMBINATIONS FOR REQUIRED STRENGTH DE -516N
AGI 518-11, APPENDIX C - Alternate Load and Strength
Reduction Factors
(EQ. CA -4) U= 1.4D + I.7L + I.7H (or 1.4F)
(EQ. CA -2) U= O.?5 (1.4D + I.?L) + I.OE (or I.OK
WHERE E= EARTHQUAKE
D= DEAD LOAD
L= LIVE LOAD
H= LATERAL EARTH
W= WIND
F = FLUID
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77725 Enfield Lane, #130 REVISED 50221 Via Possaro PAGE
Patn Desert, CA 92211 Lo Quints -The Hideaw
(760) 772-4411 FAX (760) 772-4409 0
email: drpFty@aol.cor Lot 242
CLIENT: REMBFWOT POOLS
71-564 Country Club Drive, Suite 127
Palm Desert, CA 92211
(-T60) '7-71-212 I Coll S -M-6:26-1
EXISTING 1 u 2012 Int'I Building Code
GARAGE WALL I H 8° J 2015 California Building Code
AND FOOTING I h
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CONCRETE STRENGTH
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SPECIAL DEPUTY INSP. REOV
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The Flying Buttress Title : HALCOVICH WATER FEATURE Page:
Structural and Civil Engineering Job # : 14-178 Dsgnr. DRP Date: 24 JUN 2 14
i
77725 Enfield Lane #130 Descr: DESIGN 4 -FT. DEEP WATER FEATURE ADJ. TO GARAGE
Palm Desert, CA 92211
(760) 772-4411 email: drpfly@aol.com Wall in File: c:U.-%deniseldeskt- %.4 umentsketainpro 10 project f
RetainPro 10 (c)1987-2012, Build 10.13.8.31
License: KW -06063826 Cantilevered Retaining Wall Design ;ode: CBC 2010,ACI 318-08,AC1 530-08
License To: FLYING BUTTRESS
Criteria
541 psf OK
Retained Height =
2.00 ft
Wall height above soil =
2.00 It
Slope Behind Wall =
0.00:1
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning = 1.56 OK
Slab Resists All Sliding !
Total Bearing Load = 907 lbs
...resultant ecc. = 13.59 in
Soil Pressure @ Toe =
541 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
758 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
11.2 psi OK
Footing Shear @ Heel =
0.0 psi OK
Allowable =
75.0 psi
Sliding Calcs Slab Resists
All Sliding !
Lateral Sliding Force =
1,088.3 lbs
Load Factors
= 250.0 psf/ft
Building Code
CBC 2010,ACI
Dead Load
1.400
Live Load
1.700
Earth, H
1.700
Wind, W
1.700
Seismic, E
1.700
Soil Data
Allow Soil Bearing = 1,500.0 psf
Equivalent.Fluid Pressure Method
Heel Active Pressure 35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 0.00 pct
FootingliSoil Friction
= 0.400
Soil height to ignore
has been increased
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load =
478.0 ##!ft
...Height to Top =
2.00 ft
...Height to Bottom =
0.00 ft
The above lateral load
Wall to Ftg CL Dist =
has been increased
1.00
by a factor of
Base Above/Below Soil
Wind on Exposed Stem = 0.0 psf
Adjacent Footing Load
Top Stem
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 It
Footing Type
Line Load
Base Above/Below Soil
= Edge :Ow ,4 E Rf. q -r 4 It 0.4.
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Stem Construction
Top Stem
Stem OK
Design Height Above Ftc
ft= 0.00
Wall Material Above "Ht"
= Concrete
Thickness
Rebar Size
= 8.00
= #4/FT.
Rebar Spacing
= 12.00
Rebar Placed at
= Edge :Ow ,4 E Rf. q -r 4 It 0.4.
Design Data
fb/FB + fa/Fa=
0.611 As
Total Force @ Section
lbs= 1,744.2
Moment... Actual
ft-#= 1,704.5 ✓
Moment.... Allowable
= 2,791.6
Shear..... Actual
psi = 30.2
Shear.... Allowable
psi= 75.0
Wall Weight
= 100.0
Rebar Depth 'd'
in= 4.81
LAP SPLICE IF ABOVE
in= 12.00
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in= 6.00
Lap splice above base reduced by stress ratio
Hook embedment reduced by stress ratio
Masonry Data
fm
Fs
Solid Grouting
Use Haff Stresses
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psi =
psi =
= Medium Weight
= ASD
psi= 2,500.0
psi = 40,000.0
1
1
1
1
Ftying Buttress Title • HALCOVICH WATER FEATURE Page: %
Structural and Civil Engineering Job # : 14-178 Dsgnr. DRP Date: 24 JUN 2 4�
77725 Enfield Lane #130 Descr: DESIGN 4 -FT. DEEP WATER FEATURE ADJ. TO GARA
Palm Desert, CA 92211
(760) 772-4411 email: drpfly@aol.com Wall in File: c:\users\denise\desktop\documents\retainpro 10 project f
RetainPro 10 (c)1987-2012, Build 10.13.831
Llceme : KW-MSW26 . . ICantilevered Retaining Wall Design ;ode: CBC 2010,AC1 318-08,AC1 530-08
License To: FLYING BUTTRESS
I Item
Footing Dimensions & Strengths
Toe Width =
3.83 ft
Heel Width =
0.67
Total Footing Width =
4.50
Footing Thickness =
9.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
Pc = 2,500 psi Fy =
40,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00 @ Btm= 3.00 in
I Item
of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
lbs ft ft-#
Heel Active Pressure =
Footing Design Results
Toe
Heel
Factored Pressure = 758
0 psf
Mu': Upward = 3,705
0 ft-#
Mu': Downward = 1,155
0 ft-#'
Mu: Design = 2,549
0 ft-#
Actual 1 -Way Shear = 11.19
0.02 psi
Allow 1 Way Shear = 75.00
75.00 psi
Toe Reinforcing = # 4 @ 12.00 in
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 11.50 in, #5@ 17.75 in, #6@ 25.25 in, #7@ 34.25 in, #8@ 45.25 in, #9@ 4
Heel: Not req'd, Mu < S' Fr
Key: No key defined
of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
lbs ft ft-#
132.3 0.92 121.3 Soil Over Heel =
956.0 1.75 1,673.0
Total 1,088.3 O.T.M. 1,794.3
' Resisting/Overturning Ratio = 1.56
Vertical Loads used for Soil Pressure = 907.0 lbs
DESIGNER NOTES:
1
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
' Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions=
Footing Weight =
Key Weight =
Vert. Component =
.....RESISTING.....
Force Distance Moment
lbs ft ft-#
0.7 4.50 3.3
400.0 4.16
506.3 2.25
1,665.3
1,139.1
Total = 907.0 lbs R.M.= 2,807.7
' Axial live load NOT included in total displayed or used for overtuming
resistance, but is included for soil pressure calculation.
Heel Active Pressure =
'
Surcharge over Heel =
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load =
'
Load @ Stem Above Soil =
132.3 0.92 121.3 Soil Over Heel =
956.0 1.75 1,673.0
Total 1,088.3 O.T.M. 1,794.3
' Resisting/Overturning Ratio = 1.56
Vertical Loads used for Soil Pressure = 907.0 lbs
DESIGNER NOTES:
1
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
' Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions=
Footing Weight =
Key Weight =
Vert. Component =
.....RESISTING.....
Force Distance Moment
lbs ft ft-#
0.7 4.50 3.3
400.0 4.16
506.3 2.25
1,665.3
1,139.1
Total = 907.0 lbs R.M.= 2,807.7
' Axial live load NOT included in total displayed or used for overtuming
resistance, but is included for soil pressure calculation.
1
1
1
1
1
1Sliding Restraint
1
1
1
1
1
1
1
1
1
8.in Conc w/ #4 @ 12.in o/c
#4@12.in @ Toe
Designer select
all horiz. reinf.
See Appendix A
1 , • 1 • 1 Y
1
1
1
478.ps
Sliding Restraint
'ppppp"p— 1088.3#
' 541.17psf
t
1
q/�