BWFE2017-0068A�
78 495.CALLE TAMPICO
c&°r4 4aQuiAroi
LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number: BWFE2017-0068
Property Address: 53985 AVENIDA DIAZ
APN: 774151024
Application Description: PEPE BUILDS / BLOCK WALLS
Property Zoning:
Application Valuation: $4,000.00
Applicant:
CORONEL ENTERPRISES INC
42760 MADIO STREET
INDIO, CA 92201
LICENSED CONTRACTOR'S 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 Professions Code, and
my License is in full force and effect.
License Class: B License No.: 72719
Date: Contractor:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair any
structure, prior to its issuance, also requires the applicant for the permit to file a signed
statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business
and Professions Code) or that he or she is exempt therefrom and the basis for the
alleged exemption. Any violation of Section 7031.5 by any applicant for a permit
subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
(_J 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 and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that he
or she did not build or improve for the purpose of sale.).
(� I, as owner of the property, am exclusively contracting with licensed contractors'to
construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State
License Law does not apply to an.owner of property who builds or improves thereon,
and who contracts for the projects with a contractor(s) licensed pursuant.to the
Contractors' State License Law.).
(� I am exempt under Sec. . B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec.'3097,.Civ. C.).
Lender's Name:
Lender's
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Owner:
PEPE BUILDS
53985 AVENIDA DIAZ
LA QUINTA, CA 92253
,Contractor:
�CORONEL ENTERPRI
42760 MADIO STREE
INDIO, CA 92201
(760)775-1234
Llc. No.: 727199
Date: S/4/2017
�1
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
1 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 tfor which this.permit is issued.
wave 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 and policy number are:
Carrier: BENCHMARK INSURANCE COMPANY Policy Number: CSTS009346
_ 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 provisions of Sellqn 370P of the Labor C^ I shall forthwith
co
mply with those provisions.
fC, —`l _ �� Applican
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($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.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this 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 application , the owner, and the applicant, each agrees to, and shall
defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
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 county ordinances and state laws relating to building
construction, and hereby authorize representatives of ty toknter upon th?e^ e-
mentioned property for inspection purposes.
Dat'ei�k_7 Signature (Applicant or Agent) t
Date: 5/4/2017
Application Number: BWFE2017-0068 Owner:
Property Address: 53985 AVENIDA DIAZ PEPE BUILDS
APN: 774151024 53985 AVENIDA DIAZ
Application Description: PEPE BUILDS / BLOCK WALLS LA QUINTA, CA 92253
Property Zoning:
Application Valuation: $4,000.00
Applicant: Contractor:
CORONEL ENTERPRISES INC CORONEL ENTERPRISES INC
42760 MADIO STREET 42760 MADIO STREET
INDIO, CA 92201 INDIO, CA 92201
(760)775-1234
Llc. No.: 727199
Detail: 65LF OF COMBO WALL; 701-F OF 5' GARDEN WALL, 24LF OF 4' GARDEN WALL [SITE SPECIFIC HTK SPECIFICATIONS] AND (2)PILASTERS [CITY
SPECIFICATIONS] PRECISION CONCRETE BLOCK SHALL BE COVERED WITH STUCCO, PAINT, OR TEXTURED COATING WHERE VISIBLE FROM OUTSIDE THE
PROPERTY. THE AREA BETWEEN THE BACK OF CURB AND ANY FENCING SHALL BE LANDSCAPED, HAVE A SUITABLE PERMANENT IRRIGATION SYSTEM,
AND BE CONTINUOUSLY MAINTAINED BY THE PROPERTY OWNER: 2016 CALIFORNIA BUILDING CODES.
- -DESCRIPTION
ACCOUNT
QTY
AMOUNT
RETAINING/COMBINATION WALL EA 50LF
.101-0000-42400
.0
$30.40
DESCRIPTION
' ACCOUNT
CITY
AMOUNT
WALL/FENCE - FIRST 100 LF
101-0000-42404
0
$50.67
DESCRIPTION
ACCOUNT
CITY
AMOUNT
WALL/FENCE - FIRST 100 LF PC
101-0000-42600
0
$63.33
Total Paid for BLOCK WALL: $144.40
DESCRIPTION
ACCOUNT
QTY
AMOUNT
BSAS S61473. FEE
101-0000-20306
0
$1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: " $1.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
DEVICES, FIRST 20
101-0000-42403
0
$25.33' '
DESCRIPTION
ACCOUNT
CITY
AMOUNT
DEVICES, FIRST 20 PC
101-0000-42600_
0
$25.33
r f Total Paid for ELECTRICAL: $50.66
DESCRIPTION ,
ACCOUNT
CITY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE
502-0000-43611
0
.$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00
l
,
�
FENCE WALL
2-04 CONT 2-04 CONT
0 0
fo' .CM BLOCK fo' CMU BLOCK
SOLID GROUT SOLID GROUT
W/ 04 a 32" (V) e t W/ 04 ID 32, (V) ® it
04 6 24" (H) 04 6 240 (H)
A Q
04 ® 320 04 ® 320
DOWELS DOWELS
ALT HOOK
I I
a - It-
2-04 CONT •••-r• 2-04 CONT
2'-0' y_0n
C T OFLA QUINTA
BUILDING & SAFETY DEPT.
:'APPROVED
FOR CONSTRUCTION
p DATE jql ey=i=�:�
N �
o. 69349 SCALE: 3/4" = V.0HT
* Expires * PROJECT: 53985 AVENIDA DIAZ
6/30/18
Sae UaniCTon sreRei4s;tENooGINEER- Poway, CAs2osa889 �TgTE cIV1� ����P JOB NO.: 17-313
(858) 679-8.989 • WW. WKSLCOM • Fax (858) 679-8959 OF CA��F
WDATE: 5/01 /201 7
MASONRY SPECIFICATIONS
1. CONCRETE MASONRY WALLS SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH
OF f'm = 2000 PSI. COMPRESSIVE STRENGTH OF MASONRY MUST BE VERIFIED BY PRISM
TESTING OR UNIT STRENGTH METHOD PRIOR TO AND DURING CONTSTRUCTION AS
SPECIFIED IN CBC SECTION 2105. SPECIAL INSPECTION IS REQUIRED UNLESS OTHERWISE
NOTED ON THE PLANS OR DETAILS.
2. CONTRETE MASONRY UNITS SHALL BE MINIMUM MEDIUM WEIGHT UNITS CONFORMING TO
ASTM C SO, TYPE I, WITH MAX LINEAR SHRINKAGE OF 0.06%
3. MORTAR SHALL BE TYPE "S" OR "RS", CONFORMING TO CBC TABLE 2105.2.2.1.2 (MINIMUM
MOO PSI AT 28 DAYS) AND TO ASTM C 1142.
4. ALL GROUT SHALL MAINTAIN A MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI AT 28
DAYS. GROUT SHALL BE PROPORTIONED AND WITH SUFFICIENT WATER FOR POURING
WITHOUT SEGREGATION OF GROUT CONSTITUENTS.
5. ALL CELLS SHALL BE SOLID GROUTED UNLESS OTHERWISE NOTED ON THE PLANS.
6. ALL HORIZONTAL REINFORCMENT SHALL BE PLACED IN BOND BEAM OR LINTEL BEAM
UNITS.
1. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION
JOINTS SHALL BE FORMED BY STOPPING THE GROUT POUR 1112" BELOW THE TOP OF THE
UPPERMOST UNIT.
8. ALL BOND BEAM BLOCK SHALL BE "DEEP CUT" UNITS.
9. PROVIDE INSPECTION AND CLEANOUT HOLES AT BASE OF VERTICAL CELLS HAVING
GROUT LIFTS IN EXCESS OF 4'-0" IN HEIGHT.
10. ALL GROUT SHALL BE CONSOLIDATED WITH A MECHANICAL VIBRATOR.
11. ANCHOR BOLTS MUST BE SET WITH TEMPLATES AND HELD IN PLACE PRIOR TO
GROUTING. PROVIDE AT LEAST ONE INCH OF GROUT BETWEEN ANCHOR BOLT AND
MASONRY WALLS.
REINFORCING STEEL
I. REBAR GRADES SHALL BE:
A. 04 AND SMALLER: GRADE 40
B. 05 AND LARGER: GRADE 60
2. CONCRETE COVER FOR REBAR SHALL BE:
A. CONCRETE POURED AGAINST EARTH: 3"
B. CONCRETE EXPOSED TO WEATHER:
1. 05 AND SMALLER: 11�"
2. % AND LARGER: 2"
3. REBAR DETAILING AND PLACEMENT SHALL BE IN ACCORDANCE WITH THE "MANUAL OF
STANDARD PRACTICE" BY THE REINFORCING STEEL INSTITUTE.
4. VERTICAL BARS SHALL BE TIED IN PLACE AT THE TOP, BOTTOM AND INTERMEDIATE
POINTS PER CBC CHAPTERS IS AND 21.
5. ALL REBAR, ANCHOR BOLTS, DOWELS AND INSERTS SHALL BE WELL SECURED IN
POSITION PRIOR TO PLACING CONCRETE.
6. CONTRACTOR SHALL SUBMIT REINFORCING STEEL SHOP DRAWINGS FOR REVIEW BEFORE
FABRICATION AND INSTALLATION.
1. WELDING OF REINFORCING BARS SHALL CONFORM TO AWS D1.4-05. ESOXX ELECTRODES
SHALL BE USED FOR BAR TO BAR 3 E10XX ELECTRODES SHALL BE USED FOR
REINFORCING TO STRUCTURAL ST L
N S
1 `"
1 0.69349HTK
z
* Expires * PROJECT: 53985 AVENI DA D=
6/30/18
ST�RDU1eCoTUrG RAs �ENo INEERS o�LLgP rlglE civk�- �Q`��P JOB NO.: 17-313
- Poway, CAOF CAL
(858) 679-8989 • WWW. HTKSE.COM • Fax (858) 679-8959 VE DATE: 5/01 /201 7
CONCRETE SPECIFICATIONS
CONCRETE NOTES (CBC CHAPTER 19)
1. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 318, EXCEPT AS
MODIFIED 5Y THESE NOTES.
2. CONCRETE SHALL 5E STANDARD WEIGHT CONCRETE (145 PCF) AND HAVE THE
FOLLOWING ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS:
A. FOOTINGS: 2500 PSI
C. GRADE BEAMS: 2500 PSI
D. WALLS 2500 PSI
3. CEMENT SHALL CONFORM TO ASTM C-150, TYPE I OR TYPE II.
4. AGGREGATES SHALL CONFORM TO ASTM C-33 FOR NORMAL WEIGHT CONCRETE AND
ASTM C-330 FOR LIGHTWEIGHT CONCRETE.
5. READY MIX CONCRETE SHALL CONFORM TO ASTM C54.
6. ADMIXTURES SHALL COMPLY WITH ASTM A4g4 AND SHALL NOT 5E CONSIDERED TO
REDUCE THE CEMENT CONTENT. (CALCIUM CHLORIDE SHALL NOT 5E USED)
1. STRUCTURAL LIGHTWEIGHT CONCRETE SHALL 5E SAND LIGHTWEIGHT AND HAVE A DRY
DENSITY RANGE OF 110 PCF TO 115 PCF.
8. WATER SHALL 5E CLEAN AND FREE OF ACID, ALKALIS AND ORGANIC MATERIALS.
WATER TO CEMENT RATION SHALL 5E: 0.5
S. CONCRETE SLUMPS SHALL CONFORM TO ASTM C-143 AND SHALL NOT EXCEED THE
FOLLOWING:
A. FOOTINGS: 4"
5. SLAB ON GRADE: 4"
C. IF TEMP IS A50VE 80': 6" (PROVIDE REVISED MIX DESIGN)
10. CONCRETE SHALL 5E PROPORTIONED SUCH THAT THE 1 DAY STRENGTHS ARE A
MINIMUM OF SEVENTY PERCENT OF THE SPECIFIED 28 DAY STRENGTH FOR ANY
CONCRETE CONSTRUCTION REQUIRING SHORING, BRACING OR TO RECEIVE
CONSTRUCTION LOADS.
11. REFER TO ARCHITECTURAL DRAWINGS FOR CURBS, DEPRESSIONS, SLOPES, GROOVES
AND GROUNDS REQUIRED TO 5E CAST INTO CONCRETE.
10. SLEEVE PLUMBING OPENINGS IN CONCRETE SLA55 BEFORE PLACING CONCRETE.
11. NO SLEEVES OR CHASES SHALL 5E PLACED IN FOOTINGS UNLESS SPECIFICALLY NOTED
5Y THE STRUCTURAL PLANS.
12. PROJECTION CORNERS OF SLABS, WALLS, COLUMNS, ETC SHALL 5E FORMED WITH A 3/4"
CHAMFER.
13. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW PRIOR
TO POURING CONCRETE.
14. COMPRESSIVE STRENGTH TEST REPORTS SHALL 5E SUBMITTED TO THE ENGINEER OF
RECORD WHEN CONCRETE REQUIRES SPECIAL INSPECTION.
15. REFER TO SECTION 1.1 OF ACI 318 FOR CONCRETE COVER NOT NOTED IN THE PLANS OR
DETAILS.
16. DO NOT DISPLACE REBAR FROM THEIR INTENDED POSITIONS DURING PLACEMENT OF
CONCRETE.
11. CLEAN AND ROUGHEN THE SURFACES OF ANY COLD JOINTS. USE A BONDING AGENT
THAT EXCEEDS THE COMPRESSIVE STRENGTH OF THE CONCRETE 5Y 25%.
1HTKM4 m
1 Ampires
69349
* PROJECT: 53985 AVENIDA DIAZ
6/30/18
ST6RDU1QCoTUrRASuiteL ENooGINEER- Poway. CAs , Ls J�9lE CIV1� o���P JOB NO.: 17-313
(858) 679-8989 • WWW. HTKSE.COM • Fax (858) 679-8959 �F CA��E DATE: 5/01 /201 7
PROJECT:
STRUCTURAL CALCULATIONS
53` 5 S ftvi� A f_m A 2-
DESIGN ASSUMPTIONS:
CONCRETE STRENGTH AT TWENTY EIGHT DAYS: PSI
MASONRY: GRADE "N" CONCRETE BLOCK F' M = 2l ?00 PSI
MORTAR: TYPES 1,800 PSI
GROUT: 2000 PSI
REINFORCING STEEL: A-615 GRADE 40• #4 AND LESS (U 0 N 11
STRUCTURAL STEEL: A-36
LUMBER: DOUGLAS FIR -LARCH
JOISTS
BEAMS AND POSTS
STUDS
GRADE 60: #5 AND LARGER
#2
#2
STUD OR BETTER
IHT'iv
STRUCTUFAL ENUSINEERS, LLP
SEISMIC FORCE: Ste= `_0 REPORT BY: cFsr..* MO V'-15.
WIND FORCE: lko c- REPORT NO.: N SOIL PRESSURE:
DESIGN LOADS:
ROOF DEAD LOAD FLOOR DEAD LOAD - WALL DEAD LOAD
SLOPING FLAT INT. EXT.
ROOFING FLOORING INTERIOR 10 PSF
PLYWOOD PLYWOOD
JOISTS 1'''0 EXTERIOR 16 PSF
JOISTS
INSUL. & CLG. INSUL. & CLG.
MISC. MISC.
TOTAL TOTAL
ROOF LNE LOAD .. FLOOR LIVE LOAD
SLOPING = INTERIOR 40 PSF
FLAT = BALCONY 60 PSF.(U.O.N.)
EXIT WALKWAY 100 PSF
These calculations are limited only to the items included herein, selected by the client and do not imply approval of.any
other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a
wet stamp and signature of the Engineer of Record.
Job No.
Designed By
Date
San Diego - 14288 Danielson Street, Suite B 200, Poway. CA 92064, j8S8) 679-8989, Fax (859) 679-8959
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for your program. Description....
This Wall In File: \lserver011d1ENGINEERING_ FILESIBSICalculations\Retain ProXmadero.RPX
RetainPro(c)19$7,2016, Build 11.16.11.12
License : KW4HW56B49 Cantilevered Retaining Wail Code: CBC 2016ACI 318-14,ACI 530-13
License To: HTK STRUCTURAL ENGINEERS
Crit ri
ea
Retained Height
= 2.00 ft
Wall height above soil
= 5.33 It
Slope Behind Wall
= 0.00
Height of Soil over Toe
= 6.00 to
Water height over heel
- 0.0 fi
Load Factors
Building Code
CBC 2016ACI
Dead Load
1200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Soil Data and Lateral Earth'Pressure
Allow Soil Bearing =
1,90.0 psf
Soil Density, Heel -
110.00 P
Equivalent Fluid Pressure Method
Soil Density, Toe -
0.00 pcf
At -Rest Heel Pressure =
38.0 psV t
. FootlngllSoil Friction =
0.400
=
Soil height to ignore
Passive Pressure =
250.0 psffft
for passive pressure =
12.00 In
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Surcharge Over Toe =
0.0 psf
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0lbs A)dal Load Eccentricity --- - 0.0 In
A)dal Lnre Load = 0.0 Ibs
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Job # : Dsgnr.
Date: 2 MAY 2017
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Description....
This Wall In File: llserveriN\d1ENGINEERING FILEMBS1CalculationMetain Prolmadero.RPX
Reft&Wro(c)1I87-2016, Bultd 11.1611.12
Ucense : KW-06056849
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To: HTK STRUCTURAL ENGINEERS
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
-...Height to Top -
0.00 it
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(bervic:e Level)
Wind on Exposed Stem
Wind on Exposed Stem =
0.0 psf
(Service Level)
Adjacent Footing'Load
Adjacent Footing Load =
0.0 Ibs
Footing Type
Une Load
Footing Width _,
0.00 ft
Base Above/Below Soil
Eccentricity -
0.00 In
at Bads of Wall
= 0.0 It
' Wall to Fig CL Dist. -
0.00 ft
Poisson's Ratio
- 0.300
Stem Weight Selsmic Load
Fp / W p Weight Multiplier
0.214 g
Added seismic base force
= 69.7 Ibs
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Job # : Dsgnr.
Date: 2 MAY 2017
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Description....
This Wall in File:\lserver011d1ENGINEERING_FILES16S1Caic ulationslRetain Prolmadero.RPX
RetalnPro (c)1987.2016, Build 11.16.11.12
License: KW-M56849
Cantilevered Retaining Wall
code: CBC 2016,ACI 318-14,ACI 530-13
License To: HTK STRUCTURAL ENGINEERS
Wall Design Summary
Stability Ratlos
Overturning
2.19 OK
Sliding =
1.92 OK
Soil Bearing
Total Bearing Load =
765 lbs
..resultant ecc. -
3.07 in
Soil Pressure Q Toe -_
677 psf OK
Soil Pressure @.Heal =
89 psf OK
Allowrable. =
1,995 psf
Soil Pressure Less Than Allowable
Ad Factored @ Toe _.
947 psf
ACI Factored @ Heel =
124 psf
Footing Shear aQ Toe =
5.3 psi OK
Footing Shear @ Heel =
0.0 psi OK
Allowable =
75.0 psi
Sliding
Resisting Forces
Sliding Forces
Vertical Forces Force
Lateral Forces
Force
Soil Over Heel 0.0
lbs • .Heel Active Pressure
171.0 lbs
Sloped Soil Over Heel 0.0
Surcharge over Heel
0.0
Surcharge Over Heel 0.0
Adjacent Footing
0.0
Adjacent Footing Load 0.0'
Surcharge Over Toe a
0.0
A)dal Dead Load on Stem 0.0
Load in Stem Above Soil
0.0
Algal Live Load on Stem ' Omit
Added Lateral Load
0.0
Soil Over Toe.: 0.0
Seismic Load
0.0
Surcharge Over Toe 0.0
SeismioSelf-weight
69.7
Stem Weights} 465.3.
Lateral on Key
0.0
Earth Q Stem Transitions 0.0
Footing Weight 300.0
Totals =
240.7 lbs
Key Weight 0.0.
Includes water table effect
Vert Component . „rr 0.0
.
Total Vertical Loads 765.3
lbs
' Axdal live load NOT Included in total displayed, or
used for overturning
or sliding resistance, but is included for soil pressure calculations.
Sliding Calcs:
Lateral Sliding Force =
240.7 lbs
less 100% Passive Force =
156.3 lbs
less 100% Friction Force =
- 306.1 lbs
Added Force Req'd =
0.0 lbs 'OM
...for 1.5 Stability =
0.0 lbs OR
r:
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of soll bearing pressures.
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Job # : Dsgnr. Date: 2 MAY 2017
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This Wall in File: llserver011d1ENGINEERING_FILESIBS1Calculations%Retain Prolmadero.RPX
RetainPro(c)1987.2016, Build 11.16.11.12
license: KW-06056M Cantilevered Retaining Wail Code: CBC 2016,ACI.318-14,ACI 530-13
License To: HTK STRUCTURAL ENGINEERS
Overturning
Resisting Moments
Resistinc Moments
Force Distance
Moment
Soil Over Heel
0.0: Ibs 2.00ft
ft-#
Sloped Soil Over Heel
0.0 .
Surcharge Over Heel
0.0
Adjacent Footing Load .
0.0
Axial Dead Load on Stem
0.0
Axial Live Load on Stem '
0.0
Soil Over Toe
0.06 0.67
Surcharge Over Toe
0.0:
Stem Welghgs)
4W.3 1.61
749.6
Earth @ Stem Transitions
0.0
Footing Weight
300.0 1.00
299.9
Key Weight:
0.0; 2.50
Vert Component
0.0.
Total Vertical Loads
765.3 lbs
Resisting Moment
1,049.5 114
Eccentricity
3.1 in
' Axial Iive load NOT included in
total displayed, or used for overturning or, sliding resistance, but is. Included for soil pressure calculations.,
Overturning
Overturning Moments
Overturning Moments
Force Distance
Moment
Heel Active Pressure
171.0 ibs 1.00 ft
171.0 ft-#
Surcharge over Heel
0.0
Adjacent Footing
0.0
Surcharge Over Toe
0.0
Load @ Stem Above Soil
0.0 .
Added Lateral Load
0.0
Seismic Load
0.0
Seismic -Self -weight
69.7 4.44
309.3
Totals =
240.7 Ibs
Overturning Moment
480.3 it-#
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This Wall in File: 11seiver0IWENGINEERING_FILES\BS\Calculations\Retain Pm\madero.RPX
RetainPro (01287-M6. Build 11.16.11.12
License : KW.86056414e Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1530-13
License To: HTK STRUCTURAL ENGINEERS
,Sf, inSummar y:
2iid
gc4toiri`
Stem OK
Stem OK
Design Height Above Ftg
ft=
2.00 .
0.00
Wall Material Above "He
=
Masonry
Masonry
Design Method
=
ASD
ASD
Thickness
=
6.00
8:00
Reber Size
-
# 4
# 4
Reber Spacing
=
32.00
16.00
Reber Placed at
-
Center
Edge
Deign Data __
.
fb1FB + fa/Fa
=
0.247
0.243
Total Force Q Section
Service Level
Ibs ' =
46.3
145.7
Strength Level
Ibs _
Moment -Actual
Service Level
ft-# =
123.6
290.3
Strength Leve
ft _
Moment.... Allowable
ft-# _
501.0
1,193.2
Shear..... Actual
Service Level
psi =
0.7
1.6
Strength Leve
psi =
Shear..... Allowable
psi
45.0
45.2
Anet
In2 =
67.50
91.50
Reber Depth 'd'
in =:
2.75
525
Masonry Data
w
_
Pm
psl =
1,5W
1,500
Fs
psi =
32,000
20,000
Solid Grouting
=.
Yas
Yes
Modular Ration'
_.
21.48
21.48
Wall Weight
psi _
58.0
78.0
Short Term Factor
-
1.000
1.000
Equiv. Solid Thick.
In =•
5.60
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Psi
fy
psi =
Use menu item Settings > Printing & Title Block .
to set these five lines of Information
for your program.
Tifle Opos(te Footing
Job #: Dsgnr:
Description....
Page: 6.
Date: 2 MAY 2017
This Wall in File: Ue'rver011d\ENGINEERING_FILESIBS1Calculations\Retain Prolmadero.RPX
�sro (a 9 auud 11.1611.12u� Cantilevered Retaining Wall', Code: CBC 2016,ACI.318-14,ACI 530-13
License To: HTK STRUCTURAL ENGINEERS
Footing Dimensions & Strengths
Toe Width = 1.33 ft
Heel Width = 0.67
Total Footing Width = 2.00 ft
Footing Thickness = 12.00 in
Key Width _ 12.00 in
Key Depth 2.00 in
Key Distance from Toe = 0.00 ft
Footing Design Results
fc
Fy =
Footing Concrete Density
Min: As %
Rebar Cover @ Top
@ Bottom -.
= 2,500 psi
60,000 psi
= 150.00 pcf
— 0.0018
= 2.00 in
3.00 in
Toe
Heel
'Factored Pressure = 947
124 psf
Mu': Upward 679
Mu': Downward = 273
0 ft
Mu: Design = 406
0 ft
Actual 1-Way Shear — 5.29
0.00 psi
Allow 1-Way Shear - 75.00
.0.00 psi
Toe Reinforcing = # 7 @ 16.00 in
Heel Reinforcing = # 6 @ 16.00 in
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi 5'lambda'sgrq( 6rSm
Heel: Not req'd: Mu < phl'5'lambda'sgrt(fc)'Sm
Key. Not req'd: Mu < phl'S'lambda'sgrgfcrSm
Min footing T&S,reinf Area 0.52 In2
Min footing T&S reinf Area perk 026 In2 /it
If one layer of horizontal bars: If two layers of horizontal bars:
9.26 in #4@ 18.52 In
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 In #6@ 40.74 in:
Tilt
Horizontal Deflection at Top of Wall due to settlement c f soil
(Deflection due to wall bending not considered) .
Soil Spring Reaction Modulus 250.0 pci
Horizontal Dell @ Top of Wall (approximate only) 0.069 in
The above calculatlon is not valid tf the heel soil bearing pressure exceeds
that of the toe
because the wall would then tend to rotate Into the retained soil
Use menu item Settings > Printing :& Title Block Title PL Site Wall Page: 1
to set these five lines of information Job # : Dsgnr. Date: 4 MAY 2017
for your program. Description....
This Well in File: \\6mer011dlengineedng flleslbslcalcuiaiionslretain prolmadera.rpx .
RetalnPro (c)1967-2016, Bulld 11.16.11.12
os ucense : KW-SSM Cantilevered Retaining Wail Code: CBC 2016,ACI.318-14ACI 530-13
License To: HTK STRUCTURAL ENGINEERS
Criteria
Retained Height .
- 0.50 ft
Wall height above soil
= 6.00 ft
Slope Behind Wall
= 0.00
Height of Soil over Toe
=. 6.00 in
Water height over heel
a. 0.0 ft
Load Factors
Building Code
CBC 2016ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Soil Data and Lateral Earth Pressure
Allow Soil Bearing =
1,995.0 psf
Soil (Density, Heel =
110.00 pd
Equivalent Fluid Pressure Method
Soil Density, Toe -
0.00 pcf
At -Rest Heel Pressure -
38.0 psffR
FootingllSoll Friction =
0.400
=
Soil height to Ignore
Passive Pressure =
250.0 psf/ft
for passive pressure
12.00 in
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Surcharge Over Toe =
- 0.0 psf
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 lbs
Axial Load Eccentricity -
0.0 In
Axel Live Load =
0.0 Ibs
4
Use.menu Item Settings > Printing & Title Block Title PL Si>,e Wall
Page: 2
to set these five lines of information
Job # : Dsgnr.
Dater 4 MAY 2017
for your program.
Description....
This Wall in File: \\serverolld\engineering_fileslbslcalculatlons\retain pro\madero.rpx.
RetalnPro (Q 1987.2016, Build 11.18.11.12
Ucwme: KW41MSM
Cantilevered Retaining Wail
Code: CBC 2096,ACL 3f&14,ACI 530-13
License To: HTK STRUCTURAL ENGINEERS
Lateral Load. Applied to Stem
Lateral Load —
0.0 #At
...Height to Top =
0.00 ft
...Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem
Wind on Exposed Stem
0.0 psf
(Service Level)
Adjacent Footing Load
Adjacent Footing Load —.
0.0 Ibs Footing Type .
Line Load
Footing Width _.
0.00 ft Base Above/Below Soil
Eccentricity -
0.00 In at Back of Wall
= 0.0 ft
Wall to F78 CL Dist =
0.00 ft Poisson's Ratio
-• 0.300
Stem Weight Seismic Load
Fp / W p Weight Multlplier 4 0-214 g Added seismic base force = 56.5 Ibs
Use menu item Settings), Printing & Tide Block
Title PL Site Wall
page: 3
to set these five lines of information
Job # :
Dsgnr. Date: 4 MAY 2017
for your program.
Description....
This Wall In File: llserver011d1engineering_flieslbskalcuMonslretain proXrnadero.rpx.
RetainPro (c)1887-2016, BWid iIAM1.12
License: Kw-06056849
Cantilevered Retaining Wall
Code: C8C 2016.ACL318-14,ACi 530-13
License To: HTK STRUCTURAL ENGINEERS
Wail Design:Summary
Stability Ratios .
Overturning
=
3.67 OK
Sliding
=
4.30 OK
Soil Bearing
Total Bearing Load
=
677 Ibs
....resultant ecc.
=
0.38 in
Soil Pressure @ Toe
=
306 psf OK.
Soil Pressure @ Heel
=,
371 psf OK
Allowable
=
1,995 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
=
429 psi
ACI Factored @ Heel
:.:,
519 psf
Footing Shear @ Toe
-
2.9 psi OK
Footing Shear @ Heel
=
0.0 psi OK
Allowable
=
75.0 psi
Sliding
Resisting Forces
Sliding Forces
Vertical Formes
Force
Lateral Forces
Force
Soil Over Heel
0.0
Ibs Had Active Pressure
42.8 Ibs
Sloped Soil Over Heel
0.0
Surcharge over Heel
0.6
Surcharge Over Heel
0.0
Adjacent Footing
. 0.0
Adjacent Footing Load
0.0
Surcharge Over Toe
0.0
Abal Dead Load on Stem
0.0
Load @ Stem Above Soil
0.0
Axial Lire Load on Stem t
Omit
Added Lateral Load
0.0
Soil Over Toe
0.0.
Seismic Load
. 0.0
Surcharge Over Toe
0.0-
Seismic -Self -weight
56.5
Stem Welght(s)
377.0
Lateral on Key
0.0
Earth 0 Stem Transitions
0.0
Footing Weight ..
300.0
Totals =
..
99.2 tbs
Key Weight
0.0
*Includes water table effect
Vert. Component ,rt
0.0
Total Vertical Loads 677.0 lbs
Axial live load NOT Included In total displayed., or used for overturning
or sliding resistance, but is included for soil pressure calculations.
Sliding Calcs
Lateral Sliding Force = 99.2 Ibs
less 100% Passive Force = 156.3 ibs
less 100% Friction Force = - 270.8 Ibs
Added Force Req'd - 0.0 Ibs ON
..:.for 1.5 Stability = 0.0 Ibs ON
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of soil bearing pressures.
Use menu Item Settings > Printing. B Title Block Title LPL Site Wail Page: 4
to set these five lines of Information Job # : Dsgnr. Date: 4 MAY 2017
for your program. Descriptlon....
This Wall In File: 1%ierver011diengineering_ tileftslcalculationsVetain proWadero.rpx.
RB-WnPro (c)1987-2016, BuUd 11.16.11.12
ucense:KW-08056M Cantilevered Retaining Wall,* Code: CBC2016,AC1.31&14,ACI530-13
License To: HTK STRUCTURAL ENGINEERS
Overtuming
Resisting Moments:
Resisting Moments
Force Distance .
Moment
Soil Over Heel
0.0 Ibs 2.00 ft
ft #
Sloped Soil Over Heel
0.0
Surcharge Over Heel
0.0
Adjacent Footing Load
0.0
Axial Dead Load on Stem
0.0
A)dsl Live Load on Stem '
0.0
Soil Over Toe
0.0 0.75
Surcharge Over Toe
0.0
Stem Weights)
377.0 1.75.
659.8
Earth Qa Stern Transitions
0.0
Footing Weigh
300.0 1.00
300.0
Key Weigh"
0.0 2.50
Vert Component
0.0.
Total vertical Loads
677.0 Ibs
Resisting Moment
959.8 ft4#~
Eccentricity
0.4 in
Axial live load NOT Included in total displayed, or used for overturning or sliding resistance, but Is Included for soil pressure calculations.
Overtuming
Overturning Moments
Overtuming Moments
Force Distance
Moment
Heel Active Pressure
42.8 Ibs 0.50 ft ..
21.4 114
Surcharge over Heel
0.0
Adjacent Footing
0.0
Surcharge Over Toe
0.0
Load @ Stem Above Soil
0.0 .
Added Lateral Load
0.0
Seismic Load
0.0
Seismic.Setf-weight
56.5 4.25
240.0
Totals
99.2 Ibs
Overturning Moment
261.4 ft-#
Use menu Item Settings > Printing & Title Block
to set these five lines of Information
for your program.
This Wall In File: llserver011d1engineering_tileslbs\ca
RdalrkPro(0)1287-2016, Build 11.16.11.12
Ucense : KYY-0605fim
Title Pl. Site Wall
Job #: Osgnr.
Description....
Cantilevered Retaining Wall
Page: 5
Date: 4 MAY 2017
Code: CBC 2016,ACI 318-14,ACI 530-13
2ntl
Bottom ..
Stern OK
::Stein.Qi(< -
Design Height Above Ftg
ft. =
2.W
0.00
Wall Material Above'Ht'
Masonry
Masonry
Design Method
--
ASD
ASD
Thickness
_.
6.00
6.00
Reber Size
=
# 4
# 4
Reber Spacing.
_ .
32.00
16.00
Reber Placed at
=
Center
Center
1b/FB + WFa
=
0.176
0 304
Total Force @ Section
Service Level
Ibs . =
39.1
61.2
Strength Level
Ibs
Moment....Actual
SekvIoe Level
ft. # . _ .
88.0
184.3
Strength Leve
ft-# `=
'Moment.... Allowable
ft-# _
501.0 %
606.2 i
Shear.....Actual
Service Level
psi =
0.6
0.9
Strength Leve
PSI' _
Shear .... .Allowable
psi =
44.7
45:3
Anet
In2 =
67.50
67.50
Reber Depth 'd'
in =
2.75
2.75
Masonry Data
fm
psi
1,500
1,500
Fs
psi =
32,000
20.000
Solid Clouting
—
Yes
Yes
Modular Radon'
_
21.46
21.48
Wall Weight
psf =,..
68.0
58.0
Short Term Factor
1.000
1.000
Equiv. Solid Thick.
In =
5.60 .
5.60
Masonry Block Type
_
Medium Weight
Masonry Design Method
=_
ASD
Pc
psi
f Fy'
psi =
Use menu Item Settings > Printing & Title Block
to set these five Imes of information
for your program.
This Wall in File: %Xsemer011d1engineering_ les1bslc�
ReWnPro (c)1987-2016, Build 11.16.11.12
License: KW-M56649
License To: HTK STRUCTURAL'ENGINEERS
Footing Dimensions & Strengths
Title PL SIa Wall
Job #: Dsgnr.
Description....
ulationslretain prolmadero.rpx.
Cantilevered Retaining Wall',
Page: 6
Date: 4 MAY 2017
Code: CBC 2016,AC1.318-14,ACI 530-13
Toe Width = 1.50 ft
Heel Width -. 0.50
Total Footing Width = 2.00 ft
Footing Thickness = 12.00 in
Key Width _ 12.00 In
Key Depth - 2.00 In
Key Distance from Toe = 0.00 It
Footing Design Results
Pc .
Fy
Footing Concrete Density
Min: As %
Reber Cover Top
@Bottom
=. 2,500 psi
= 60,000 psi
= 150.00 per
0.0018
2.00 in
3.00 In
T
Heel
Factored Pressure = 429
519 psf
Mu': Upward = 508
0 ft_
Mu': Downward = 323
.0 ft-#
Mu: Design = 185
0 ft-#
Actual 1-Way Shear = 2.86
0.00 psi
Allow l-Way Shear = 75.00
0.00 psi
Toe Reinforcing =; # 7 @ 16.00 in .
Heel Reinforcing =; # 6 @ 16.00 in
Key Reinforcing None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi•5'lambda'sgrt(fc)'Sm
Heel: Not req'd: Mu < phr5•lambda•sgrt(fcpsm
Key: Not mq'd: Mu < phf 5'lambda'sgrgfc)'Sm
Min footing T&S reinf Area 0.52 In2
Min footing T&S reinf Area per fc 0.26 in2 /ft
If one layer of horizontal bars: If two layers of horizontal
bars:
#4@ 9.26 in #4 c@ 18.52 In
#5@ 14.35 in #5@ 28.70 in
.#6@ 20.37 in . #6@ 40.74 In
Tift
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pd
Horizontal Deft @ Top of Wall (appropmate only) 0.064 in
The above calculation Is not valid if the heel soil bearing pressure exceeds
that of the toe
because the wall would then tend to rotate Into the retained soil ..
use menu item settings > Printing ri< Title Block Title Site Vyail Page: 1
to set these five lines of information Job # : Dsgnr Dete: 4 MAY 2017
for your program. Description....
This Wall In File: fterver011d1engineering—flleslbstcaicula*msVetain prolmadem.rpx.
RetainPro (C)1987.2016, Build 11.16.11.12
ucense : uw-06os66as Cantilevered Retaining Wail Code: CBC 2016,ACI 318-14,ACI 5315-13
License To: HTK STRUCTURAL ENGINEERS
Criteria
Retained Height-. -
0.50 ft
Wall height above soil =
6.00 ft
Slope Behind Wall _ .
0.00
Height of Soil over Toe =
6.00 In
Water height over heel =
0.0 ft
Load Factors
Building Code
CBC 2016,ACI
Dead Load
1200
Live Load
1.6W
Earth, H
1.600
.Wind, W
1.000
Selsmic, E
1.000
Soil Data and Lateral Earth Pressure
Allow Soil Bearing =
1,995.0 psf
Soil Density, Heel —
110.00 Pcf
Equivalent Fluid Pressure Method
Soli Density, Toe =
0.00 pcf
At -Rest Heel Pressure —
38.0 psf/ft
FootlngQSoil Friction =
0.400
=
Soil height to Ignore
Passive Pressure = -
250.0 psVit
for passive pressure =
12.00 in
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Surcharge Over Toe =
0.0 psf
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0lbs
A)dal Load Eccentricity =
0.0 In
Axial Live Load =
0.0lbs
Use menu item Settings > Printing.& Title Block Title. Site Viall Page: 2
to set these five lines of information
Job # : Dsgnr. Date: 4 MAY 2017
for your program.
Description....
This Wall in File: llserver011d1engineering_ftleftslcalculationslretain proWadem.rpx.
RetainPro (c)1887-MG, Build 1i.16.11.12
Ucense : KW.06056M
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To: HTK STRUCTURAL ENGINEERS
Lateral Load -Applied to Stem
Lateral Load
0.0 fsftt
...Height to Top
0.00 ft
...Height to Bottom ,.
0.00 ft
Load Type -.
Wind (W)
(SeMCe Level)
Wind on Exposed Stem
Wind on Exposed Stem =
0.0 psf
(SeMce Level)
Adjacent Footing Load
Adjacent Footing Load = 0.0 Ibs Footing Type Line Load
Footing Width = 0.00 it Base Above/Below Soil
Eccenbidty _ .0.00 in at Bads of Wall = 0.0 ft
Wall to Ftg CL Dist. = 0.00 ft Polsson's Ratty = 0.300
Stem Weight Seismic Load
Fp / W p Weight Multiplier = 0.214 g Added seismic base force z 56.5 lbs
Usamenu item Settings > Printing i Title Block
Tide Site Wall
Page : 3
to set these five lines of information
Job #,:
Dsgnr. Date: 4 MAY 2017
for your program.
Description....
This Wall in File: XlimerOIW\engineering_ leslbslcalculationslretain pm\madero.rpx
RetainPro (c)1987-2016, Build 11.16.11.12
License.KW-06056M
Cantilevered Retaining Wall
' . Code: CBC 2016,AC1.318-14,ACI 530-13
License To: HTK STRUCTURAL'ENGINEERS
Wall Design Summary
Stability Ratios .
Overtuming -
2.85 OK
Sliding =
4.47 OK
Soil Bearing
Total Bearing Load =
718 Ibs
...resultant ecc. =
3.94 In
Soil Pressure @ Toe =
713 psf OK
Soil Pressure @ Heel -
6 psf OK
Allowable =
1,995 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe -
998 psf
ACI Factored @ Heel
8 psf
Fooling Shear @ Toe =
4.0 psi OK
Footing Shear @ Heel =
0.3 psi OK
Allowable =
75.0 psi
Sliding
Resisting Forces
Sliding Forces
'Vertical Forces For
Lateral Forces
Force
Soil Over Heel 41.3
Ibs Heel Active Pressure
42.8 Ibs
Sloped Soil Over Heel 0.0
Surcharge over Heel
0.0
Surcharge Over Heel 0.0
Adjacent Footing
0.0
Adjacent Footing Load 0.0
Surcharge Over Toe
0.0
A>oal Dead Load on Stem 0.0
Load (off Stem Above Soil
0.0
Aidal Live Load on Stem ' Omit
Added Lateral Load
0.0
Soil Over Toe 0.0
Seismic Load
0.0
Surcharge Over Toe 0.0
Seismio-Self-weight
56.5
Stem Welght(s) 377.0
Lateral on Key
0.0
Earth Cad Stem Transitions 0.0
Footing Weight 300.0
Totals =
99.2 lbs
Key Weight 0.0
•Includes water table effect
Vert. Component e,r 0.'0
:Total Vertical Loads 718.3
Ibs
' Axial live load NOT included In total displayed , or used for overtuming
. or sliding resistance, but is Included for soil pressure calculations.
Sliding Cafes
Lateral Sliding Force =
99,2 jb
less 100% Passive Force - 156.3 Ibs
less 100% Friction Force = -
287.3 Ibs
Added Force Req'd
0.0 Ibs: ON
:...for 1.5 Stability -
0.0 Ibs ON
Vertical component of active lateral soil pressure IS NOT considered In
the calculation of soil bearing pressures.
Use menu Rem Settings > Printing & Title Block
Title Site Wall Page: 4
to set these five lines of information
Job # : Dsgnr. Date: 4 MAY 2017
for your program.
Description....
This Wall in File:llserver011d1engineering_filesibslcalculationslretain prolmadero.rpx.
Lce�tsBumttt�1112
KW-o6GM44Cantilevered Retaining Wall'... Code: CBC 2016,ACI 318-14,ACI 530.13
License To: HTK STRUCTURAL ENGINEERS
Overturning
Resisting Moments
Resisting Moments Force Distance
Moment
Soil Over Heel 41.3: Ibs 1.63ft
67.0114
Sloped Soil Over Heel 0.0.
Surcharge Over Heel 0.0
Adjacent Footing Load 0.0
Axial Dead Load on Stem 0.0
Axial Uve Load on Stem ' 0.0
Soil Over Toe 0.0 0.38
Surcharge Over Toe 0.0--
Stem Weight(s) 377.0 1.00.
377.0
Earth rQ Stem Transitlons 0.0
Footing Weight 300.0 1.00
300.0
Key Weight 0.0: 2.50
Vert Component 0.0 .
Total Vertical Loads 718.3 Ibs
_
Resisting Moment
744.0 ft-#
Eccentricity
3.9 in
"Axial live load NOT included In total displayed, or used for overturning or sliding resistance, but Is included for soil pressure calculations..
Overtuming
Overtuming Moments
Overturnina Moments Force Distance
Moment
Heel Active Pressure 42.8 Ibs 0.50 ft
21.4 ft-#
Surcharge over Heel 0.0
Adjacent Footing 0.0
Surcharge Over Toe 0.0
Load @ Stem•Above Sal 0.0
Added Lateral Load 0.0
Seismic Load 0.0
SeismioSetf-weight 56.5 4.25
240.0
Totals = 99.2 Ibs
Overturning Moment
261.4 ft-#
Use menu Item Settings > Printing & Title Block Title Site Wall Page: 5
to set these five lines of Information Job #,: Dsgnr. Date: 4 MAY 2017
for Your program. Description....
This Wall in File: llserverolWkenginsering fileslbslcalculationslretain prolmadero.rpx
RetelnPro (c)1087-2016, Build 11 16.11 12
License: KW-06VAU9
License To : M STRUCTURAL ENGINEERS
Cantilevered Retaining Wall Code: CBC 2016ACI 318-14,ACI 530-13
'Stem Design Sum. mary
2nd
Bottom
Stec C1C
Stem OK -
. Design Height Above Ftg
ft =
2.00
0.00
Wall Material Above "Hf
— ,
Masonry
Masonry
Design Method
=,
ASD
ASD
Thickness
_:
6.00
6.00
Rebar Size
_
# 4
# 4
Reber Spacing
=
32.00
32.00
Rebar Placed at
=
Center
Center
fb1F5 + fa/Fa
=
aria .
osee
Total Force ® Section
Service Level
Ibs , =
39.1
.61.2
Strength Level
Ibs
Moment.- Actual
Service Level
ft-# := ..
88.0
184.3
Strength Leve
ft.# _
Moment.... Allowable
ft =
501.0
313.1
Shear..... Actual
Service Level
psi =
0.6
0.9
+. Strength Leve
psi =
Shear..... Allowable
PSI =;
44.7 ..
45.3
Anet
in2
67.50
67.50
Reber Depth 'd'
In =
2.75
2.75
Masonry Data W
-
fm
psi =;
1,500
1,500
Fs
psi
32,000
20,000
Solid Grouting
-
Yes
Yes
Modular Rado'rV
-
21.48
21.48
Wall Weigh
psf ;=
58.0
58.0
Short Term Factor
1.000
1.000
Equiv. Solid Thick.
In =
5.60
5.60
Masonry Block Type
=
Medium Weight
Masonry Design. Method
-
ASD
ca►;erBto Data
sc
psi. -
FY
psi =
Use menu Item Settings > Printing & Title BlockTitle sme Vyalt
.
to set these five lures of Information Job #:
for your program. 'Description....
Page 6 :
Dsgnr. Date 4 MAY 6
017
This Wall In File: llserver011d1engineering-flleslbslcalculadonsketain prolmadero:rpx
RetalnPro (c)1s87-2016, Build 11.16.11.12
License. Kwa6056849 Cantilevered Retaining Wall',.
License To: HTK STRUCTURAL ENGINEERS
code: CBC 2016,ACI:318-14,AC153Q-13
Footing Dimensions & Strengths
Toe Width = 0.75 ft Pc
2,500 psi
Heel Width _- 1.25 Fy
= 60,000 psi
Total Footing Width 2.00 ft Footing Concrete Density = Isom Pcf
Footing Thickness - 12.00 in Min. As %
- 0.0018
Key Width _ 12.00 In Reber Cover
@ Top 2.00 In
Key Depth = 2.00 in
@ Bottom w 3.00 In
Key Distance from Toe = 0.00 ft
Footing Design Results
T29_ Heel
Factored Pressure = 898 8 ps{
Mu': Upward;' 246 37 ft-#
Mu': Downward. = 92 92 ft-#
Mu: Design = 154 55 ft-#
Actual 1-Way Shear - 4.00 0.35 psi
Allow 1-Way Shear = 75.00 75.00 psi
.Toe Reinforcing __' # 7 @ 16.00 in
Heal Reinforcing -;; # 6 @ 16.00 In .;
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi 5*lambda'scnfcpsm
Heel: Not req'd: Mu < ph05'lambda•sgrXfc)•Sm
Key. Not req'd: Mu < phi 5'lambda'sgrgfcpSm
Min tooting T&S reinf Area 0.52 .in2
Min footing T&S reinf Area perk 026 in2 tft
If one layer of horizontal bars: if two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 In
#5@ 14,35 In . #5@ 28.70 In
#6@ 20.37 In 40.74 in
Ti_1t
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus. 250.6 pcl
Horizontal Defl (cis Top of Wall (approximate only): 0.064 In
The above calculation is not valid If the heel soil bearing oressure exceeds th t of fh. toe
because the wall would then tend to rotate into. the retained soil
(1) 24• BOX
SHOESTRING ACACIA
(ACACIA STENOPHYL A)
EXISTING RESIDENCE
53965 AVENIDA DIAZ
APN.:773-295-003
'ROPDSED 6' Brock Wog TBy-p— P--j —�
MALE MINIMUM (1) ONE % —s --a SWALE MINIMUM (1) ONE %—e-
APN.: 774 - t5l - 024
PROPOSED
7EE&DROOM
HOUSE
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1 a' 1) ON —v SWA M MALE
1. PROPOSED 6 8t� won (By sure Psn PROPO
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GENERAL SPECIFICATIONS
ELECTRIC METER B 200 AMP MAN
DISCONNECT 6 MAIN PANEL WITH M AM
REBAR UNDERGROUND WITH ACORN
CLAMP CONNECTED 10 COLD WATER PIPE
B BOND TO GAS PIPING SYSTEM
T.V, CABLE SERVICE.
TELEPHONE SERVICE S61
41If
—
(DONE
PROPO
GARA
19
GENERAL NOTES GENERAL SYMBOLS
.Ao , ofoido
GOLD
IEN-111 ADDRESS EIGHT � (1) 24' BOX
7HE BLUE PALO VERDE
NO
DINSWFG
ADDRESIN UM (CERCIDIUM FLORIDUMI
BULDING ADDRESS NUMBERS
(1 ) 2d" BOX TO BE A MINIMUM OF 4' HIGH
MINIMUM U.N.O.
THE BLUE PALO VERDE
(CERCIDNM FLORIDUM)
(3) IGAL
PINK FAIRY DUSTER
Ca/le G ,,,On CAUANDRAERKJPHY Al
___—__
GENERAL CONTRACTOR SHALL VISIT
THE JOB SITE AND VERIFY ALL
VOSHNG CONDITIONS
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- Existing
FIRE HYDRANT I
NOTE:
DRIVEWAY APPROACH RE URES SEPAIRAIE
PERMIT AND INSPECTION
QUANTA PUBLIC VADW 1
THE DEVELOPER/C
ORADWNER
IS RESPONSABILE FOR B¢
RBICARON OF
EXISTING CURB TOR EDGE
pF SFREET
PAVING R NO CURB ExI51L+1 LOCATION
FROM PROPERLY UNE(S),1,1jTH THE PUBLIC
WORKS DEPARTMENT.
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Site Plan
I
FILE. 2.16 P/1725
DRAWN. S.L.O.
DATE. 0102116
SCALE. AS NOIED
sNEEI.
Site Plan
Stet. 3116'-I'-0'
OF SHEEi5.
07/22/16
'BUILDING DEPT. SUBMITAL'