09-0756 (SOTB)81307 Amundson Ave
09-0756
IIIIIIIIIIIIIIIIIIIIIIIII 28 W
P.O. BOX 1504 1E _ VOICE (760) 777-7012
78-495 CALLE TAMPICO 4 4 FAX (760) 777-7011
LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 7/13/09
Application Number: 09-00000756 Owner:
Property Address: 81307 AMUNDSEN AVE MICHAEL H GRAY TRUST
APN: 767-690-020- - - PO BOX 99350/
Application description: STRUCTURES OTHER THAN BUILDINGS NEWPORT BEACH, CA 9 65
Property Zoning: LOW DENSITY RESIDENTIAL
Application valuation: 5000
Contractor:,+.
Applicant: Architect or Engineer: BRADSHAW CONSTRUCTION INC'
46248 ROUDEL LN ICC d*
LA QUINTA, CA 92253
/ h • :4. SVM.
(760)347-4246
D RV LiC. NOo..:: 848057
LICENSE'R CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that Iam censed under provisions of Chapter 9 (commencing with
Section 70001 of Division 3 of the Business an rofessianaIs Code, and my License is in full force and effect.
License Class: B I License No.: 848057
Date: 4-11!W !W 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).:
(_ 1 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 ISec. 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.l.
(_ 1 1, 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: ta 1A Owner:
7- 111 -
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 Address:
LQPERMIT
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 and policy number are:
Carrier DELOS INS Policy Number OIDKRM22005875
I certify that, in the performance the work for which this permit is issued, I shall not employ any
person in any manner so as t ecome subject to the workers' compensation laws of California,
and agree that, if I should b ome subject to the workers' compensation provisions of Section
3700 of the Labor Code, hall forthwith comply with those provisions.
i
Date: —/SApplicant:
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 Director of Building and Safety 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 01 and void if work is not commenced
within 180 days from date of issuance of s/above
cessation of work for 180 days will subject
permit to cancellation.
I certify that I have read this application and state that tation is correct.. I agree to comply with all
city and county ordinances and state laws relating to buiion, and hereby authorize representatives
of this county to enter upon the above-mentioned propern purposes.
Date: 4I)ffl Signature (Applicant or Agent):
Application Number . . . . . 09-00000756
Permit . . . BUILDING PERMIT
Additional desc .
Permit Fee . ". . .
72.00 Plan Check
Fee
46.80
Issue Date . . . .
Valuation
. . .
. 5000
Expiration Date . .
1/09/10
Qty Unit Charge
Per
Extension
BASE FEE
45.00
3.00 9.0000
THOU BLDG 2,001-25,000
27.00
----------------------------------------------------------------------------
Special Notes and Comments
SKIMMER BOX AT REAR WATER FEATURE -
BLOCKWALL [ENGINEERED]
THIS PERMIT DOES
NOT INCLUDE PLUMBING.
2007 CBC.
July 13, 2009 1:55:21
PM AORTEGA
----------------------------------------------------------------------------
Other Fees .
. . . . BLDG STDS ADMIN (SB1473)
1.00
ENERGY REVIEW FEE
4.68
STRONG MOTION (SMI)
- RES
.50
Fee summary Charged Paid Credited
Due
---------------------------
Permit Fee Total
--------------------
72.00 .00
----------
.00
72.00
Plan Check Total
46.80 .00
.00
46.80
Other Fee Total
6.18 .00
.00
6.18
Grand Total
124.98 .00
.00
124.98
LQPERMIT
B.G. STRUCTURAL ENGINEERING
BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047
43-100 Cook Street, Suite 203
Palm Desert, CA 92211
(760) 568-3553 (760) 568-5681 Fax
.Gray Residence
HSA Design Group, Inc.
42-635 Melanie.Place, Suite 101
Palm Desert, Ca..92211
Job Number: 821.67
June 25, 2009
VALID ONLY IF SIGNED
IN RED
PROJECT SHEET N0.
Gray Residence B.G. STRUCTURAL
JOB N0.
821.67
ITEM Beam &Wall ENGINEERING 'ATE
June 2009
ENGINEER
SC
Ap
LDA ( 2) C3, 132
L%ve Lnk% E CoC 3 S' 210%/vrT
B.G Structural Engineering, Inc: Title: Gray Residence Job# 821.67
'43-100 Cook Street, Suite 203 Dsgnr: SC
Palm Desert, CA 92211 Project Desc.:
760-568-3553 Voice Project Notes otes
760-568-5681 Fax
Description : Beam 131
Material PrOpertl2S Calculations per IBC 2006, CBC 2007,13th AISC
Analysis Method: Allowable Stress Design Fy : Steel 'Yield: 36.0 ksi
Beam Bracing: Completely Unbraced E: Modulus:. 29,000.0 ksi
Bending Axis: Major Axis Bending
Load Combination 2006 IBC & ASCE 7-05
$$ Service loads entered. Load Factors will be applied for calculations.
Beam self weiqht calculated and added to loads
Load for Span Number I
Uniform Load: D = 0.1320, L = 0.210 kift. Tributary Width =1.0 ft
Load for Span Number 2
Uniform Load: D = 0.13201- L = 0.210 k/ft, Tributary Width =1.0 ft
3ximurn Bending Stress R
Section used for this span
Mu Applied
Mn Omega: All
Load Combination
Location of maximum on span
Span # where maximum occurs
atic, = 0.131
C3X5
0.357 k -ft
owable 2.731 k -ft
+D+L+H, LL Comb Run (L*)
1.431 ft
Span # 1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.007 in
Max Upward L+Lr+S Deflection -0.008 in
Live Load Deflection Ratio 3154
im Shear Stress Ratio =-
Section used for this span
Vu: Applied
Vn/Omega: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.0158
C3X5
0.5783 k
10.011 k
+D+L+H, LL Comb Run (LL)
3.000 ft
Span # 1
Max Downward Total Deflection
0.011 in
Max Upward Total Deflection
-0.010 in
Total Deflection Ratio
2444
ff ff 40 '1A
Load Combination
Max Stress Ratios
Summary of Moment Values
summary of Shear Values
Segment Length
Span #
M
V
Mmax +
Mmax -
Me - Max
Mnx Omega*Mnx Cb Rm
Va Max
Vnx
Omega*Vnx
Overall MAXimum Envelope
Dsgn. L = 3.00 ft
1
0.131
0.058
0.36
-0.17
0.36
4.56
2.73
1.16 1.00
0.58
16.72
10.01
Dsgn. L= 1.00 ft
2
0.131
0.035
-0.17
0.36
4.56
2.73
3.00 1.00
0.35
16.72
10.01
+D Dsgn. L = 3.00 ft
1
0.045
0.023
0.12
-0.07
0.12
4.56
2.73
1.20 1.00
0.23
16.72
10.01
Dsgn. L = 1.00 It
2
0.045
0.014
-0.07
0.12
4.56
2.73
3.00 1.00
0.14
16.72
10.01
+D+L+H, LL Comb Run (*L)
Dsgn. L= 3.00 ft
1
0.064
0.035
0.08
-0.17
0.17
4.56
2.73
.2.50 1.00
0.35
16.72
10.01
Dsgn. L = 1.00 ft
2
0.064
0.035
-0.17
0.17
4.56
2.73
1.00 1.00
0.35
16.72
10.01
+D+L+H, LL Comb Run (L*)
Dsgn. L= 3.00 ft
1
0.131
0.054
0.36
-0.07
0.36
4.56
2.73
1.16 1.00
0.54
16.72
10.01
Dsgn. L = 1.00 ft
2
0.131
0.014
-0.07
0.36
4.56
2.73
3.00 1.00
0.14
16.72
10'.01
+D+L+H, LL Comb Run (LL)
Dsgn. L= 3.00 ft
. .
1
0.113
0.058
0.31
-0.17
431
4.56
2.73
1.20 1.00
0.58
16.72
10.01
Dsgn. L= 1.00 ft
2
0.1113
0.035
-0.17
0.31
4.56
2.73
3.00 1.00
0.35
16.72
10.01
+D+Lr+H, LL Comb Run (*L)
Dsgn. L= 3.00 ft
1
0.045
0.023
0.12
-0.07
0.12
4.56
2.73
1.20 1.00
0.23
16.72.
1.0.01
Dsgn. L = 1.00 It
2
0.045
0.014
-0.07
0.12
4.56
2.73
3.00 1.00
0.14
16.72
10.01
+D+Lr+H, LL Comb Run (L*)
Dsgn. L= 3.00 ft
1
0.045
0.023
0.12
-0.07
0.12
4.56
2.73
1.20 1.00
0.23
16.72
10.01
Dsgn. L = 1.00 ft
2
0.045
0.014
-0.07
0.12
4.56
2.73
3.00 1.00
0.14
16.72
1 0.01
+D+Lr+H, LL Comb Run (LL)
Dsgn. L= 3.00 ft
1
0.045
0.012 1 3
0.12;
-0.07
0.12
4.56
2.73
1.20 1.00
0.23
16.72
.
10.01
B.G Structural Engineering, Inc.
43-100 Cook Street, Suite 203
Palm Desert, CA 92211
760-568-3553 Voice
760-568-5681 Fax
Title: Gray Residence
Dsgnr: SC
Project Desc.:
Project Notes :
Job # 821.67
Description : Beam B1
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span #
M
V
Mmax +
Mmax -
Ma - Max
Mnx Omega'Mnx Cb Rm
Va Max
Vnx Omega"Vnx
Dsgn. L = 1.00 It 2
0.045
0.014
-0.07
0.12
4.56
2.73
3.00 1.00
0.14
16.72
10.01
+D+S+H
Dsgn. L = 3.00 ft 1
0.045
0.023
0.12
-0.07
0.12
4.56
2.73
1.20 1.00
0.23
16.72
10.01
Dsgn. L = 1.00 ft 2
0.045
0.014
-0.07
0.12
4.56
2.73
3.00 1.00
0.14
16.72
10.01
+D+0.750Lf+0.750L+H, LL Comb Run ('
Dsgn. L = 3.00 ft 1
0.054
0.029
0.09
-0.15
0.15
4.56
2.73
1.97 1.00
0.29
16.72
10.01
Dsgn. L = 1.00 It 2
0.054
0.029
-
-0.15
0.15
4.56
2.73
1.00 1.00
0.29
16.72
10.01
+0+0.750Lr+0.750L+H, LL Comb Run (L
Dsgn. L = 3.00 ft 1
0.109
0.046
0.30
-0.07
0.30
4.56
2.73
1.16 1.00
0.46
16.72
10.01
Dsgn. L = 1.00 It 2
0.109
0.014
-0.07
0.30
4.56
2.73
3.00 1.00
0.14
16.72
10.01
40+0.750Lr+0.750L+H, LL Comb Run (L
Dsgn. L = 3.00 ft 1
0.096
0.049
0.26
-0.15
0.26
4.56
2.73
1.20 1.00
0.49
16.72
10.01
Dsgn. L = 1.00 ft 2
0.096
0.029
-0.15
0.26
4.56
2.73
3.00 1.00
0.29
16.72
10.01
+D+0.750L+0.750S+H, LL Comb Run ('L
Dsgn. L = 3.00 ft 1
0:054
0.029
0.09
-0.15
0.15
4.56
2.73
1.97 1.00
0.29
16.72
10.01
Dsgn. L = 1.00 ft 2
0.054
0.029
-0.15
0.15
4.56
2.73
1.00 1.00
0.29
16.72
10.01
+M.750L40.75OS+H, LL Comb Run (L'
Dsgn. L = 3.00 ft 1
0.109
0.046
0.30
-0.07
0.30
4.56
2.73
1.16 1.00
0.46
16.72
10.01
Dsgn. L = 1.00 ft 2
0.109
0.014
-0.07
0.30
. 4.56
2.73
3.00 1.00
0.14
16.72
10.01
+D+0.750L+0.750S+H, LL Comb Run (LI
Dsgn. L = 3.00 It 1
0.096
0.049
0.26
-0.15
0.26
4.56
2.73
1.20 1.00
0.49
16.72
10.01
Dsgn. L = 1.00 It 2
0.096
0.029
-0.15
0.26
4.56
2.73
3.00 1.00
0.29
16.72
10.01
+D+W+H
Dsgn. L = 3.00 ft 1
0.045
0.023
0.12 •
-0.07
0.12
4.56
2.73
1.20 1.00
0.23
16.72
10.01
Dsgn. L = 1.00 It 2
0.045
0.014
-0.07
0.12
4.56
2.73
3.00 1.00
0.14
16.72
10.01
+D+0.70E+H
Dsgn. L = 3.00 It 1
0.045
0.023
0.12
-0.07
0.12
4.56
2.73
1.20 1.00
0.23
16.72
10.01
Dsgn. L = 1.00 ft 2
0.045
'0.014
-0.07
0.12
4.56
2.73
3.00 1.00
0.14
16.72
10.01
+IX.750Lr+0.750L+0.750W+H, LL Con
Dsgn. L = 3.00 It 1
0.054
0.029
0.09
-0.15
0.15
4.56
2.73
1.97 1.00
0.29
16.72
10.01
Dsgn. L = 1.001t 2
0.054
0.029
-0.15
0.15
4.56
2.73
1.00 1.00
0.29
16.72
10.01
+lX.750Lr40.75OL+0.750W+H, LL Corr
Dsgn. L = 3.00 ft 1
0.109
0.046
0.30
-0.07
0.30
4.56
2.73
1.16 1.00
0.46
16.72
10.01
Dsgn. L = 1.00 It 2
0.109
0.014
-0.07
0.30
4.56
2.73
3.00 1.00
0.14
16.72
10.01
+lX.750Lr+0.75OL+0.750W+H, LL Corr
Dsgn. L = 3.001t 1
0.096
0.049
0.26
-0.15
0.26
4.56
2.73
1.20 1.00
0.49
16.72
10.01
Dsgn. L = 1.00 ft 2
0.096
0.029
-0.15
0.26
4.56
2.73
3.00 1.00
0.29
16.72
10.01
+D+0.750L+0.750S+0.750W+H, LL Com
Dsgn. L = 3.00 It 1
0.054
0.029
0.09
-0.15
0.15
4.56
2.73
1.97 1.00
0.29
16.72
10.01
Dsgn. L = 1.00 It 2
0.054
0.029
-0.15
0.15
4.56
2.73
1.00 1.00
0.29
16.72
10.01
+M.750L+0.75OS+0.750W+H, LL Com
Dsgn. L = 3.00 ft 1
0.109
0.046
0.30
-0.07
0.30
4.56
2.73
1.16 1.00
0.46
16.72
10.01
Dsgn. L = 1.00 ft 2
0.109
0.014
-0.07
0.30
4.56
2.73
3.00 1.00
0.14
16.72
10.01
+lX.750L+0.750S+0.750W+H, LL Com
Dsgn. L = 3.00 ft 1
0.096
0.049
0.26
-0.15
0.26
4.56
2.73
1.20 1.00
0.49
16.72
10.01
Dsgn. L = 1.00 ft 2
0.096
0.029
-0.15
0.26
4.56
2.73
3.00 1.00
0.29
16.72
10.01
+lX.750Lr+0.75OL+0.5250E+H, LL Cor
1
0.054
0.029
0.09
-0.15
015
4.56
2.73
1.97 1.00
0.29
16.72
10.01
Dsgn. L = 3.00 ft
Dsgn. L = 1.00A 2
0.054
0.029
-0.15
0.15
4.56
2.73
1.00 1.00
0.29
16.72
10.01
+0+0.750U40.7501-+0.525OE+H, LL Cor
3.00 It 1
0.109
0.046
0.30
-0.07
0.30
4.56
2.73
1.16 1.00
0.46
16.72
10.01
Dsgn. L =
Dsgn. L = 1.00 It 2
0.109
0.014
-0.07
0.30
4.56
2.73
3.00 1.00
0.14
16.72
10.01
+IX.750Lr+0.750L+0.5250E+H, LL Cor
Dsgn. L = 3.00 ft 1
0.096
0.049
0.26
-0.15
0.26
4.56
2.73
1.20 1.00
0.49
16.72
10.01
Dsgn. L = 1.00 f 2
0.096
0.029
-0.15
0.26
4.56
2.73
3.00 1.00
0.29
16.72
10.01
+D+0.750L+0.750S+0.5250E+H, LL Con
Dsgn. L = 3.00 ft 1
0.054
0.029
0.09
-0.15
0.15
4.56
2.73
1.97 1.00
0.29
16.72
10.01
Dsgn. L = 1.00 ft 2
0.054
0.029
-0.15
0.15
4.56
2.73
1.00 1.00
0.29
16.72
10.01
4M.750L40.75OS40.525OE+H, LL Con
Dsgn. L = 3.00 ft 1
0.109
0.046
0.30
-0.07
0.30
4.56
2.73
1.16 1.00
0.46
16.72
10.01
Dsgn. L = 1.00 ft 2
0.109
0.014
-0.07
0.30
4.56
2.73
3.00 1.00
0.14
16.72
10.01
+D+0.750L+0.750S+0.5250E+4-1, LL Cort
Dsgn. L = 3.00 ft 1
0.096
0.049
0.26
-0.15
0.26
4.56
2.73
1.20 1.00
0.49
16.72
10.01
Dsgn. L = 1.00 ft 2
0.096
0.029
-0.15
0.26
4.56
2.73
3.00 1.00
0.29
16.72
10.01
+0.601)+W+1i
Dsgn. L = 3.00 ft 1
0.027
0.014
0.07
-0.04
0.07
4.56
2.73
1.20 1.00
0.14
16.72
10.01
Dsgn. L = 1.00 ft 2
0.027
0.008
-0.04
0.07
4.56
2.73
3.00 1.00
0.08
16.72
10.01
+0.60D40.70E+H
Dsgn. L = 3.00 ft 1
0.027
0.014
0.07
404
.0.07
4.56
2.73
1.20 1.00
0.14
16.72
10.01
B -G Structural Engineering, Inc.
43-100 Cook Street, Suite 203
Palm Desert, CA 92211
760-568-3553 Voice
7rzn_FAA-;AA1 Fax
Title: Gray Residence
Dsgnr: SC
Project Desc.:
Project Notes
Job # 821.67
Description : Beam 61
Eo = 0.392 in
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Load Combination
Segment Length Span #
M
V Mmax + , Mmax - Ma - Max Mnx
Omega'Mnx Cb
Rm Va Max
Vnx Omega'Vnx
Dsgn. L - 1.00 ft 2
0.027
0.008 -0.04 0.07 4.56
273 3.00
1.00 0.08
16.72 10.01
Oye ail Max rnum Deflectto6 : Unfaetored Loads
Load Combination
. Span
Max. ° Defl Location in Span
Load Combination.
Max. °+° Defl
Location in Span
D+L+Lr
1
0.0107 1.477
0.0000
0.000
1.000
2
0.0000 1.477
D+L+Lr
-0.0098
aMaxmum peflecflons forfL oad orn brn tiori , Unfactored 4oads ,
.
Load Combination
Span
Max. Downward Defl Location
in Span
Max. Upward Defl
Location in Span
D Only
1
0.0035
1.431
0.0000
0.000
L Only, LL Comb Run ('L)
2
0.0042
1.000
0.0000
0.000
L Only, LL Comb Run (L')
1
0.0072
1.523
0.0000
0.000
L Only, LL Comb Run (LL)
1
0.0053
1.431
0.0000
0.000
D+L+S, LL Comb Run (•L)
1
0.0016
1.223
0.0000
0.000
D+L+S, LL Comb Run ('L)
2
0.0020
1.000
0.0000
0.000
D+L+S, LL Comb Run (L•)
1
0.0107
1.477
0:0000
0.000.
D+L+S, LL Comb Run (LL)
1
0.0088
1.431
0.0000
0.000
D+L+Lr, LL Comb Run ('L)
1
0.0016
1.223
0.0000
0.000
D+L+Lr, LL Comb Run (`L)
2
0.0020
1.000
0.0000
0.000
D+L+Lr, LL Comb Run (L')
1
0.0107
1.477
0.0000
0.000
D+L+Lr, LL Comb Run (LL)
1
0.0088
1.431
0.0000
0.000
D+L+Lr, MAX ENVELOPE
1
0.0107
1.477
0.0000
0.000
F
1 Ct_IOI1S =:.0 nfactoed' `= J`== Support notation : Far left is #1
1letttcalRea - _ _
_
Load Combination
Support 1
Support 2 Support 3
Overall MAXimum
0.498
0.925
D Only
0.183
0.365
L Only, LL Comb Run ('L)
-0.035
0.245
L Only, LL Comb Run (L')
0.315
0.315
L Only, LL Comb Run (LL)
0.280
0.560
D+L+S, LL Comb Run ('L)
0.148 •
0.610
D+L+S, LL Comb Run (L')
0.498
0.680
D+L+S, LL Comb Run (LL)
0.463
0.925
D+L+Lr, LL Comb Run ('L)
0.148
0.610
D+L+Lr, LL Comb Run (L')
0.498
0.680
D+L+Lr, LL Comb Run (LL)
0.463
0.925
rSteel,Sectign.P o",ertres ,
Depth =
3.000 in
I xx '=
1.85 in^4
J
=
0.043 in"4
Web Thick =
0.258 in
S xx
1.23 in13
Cw
=
0.38 in"6
Flange Width =
1.500 in
R xx =
1.120 in
Ro
=.
1.450 in
Flange Thick =
0.273 in
Zx =
1.520 in^3
H
=
0.673 in
Area =
1.470 in A2
I yy =
0.241 in"4
Weight =
5.000 plf
S yy =
0.228 in^3
Wno
=
1.160 in^2
Kdesign =
0.688 in
R yy =
0.405 in
Sw
=
0.130 in"4
Zy =
0.464 in"3
Qf
=
0.480 in"3
its =
0.495 in
Qw
=
0.770 in"3
ycg =
1.500 in
Wn2
=
0.710
Xcg =
0.439 in
Sw2
=
0.080
Xp =
0.245 in
Sw3
=
0.040
Eo = 0.392 in
OkG Structural Engineering, Inc.
43-100 Cook Street, Suite 203
Palm Desert, CA. 92211
(760) 568-3553 Voice
Title Gray Residence Page:
Job # 821.67. Dsgnr: SC Date: JUN 24,2009
Description....
5'-6" - Retaining Wall
(760) 568-5681 Fax This Wall in File: S:\RP-DATA\821.67 gray residence.rp5
Retain Pro 2007 , 8 -Mar -2009, (c) 1989-2009
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration #: RP -1142015 RP2007-0
Criteria
1,180 psf OK
Retained Height =
5.50 ft
Wall height above soil =
0.00 it
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 It
Wind on Stem = 22.5 psf
Vertical component of active
lateral soil pressure options:
NOT USED for Soil Pressure.
NOT USED for Sliding Resistance.
NOTUSED for Overturning Resistance.
Surcharge Loads -`
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 183.0 lbs
Axial Live Load = 315.0 lbs
Axial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning = 1.84 OK
Sliding = 1.65 OK
Total Bearing Load = 2,076 lbs
...resultant ecc. = 4.24 in
Soil Data
1,180 psf OK
AIIow.Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
0.00 pcf
FootingjlSoil Friction
= 0.300
Soil height to ignore
Lateral Sliding Force =
for passive pressure
= 12.00 in
Soil Pressure @ Toe =
1,180 psf OK
Soil Pressure @ Heel =
203_psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,488 psf
ACI Factored @ Heel =
256 psf
Footing Shear @ Toe =
4.8 psi OK
Footing Shear @ Heel' =
1.8 psi OK
Allowable =
82.2 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
818.1 lbs
less 100% Passive Force = -
820.3 lbs
less 100% Friction Force = -
528.2 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Lateral Load Applied to Stem
Lateral Load ' 1= 0.0 #/f(
...Height to Top = 0.00 it
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width =
2.00 it
Heel Width =
1.00
Total Footing Width =
3.00
Footing Thickness =
18.00 in
Key Width =
12.00 in
Key Depth =
15.00 in
Key Distance from Toe =
2.00 ft
fc = 3,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 3.00 in @ Btm.= 3.00 in
i
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 ft
Footing Type
Line Load
Base Above/Below Soil =
0.0 ft
at Back of Wall
Rebar Spacing
Poisson's Ratio =
0.300
Stem Construction
Top Stem
OK
Design Height Above Ftc
ft=
Stem
0.00
Wall Material Above "Ht"
=
Concrete
Thickness
=
6.00
Rebar Size
=
# 4
Rebar Spacing
=
18.00
Rebar Placed at
=
Edge
Design Data
fib/FB + fa/Fa
=
0.628
Total Force @ Section lbs =
847.0
Moment.... Actual ft-#=
1,552.8
Moment..... Allowable
=
.2,471.3
Shear..... Actual psi
=
16.6
Shear..... Allowable psi
=
82.2
Wall Weight
=
75.0
Rebar Depth 'd'
in=
4.25
LAP SPLICE IF ABOVE
in =
17.09
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG
in =
7.67
Masonry Data
fm psi =
Fs psi =
Solid Grouting
=
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.'
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
= Normal Weight
= ASD
psi = 3,000.0
psi = 60,000.0
AG Structural Engineering, Inc.
43-100 Cook Street, Suite 203
Palm Desert, CA. 92211
(760) 568-3553 Voice
Title Gray Residence Page:
Job # 821.67 Dsgnr: SC Date: JUN 24,2009 -
Description....
V-6" - Retaining Wall
(760) 568-5681 Fax This Wall in File: SARP-DATA1821.67 gray residence.rp5
Retain Pro 2007 , 8 -Mar -2009, (c) 1989-2009
www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1142015 RP2007-0
Footing Design Results
Toe
Heel
Factored Pressure = 1,488
256 psf
Mu'-: Upward = 0
41 ft-#
Mu': Downward = 0
125 ft-#
Mu: Design = 1,553
84 ft-#
Actual 1 -Way Shear = 4.80
1.83 psi
Sizes & Spacings
Allow 1 -Way Shear = 82.16
82.16 psi
Other Acceptable
P P 9
Toe Reinforcing = # 5 @ 18.00 in
Toe: Not req'd, Mu < SFr !
Heel Reinforcing = None Spedd
Heel: Not req'd, Mu < S * Fr
Key Reinforcing = # 5 @ 18.00 in
Key: Not req'd; Mu < S' Fr
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING.....
Force Distance Moment
.....RESISTING.....
Force Distance
Moment
Item lbs
ft
ft-#
lbs ft
ft-#
Heel Active Pressure = 857.5
2.33
2,000.8 Soil Over Heel
=
302.5 2.75
831.9
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Toe Active Pressure = -39.4
0.50
-19.7
Surcharge Over Toe =
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem =
183.0 2.25
411.8 .
Added Lateral Load =
' Axial Live Load on Stem =
315.0 2.25
708.8
Load @ Stem Above Soil =
7.00
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
412.5 2.25
928.1
Earth @ Stem Transitions=
Total = 818.1
O.T.M.
= 1,981.1 Footing Weight =
675.0 1.50
1,012.5
Resisting/Overturning Ratio
=
1.84 Key Weight =
187.5 2.50
468.8
Vertical Loads used for Soil Pressure = 2,075.5 lbs Vert. Component =
Vertical component of active pressure NOT used for soil pressure Total =
1,760.5 lbs R.M.=
3,653.0
' Axial live' load NOT included in total displayed or used for overturning
resistance, but is included for soil pressure calculation.
DESIGNER NOTES: