RER (13-1580)77473 Calle Mazatlan
13-1580
P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
Property Address:
APN`.
Application description
Property Zoning:
Application valuation:
Applicant:
13-00001580
77473 CALLE MAZATLAN
658-250-014- - -
REMODEL - RESIDENTIAL
LOW DENSITY RESIDENTIAL
5000
N t2 cT0 P__
4.14
u l'jliGv
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
Owner:
DAVID THOMPSON
77473 CALLE MAZATLAN
LA QUINTA, CA 92253 .
Contractor:
Architect or Engineer: REMODEL STORE, THE
42700 AEGEAN STREET STE B
1 \ j INDIO, CA 92203--0
►J II1I (760)619-2341
Lia. No.: 658209
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 Professionals Code, and my License is in full force and effect.
License Class: 13 License No.: 658209
2 —
Date:. fl > Contractor.
OWNER -BUILDER DECLARATION
1 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 (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—) 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 Address:
LQPERMIT
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 1/03/14
;, D 4 •
.402014
CFN 0 U, q
EPT
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 EXEMPT Policy Number EXEMPT
1' LIA 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 Section
3700 of the Labor C I shall forthwith comply with those provisions.
Date: Applicc ant:-
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 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
n the above-mentioned property for inspection pu oses. -----
of this
unty to
Date o,av/? enterupon
(Applicant or Agent) ---- -
Application Number .
. . . . 13-00001580
Permit . . .
ELECTRICAL 2013
Additional desc .
Permit Fee . . .
23.83 Plan Check Fee
.00
Issue Date . . . .
Valuation . . .
. 0
Expiration Date
7/02/14
Qty Unit Charge
Per
Extension
.1.00 23.8300
LS ELEC FIXTURES, FIRST 20
23.83
Permit . . .
MECHANICAL 2013
Additional desc .
Permit Fee . . . .
11.9.2 Plan Check Fee
.00
Issue Date
Valuation . . .
. 0
Expiration Date
7/02/14
Qty Unit Charge
Per
Extension
1.00 11.9200
EA MECH EXHAUST HOOD
11.92
Permit
REMODEL 2013
Additional desc .
Permit Fee . . . .
141.57 Plan Check Fee
.00
Issue Date
Valuation . .
0
Expiration_Date
7/02/14
Qty Unit Charge
Per
Extension
1.00 71.5000
EA MISC PARTITION
71.50
1.00 48.6200
LS MISC REMODEL, 1ST 100 SF
4,8.62
1.00 21.4500
EA MISC REMODEL, ADDL 500 SF
2 1.45
-----------------------------------------------------------------------------
Special Notes and Comments
REMODEL KITCHEN OPEN WALL ABOVE COOK TOP
AND OPEN CEILING.
January 3, 2014 1:08:08
PM JJOHNSON.
---------------------------------------------------=------------------------
Other Fees
... . HOURLY PLAN CHECK
52.50
PLAN CHECK, ELECTRICAL
23.83
PLAN CHECK, REMODEL
281.71
PLAN CHECK, MECHANICAL
4.77
STRONG MOTION.(SMI) - RES
.50
Fee summary Charged Paid Credited
Due.
---------------------------
Permit Fee Total
------------------------------
177.32 .'00 00
177.32
Plan Check Total
.00 .00 .00
.00
Other Fee Total
363.31 .00 .00
363.31
LQPERMIT
LQPERMIT
Bin #
.City of La Quinta C 0 6 2013
Building &r Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012 coy %F LA Q14 , tw Y
r14-73 Building Permit Application and Tracking Shmplaw"
Permit #
Project Address:
Owner's Name:
A. P. Number: X 5-0 -
Address7,7
Legal Description:
City, ST, Zip/.* 42"
Contractor:I-Ile, v"',
Telephone: Fill
Address: A_)
Project Description:
City, ST, Zip•fAlel,7 03
041 --,e 41 X) 141
Telephone .-76oY6/-7-,7- 3 Yl
X
State Lic. #
City Lic. ff. /14 10
Arch., Engr., Designer- 5>,,Yq A" --rA1 4L
Address: 7911 ,5"'al 45s.
%\ A
City., ST, Zip: I Ao" L'-'g
Telephone: -16o 6i6 y- q70 7
Construction Type: Occupancy:
State Lic. #:6, e.
Project type (circle one): New Add'n (12 Qe Repair Demo
Nameof Coat Person:.
1
Sq. Ft.: 1237 --- 1—nes:
_3
*
#sto-
# Units: I
Telephone #,of Contact Person: V14
Estimated Value of Project: roj 0 0
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req l
R Id
Recd
TRAMING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount*
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Cates.
Called Contact Person
Plan Check Balance.
Title 24 CaIcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2" Review, ready for correctio!sue
(—/is
t
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
kaw
YOUNG ENGINEERING SERVICES'
w V
77-682 Country Club Dr. Ste.. B, .Palm Desert,
CA 92211 ph. (760),77275107 fax (760) 345-7620
Letter of Transmittal
To: ,City of La Quinta Today's Date:
12-23-13
78-495 Calle Tampico City Due Date:
12-20-13
La Quinta, CA 92253 Project Address:
77473 Calle Mazatlan
Attn: Angelica Plan Check #:
13-1580 c� '
Submittal: ® 1St❑
4in
❑ 2nd
❑
50' ,
❑ aro
❑
Other:
We are forwarding: ® By Messenger , ❑ By Mail (Fed Ex or UPS) - ❑ -Your Pickup
Includes: # Of Descriptions: Includes:
# Of Descriptions:
Copies:
Copies:
® 1 Structural Plans
❑
Revised Structural Plans
® 1 Structural Calculations
❑
Revised Struct. Calcs '
❑ Truss Calculations Floor
❑ .
Revised Truss
and Roof
❑ Soils Report
❑
Revised Soils Report
❑ Structural Comment
❑
Approved Structural Plans
List/Response
❑ _ Redlined Structural Plans
❑
Approved Structural Calcs
❑ Redlined Structural Calcs
❑
Approved Truss Calcs
❑ Redlined Truss Calcs
❑
Approved Soils Report
❑ Redlined Soils Reports
❑
Other:
Comments: Structural content is approvable.
If you have any questions, please call.
Time = 0.75 HR
v
This Material Sent for:
❑ Your Files
®
Per Your Request-
equest❑
ElYour Review
❑ ,
Approval -
❑ y Checking
❑
At the,request of:
Other: ❑
By: Kathryn Samuels
Palm Desert Office: ® (760) 772-5107
Other: ❑
r.
RSA 9J7RrVCJ%VYjU.-NAL E!, GIJYKAEER1Ir XUAT
77570 Springfield Lane, Suite "D" Telephone: (760) 360-9998 +
Palm Desert, CA 92211 Fax: (760) 360-9903
r CC(
Structural Calculation
For Thompson Residence
At 77413 Calle Mazatlan
La Quinta, CA
Type Of Pro'ect: Resident'F GOTS( OF LA QUINTA
Kitchen,Remodel BUILDING & SAFETY DEPT.
4 - A9 > ROVED
r FOR CONST CTiON
DATE B
4 pfES91p
MY if LA 5u M O PSG
099+1411JNITY ®Eal y p z
W NO. C 67613 m
M
EXP.
Designer: Southwest Concepts F
Date! November 18, 2013
Design by: R.A.
Job No. 1311108
CLIENT: TV qv y
SUBJECT: PQe+rno-c 1
DESIGN BY: Vp
Roof Loads - Slot)ed
RA Structural Engin, veering SHEET:
JOB NO: t 3 Pit® g
DATE:
DESIGN LOADS
Clay Tile
15
psf
Framing
2.5
psf
Sheathing (1/2" CDX)
1.5
psf
Ceiling
2.5
psf
Insulation
1.5
psf
Misc.
4
psf
Total Dead Load
27
psf
Total Live Load
20
psf
Total Roof Load
47
psf
Floor Loads
6
psf
Framing
3.5
psf
Sheathing (3/4" Plywood)
2.5
psf
Ceiling
2.5
psf
Lt. Wt. Conc./Flooring Tile
15
psf
Misc.
3.5
psf
Total Dead Load
27
psf
Total Live Load
40,
psf
Total*Floor Load
67
psf
Exterior Wall
7/8" Stucco 10,psf
Insulation 1 psf
Drywall 2.5 psf
Studs ._. 1 psf
Misc. 2.5 psf
Total Wall Weight 17 psf
Roof Loads - Flat
Roofing
6
psf
Framing
2.5
psf
Sheathing '(1 /2" CDX)
1.5,
psf
Ceiling
2.5
psf
Insulation
1.5
psf
Misc.
6:'
psf
Total Dead Load
20,
psf
Total Live Load
20
psf
Total Roof Load
40
psf
Deck Loads
Framing
3.5
psf
Sheathing (3/4" Plywood)
2.5'p-
sf
Ceiling
2.5
psf
Lt. Wt. Conc./Flooring Tile
15
psf
Lt. Wt. Conc./Flooring Tile
10
psf
Misc.
3.5
psf
Total Dead Load
37
psf
Total Live Load
60
psf
Total Deck Load
97,
psf
Interior Wall
Insulation 1 psf
Drywall 5 psf
Studs 1 psf
Misc. 3 psf
Total Wall Weight 10 psf
r
CLIENT:iI cm• m+►
SUBJECT: - Structural E1ZQl1Z eeYl1Z JOB NO 13 1 1 f cl8
DESIGN BY: DATE: 11 1 S 13
Cj
Ll
CITY ®F: LA QUINTA .
BUILDIIIG &'SAFETY DEPT,
®
FOR CONSTRUCTION
DATE BY
J
Reza PROJECT: BM#1 PAGE:
As har Dur CLIENT: Thompson Residence DESIGN BY: R.A
N JOB NO.: 1311108. DATE: 11/18/2013 REVIEW BY R.A.
INPUT DATA & DESIGN SUMMARY
MEMBER SIZE
MEMBER SPAN
UNIFORMLY DISTRIBUTED DEAD LOAD
UNIFORMLY DISTRIBUTED LIVE LOAD
CONCENTRATED DEAD LOADS
(0 for no concentrated load)
DEFLECTION LIMIT OF LIVE LOAD
DEFLECTION LIMIT OF LONG-TERM
4 x 8
L
Pot
No. 2, Douglas Fir -Larch
L=
9
ft
wD=
116
lbs/ft
WL =
27
lbs / ft
Poi =
0
lbs
L1 =
0
ft
Poe =
0
lbs
L2 =
0
ft
d L = L / 360 Camber => 0.15 Inch
d KerD+L=L/ 180
Does member have continuous lateral support by top diaphragm ?
L
Pot
L
Poe
1 0.90
WL
v
wp
v v
v
v v
v
n
Construction Load
5 1.60
Wind/Earthquake Load
6 2.00
Impact Load
Choice =>
4 Construction Load
ANALYSIS
E' =
DETERMINE REACTIONS, MOMENT, SHEAR
wselrwt = 5
lbs / ft RLeft = 0.67 kips
VMax = 0.58
kips, at 7.25 inch from left end MMax =
d L = L / 360 Camber => 0.15 Inch
d KerD+L=L/ 180
Does member have continuous lateral support by top diaphragm ?
(1= yes, 0= no)
0 No
Code Duration Factor Cr, Condition
1 0.90
Dead Load
2, 1.00
Occupancy Live Load
3 1.15
Snow Load
4 1.25
Construction Load
5 1.60
Wind/Earthquake Load
6 2.00
Impact Load
Choice =>
4 Construction Load
ANALYSIS
E' =
DETERMINE REACTIONS, MOMENT, SHEAR
wselrwt = 5
lbs / ft RLeft = 0.67 kips
VMax = 0.58
kips, at 7.25 inch from left end MMax =
DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES
b =
3.50
in E'rnin = 580
ksi
E = Ex =
d =
7.25
in FbE = 5946
psi
Fb =
A =
25.4
int I = 111
in4
F =
Sx =
30.7
in' Re = 10.819
< 50
E' =
1E=
16.5
(ft, Tab 3.3.3 footnote 1)
RRIght =
Co CM Ct
Ci CL CF
1.25 1.00 1.00
1.00 0.98 1.30
CHECK BENDING AND SHEAR CAPACITIES
fb = MMax / Sx = 588
psi < Fb
fv, = 1.5 VMax / A =
34 ' psi <
CHECK DEFLECTIONS
No. 2, Douglas Fir -Larch
A (L, Max) = 0.02
in, at 4.500 ft from left end,
d(KcrD+L, Max) = 0.17
in, at 4.500 ft from left end
Where Kcr = 1.50
, (NDS 3.5.2)
DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT)
d (1.5D, Max) = 0.15
in, at 4.500 ft from left end
THE BEAM DESIGN IS ADEQUATE.
Code
Designation
1
Select Structural, Douglas Fir -Larch
2
No. 1, Douglas Fir -Larch
3
No. 2, Douglas Fir -Larch
4
Select Structural, Southern Pine
5
No. 1, Southern Pine
6
No. 2, Southern Pine
Choice
=> 3
RRIght =
0.67 kips
1.50
ft -kips, at 4.50 ft from left end
1600
ksi Fb = 1462.5
psi
900
psi F = FbE / Fb' =
4.07
180
psi Fe = 1,440
psi
1,600
ksi Fv' = 225
psi
Cv Cc Cr
1.00 1.00 1.00
1440 psi [Satisfactory].
Fv' [Satisfactory]
< d L = L/ 360 [Satisfactory]
< d Kcr D t L= L/ 180 [Satisfactory]
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE BY
0
0
CHECK THE BEAM CAPACITY WITH AXIAL LOAD
AXIAL LOAD F = 2 kips
THE ALLOWABLE COMPRESSIVE STRESS IS
Fc: = Fc CD Cp CF = 481 psi
Where F = 1350 psi
CO = 1.60
CF = 1.30 (Lumber only)
Cp = (1+F) / 2c - [(1+F) / 2c)2 - F / c]°-5 = 0.171
Fc' = Fc CD CF = 2808 psi
Le = Ke L = 1.0 L = 108 in
b 3.5 in
SF =slenderness ratio = 30.9 < 50
F,E = 0.822 E'min / SF = 501 psi
E'min = 580 ksi
F = FSE / F,• = 0.178
C = 0.8
THE ACTUAL COMPRESSIVE STRESS IS
[Satisfies NDS 2005 Sec. 3.7.1.4]
fc = FIA = 79 psi < Fc' [Satisfactory]
THE ALLOWABLE FLEXURAL STRESS IS
Fe = 1843 psi, [ for Co = 1.6 ]
THE ACTUAL FLEXURAL STRESS IS
fb = (M + Fe) / S 817 psi < Fe [Satisfactory]
CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.2]
(f, / F.' )2 + fb / [Fe 0 - f / F.01 p 0.553 < 1 [Satisfactory]
GI .1
-F QUINTA
BUILDING & SAFETY
DEPT.
APPROVED
FOR CONSTRUCTION
DATE _ BY
40
1
1
F
F
T
[Satisfies NDS 2005 Sec. 3.7.1.4]
fc = FIA = 79 psi < Fc' [Satisfactory]
THE ALLOWABLE FLEXURAL STRESS IS
Fe = 1843 psi, [ for Co = 1.6 ]
THE ACTUAL FLEXURAL STRESS IS
fb = (M + Fe) / S 817 psi < Fe [Satisfactory]
CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.2]
(f, / F.' )2 + fb / [Fe 0 - f / F.01 p 0.553 < 1 [Satisfactory]
GI .1
-F QUINTA
BUILDING & SAFETY
DEPT.
APPROVED
FOR CONSTRUCTION
DATE _ BY
40
CLIENT:RA
SUBJECT: R-emaj"o
Structural E1ZQlIZeeYIiZQ
-
SHEET:
DESIGN BY:, P
JOB N0: 13oifo
DATE:
Ua-kro
lex.
G,5: x 3S-a
use it 5
ss yr ` S -
W 1 dx8. .
'`
. % a ► =
2L So Lbs
SIMPSON STRONG -TIE COMPANY INC.
(800)999-5099
5956 W. Las Positas Blvd., Pleasanton, CA 94588.
www.strongtie.com
0
c
a
Job Name: Thompson Residence
Wall Name: Shear Wall #1
Application,: Standard Wall on Concrete
Design Criteria:
* 2009 International Bldg Code
* Seismic R=6.5
* 2500 psi concrete
* Alternate Basic or Basic Load combination
* ASD Design Shear = 2275 lbs
Selected Strong-Wall(g) Panel Solution:
Model
i T
Type W I H I
(in) i (in) I (in)
Sill
Anchor
Anchor Load End Total Axial
!
Boit (lbs)
Actual
Uplift
SSW18x8 --ESteel
— -- -- ------ iii --
I
18 93.25 j 3.5
- -- -
N/A
----
I I
2 - 1" 1 100
(lbs)
17353 Ib
Actual Shear & Drift Distribution:
-- 1 - --.. I
Model Shear Shear I Allow , Drift Limit
(lbs) (lbs) Shear
SSW18x8
1 2275 < 2480 OK 0.92 1 0.42 i 0.47
1-SSW18x8 is OK.
Notes:
Disclaimer:
It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed
applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie
Company Inc. at 1-800-999-5099.
CITY Off- LA QINTA
RUII._DINO &SAFETY DEPT.
A PROVED
FOR CONSTRUCTION
DATE BY
Pagee11 of
lam/
a
SIMPSON STRONG -TIE COMPANY INC.
(800) 999-5099 •
5956 W. Las Positas Blvd., Pleasanton, CA 94588.
www.strongtie.com -
g . e
c
Job Name: Thompson Residence
Wall Name: Shear Wall #1
Application: Standard Wall on Concrete
Design Criteria:
* Slab on grade - Garage curb
* 2009 International Bldg Code
* Seismic R=6.5
* 2500 psi concrete
Anchor Solution Details:
3' Clr.
SSWAB
Minimum curb/stemwall
width per shear anchorage
table. See following page. ,
Shear reinforcement ,
when required
Curb or Stemwall Section View
3° I
' e
• . I I
I • i
I
I I
a• • a i i ,/z W
I I.
, ,• ,. I I _
—S '/z
Perspective View 'h W W
(Slab not shown for clarity) Footing Plan
Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Untracked Concrete Design:
Model i
W I de S f Anchor Bolt Strength Model W ^ de I S Anchor Bolt { Strength '
SSW18x8 56 19 12.25 1 SSWABI High Strength SSW18x8 I 49 17 12.25 SSWABI ; High Strength
-_ _.- - _ -----1----_ --- .------- L- ---- - -- --------
Notes: CIS OF LA C UINTA
BUILDING & SAFETY DEPT.
1. Anchor Design conforms to ACI 318 Appendix D with no supplementary re nforcement.-and
cracked or uncracked concrete as noted. I PPROVE®
2. Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or i-igh('SVr,rogthF(44,. .TION
3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2fa1mily dwellings in SDC C may use wind
anchorage solutions. Seismic anchorage designs conform to ACI 318-08 Section D.3.3.4
4. Footing dimensions are for anchorage only. Foundation design (size and reinfo cemert)-by -De .-
The registered design professional may specify alternate embedment, footing size or ant or o L.
Page 2 of
S
SIMPSON STRONG -TIE COMPANY INC.
(800)999-5099
5956 W. Las Positas Blvd., Pleasanton, CA 94588.
www.strongtie.com _
STEEL STRONG -WALL® SHEAR ANCHORAGE-
Foundation shear reinforcement to resist shear forces from Strong -Walls panels located at the edge of concrete is shown in the table below.
The SSW12 and SSW15 used in wind applications do not require shear reinforcement when the panel design shear force is less than the
anchorage allowable shear load shown in the table below.
i- r F- ,
SEISMIC "`
•c ' •rr K
a't`.r ,. F f t; WIND'. rj .t°fs:»' , i :`-
Mlnlmumt
;s < M , VASD AIIowable Shear load yr
;
(Lt or
F Model,t -
r r
f
Shear, ; + Curb/Stemwall
; ", t Ti,;h
Shea-, i lMinlmum i s ,lbs) f,
' Curb/.Stemwall
? 7Vill) jj
I
;Relnllorcement rte Wldlh t
- 4
en
Relnforeemanl ;L t.Wldth ry6 Mlnlmum CurbAtemviall (w 8 Mlnlmum CurblStemwall
r
;
Y
razz (id)lids' s'
T
S"3 hl L -
Craeked r Uncia cIll etl e, Crooked ;-
SSW12. 9
(1)63 Tie
6,
None required — 1370 980 1605 1145
SSW15 12
(1)#3Tie
6
None required 1765 1 1260 1 2015 1440 -
SSW18 14
(1) 63 Hairpin
8' • .
(1) 63 Hairpin 6 - -
(1)13 Hairpin _ 6 11 Hairpin reinforcement achievesmazimum
(2) 93 Hairpins 0 allowable shear load of the Steel Strong-Wall
SSW21 15
(1)93 Hairpin
8'
SSW24 117
(2) 63 Hairpins
8'
1. Shear anchorage designs conform to ACI 318-05 and assume minimum 1c=2500 psi concrete.
2. Shear reinforcement is not required for panels installed on a wood floor, interior foundation applications - - - -
(panel Installed away from edge of concrete), or braced -wall panel applications.
3. Seismic Indicates Seismic Design Category C through F. Detached 1 and 2 family dwellings In SDC C may use wind anchorage solutions.
Seismic shear reinforcement designs conform to ACI 318-05 Section D.3.3.4. - _ -
4. Wind includes Seismic Design Category A and B. -
5. Where noted minimum curb/stemwall width Is 6' when standard -strength SSWAB Is used: - -
- 6. Use (1) /3 tie for SSW12 and SSW75 when the Steel Strong -Wall, panel design shear force exceeds the tabulated
' - anchorage allowable shear load.
7. The registered design professional may specify alternate shear anchorage.-
. Lh Min' ---------------- .. ` , .Lt I • .. ..
4 - 4' Min.
t t
SSWAB 93 Hairpin ' Field tie and secure during - r SSWAB 63 Tie '4, Field tie and secure -
grade 40 rebar concrete placement. Overlap. grade 40 during concrete
(Min.) varies with bolt spacing. ' • rebar (Min.) placement ,
y Hairpin Shear Reinforcement Tie Shear Reinforcement r '' ,a 4'
* - y - Win, _ r - - ,. • ,C` .
SSWAB'
63 Hairpin (93 tie similar).
see table for required quantity. `
- t r/z C L R 11h' Spacing
Ifni not Iinl) nv Ty 0 FLA' ' ( gg QUp
Hal rpinInstallation ^ iINTA
r
(Garage curb shown, othefooting types imifagi- U I LD I NG & SAFE
... _ _ TY DEPT.
APS
r r OVED
.FOR CONSTRUCTION
• DATE BY
r w'
- I t _ M •. F r '` _ •• ' ,+ ` •, "` - . - n .. Page 3 of
Reza
PROJECT:
Footing at SW#1
PAGE:
As harnnour
CLIENT:
Thompson
Residence
DESIGNBY: R.A.
N
JOB NO.:
1311108
DATE: REVIEW BY: R.A.
Fomi, Desi n>#of Sheali Walln,Based om ACli3r18 05
INPUT DATA'
Pr
WALL LENGTH
Lw =
1.5
ft
Q
WALL HEIGHT
h =
8
ft
F
WALL THICKNESS
I=
4
in
M
FOOTING LENGTH
L =
6.5
ft
P
L, =
2.5
ft
In
w
FOOTING WIDTH
B =
4.2
ft
FOOTING THICKNESS
.T=
24
in
FOOTING EMBEDMENT DEPTH
D =
2
ft
P F
ALLOWABLE SOIL PRESSURE
qa =
1.5
ksf
D `
DEAD LOAD AT TOP WALL
LIVE LOAD AT TOP WALL
Pr,DL =
Pr,LL =
. 0.5
0.5
kips
kips
ol
o1 -Lw ,
TOP LOAD LOCATION
a =
0.75
ft
L
WALL SELF WEIGHT
Pw =
0.1
kips
LATERAL LOAD TYPE (0=wind, 1 =seismic)
1
seismic
SEISMIC LOADS AT TOP (E/1.4, ASD) F =
• 2.28
kips
THE FOOTING DESIGN IS ADEQUATE.
M =
0
ft -kips
CONCRETE STRENGTH
fc' =
2.5
ksi
REBAR YIELD STRESS
T
fy =
60
ksi
OP BARS, LONGITUDINAL 2 # 5
BOTTOM BARS, LONGITUDINAL 5 # 6
BOTTOM BARS, TRANSVERSE # 3 @ 8 in o.c. < == Not Required
ANALYSIS
CHECK OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2.1, & ASCE 7-05 12.13.4)
F = MR / Me = 1.21 > 1.4 x 0.75 / 0.9 for seismic
Where Pf = 7.917 kips (footing self weight)
Mo = F (h + D) + M = 23 ft -kips (overturning moment)
MR = (Pr,DL) (1-1 + a) + Pf (0.5 L) + Pw (L, + 0.5Lw) = 28
CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN)
Ps = 5.46 kips (soil weight in footing size)
P = (Pr,DL + Pr,LL) + Pw + (Pf - Ps) = 3.56 kips (total vertical net load)
MR = (Pr,DL + Pr, LL) (1-1 + a) + Pf (0.5 L) + Pw (LI + 0.5Lw) = -29
e = 0.5 L - (MR - Mo) / P = 1.42 ft (eccentricity from middle of footing)
P 1+6e1
L for e:5 L
9 c„ix = BL 6
2P ,for e>L, = 0.31 ksf
-
3B(O.5L-e)' 6
Where e = 1.42 ft, > (L / 6)
CHECK FOOTING CAPACITY (STRENGTH DESIGN)
Mu,R = 1.2 (Pr,DL (L, + a) + Pf (0.5 L) + Pw (L, + 0.5Lw)] + 0.5 Pr, LL(L, + a)
Mu,o = 1.4 (F(h + D) + M] = 32 ft -kips
Pu = 1.2 (Pr,DL + Pf + Pw) + 0.5 P,, LL = 10 kips
eu = 0.51-- (MU,R - Mu,o) / Pu = 3.05 ft
P. 1 + 6e,, l
.for e„ s L
4.,.,,ux = BL 6 = 8.25 ksf
2Pu
L
3B(O.5L-e„) for e > 6
(Satisfactory]
ft -kips (resisting moment without live load)
ft -kips (resisting moment with live load)
< 4/3qa
[Satisfactory]
34 drftIki Y LA A QU1NTA
BUILDING & SAFETY DE ,
T
BENDING MOMENT & SHEAR AT EACH FOOTING SECTION
Section
0
1/10 L
2/10 L
3N0 L
4/10 L
5/10 L
6/10 L
7/10 L
8/10 L
9/10 L
L
xu (ft)
0
0.65
1.30
1.95
2.60
3.25
3.90
4.55
5.20
5.85
6.50 \{
Pu,w (klf)
0.0
0.0
0.0
0.0
74.4
0.6
-73.1
0.0
0.0
0.0
0.0
Mu,w (ft -k)
0
0
0
0
0
-16
-32
-33
-34
34
-35
Vu,w (kips)
0
0
0
0
-8
-32
-9
-1
-1
1
-1
Pu,f(ksf)
0.3
0.3
0.3
0.3
0.3:
0.3
0.3
0.3
0.3
0.3
0.3
Mu,f (ft -k)
0
0
-1
-3
-5
-8
-11
-15
-20
-25
-31
Vu,f (kips)
0
-1
-2
-3
-4
-5
-6
-7
-8
-9
-10
qu (ksf)
-8.3
0.0
0.0
0.0
•0.0
0.0
0.0
0.0
0.0
0.0
0.0
Mu,q (ft -k)
0
5
12
18
25
32
39
46
52
59
66
Vu,q (kips)
0 _
10
10
10
10
10
10
X10
10
10
10
E Mu (ft -k)
0
4
10
16
20
8
-5"
-3
-1
0
0
E Vu (kips)
0
10
9
8
-1
-27
-4
3
2
1
0
30
20
10
0
-10
20
0
-20
.-40
(cont'd)
F
Location
Mu,max
d (in)
PregD
PprovD
Vu,max
Vc = 2 0 b d (f,' )os
Top Longitudinal
-5 ft -k
20.69
0.0000
0.0006
27 kips
89 kips
Bottom Longitudinal
20 ft -k
20.63
0.0018
0.0021
27 kips
88 kips
Bottom Transverse
1 ft -k / ft
20.06
0.0000
. 0.0000
1 kips / ft
20 kips / ft
P
0.85 - Mu
Where 0.383bdz f J
= f 1- i,
v
_0.85/3ifc su
PMAX ! = 0.0129
J y E11+Ej
P min = 0.0018
[Satisfactory]
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
r,% r-1 ED
FOR CONSTRUCTION
DATE BY