CRES (11-0249)53685 Avenida Madero
11-0249
P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
11-00000249
Property Address:
53685 AVENIDA MADERO
...APN:
774 -102 -021 -9 -000000 -
Application description:
CARPORT - RESIDENTIAL
Property Zoning:
COVE RESIDENTIAL
Application valuation:
5852
Applicant:
Architect or Engineer:
- 'OWNE ER DECLARATION
insurance carrier and policy number are: '
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
Owner:
TEFFT EDWARD
727 SO.'ORANGE GROVE #6
PASADENA, CA 91105
(213)479-4273 -
Contractor: 1
RED HILL CONSTRUCTION
1431 ST. -ANDREW PLACE
SANTA ANA, CA 92705
(949)862-5615
Lic. No.: 953674
-VOICE.(760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 6/08/11
Lender's Name:
Lender's Address:
LQPERMIT
of this county to enter upon the above-mentioned property f insp tion purposes.
Date: Signature (Applicant or Agent):
LICENSED CONTRACTOR'S DECLARATION
- - WORKER'S COMPENSATION DECLARATION
1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with
I hereby affirm under penalty of perjury one of the following declarations:
Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect.
"I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
License Class:. B LicenseNo.:. .953674
_
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
Date:, Contractor:
issued.
%0001 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
- 'OWNE ER DECLARATION
insurance carrier and policy number are: '
I hereby affirm under penalty of perjury that I am exam , rom the Contractor's State License Law for the -
Carrier GRANITE STATE Policy Number WC 005565202
following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to
_ ;I certify that, in the performance of the work for which thispermit is issued, I shall not employ any
.construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the
person in any manner so as to become subject to the workers' compensation laws of California,
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
and agree that, if I should become subject to the workers' compensation provisions of Section -
- License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
3700 of the Labor Code, I shall forthwith comply with those provisions.
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).:.
Date: `.Applicant:
(_ I -1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
JF
the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The
'WARNING: FAILURE TO SECURE WORKERS' COMPE SA VERAGE IS UNLAWFUL, AND SHALL
Contractors' State License Law does not apply to an owner of property who builds or. improves thereon,
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND L FINES UP TO ONE HUNDRED THOUSAND
' and who does the work himself or herself through his or her own employees, provided that the
DOLLARS 1$100,0001.. IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. ,
one year of completion, the owner -builder will have the burden of proving that he or she didnot build or
-
" improve for the purpose of sale.).
APPLICANT ACKNOWLEDGEMENT-
" (_ 1 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
IMPORTANT Application is hereby made to the Director of. Building and Safety for a permit subject to the
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner.of
conditions and restrictions set forth on this application.
property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed
1. Each person upon whose behalf this application is made, each person at•whose request and for
' pursuant to the Contractors' State License Law.). -
whose benefit work is performed under or pursuant to any permit issued as a result of this, application,
I am exempt under Sec. ,B.&P.C. for this reason -
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. -
.
Date: Owner: _
2. Any permit issued as a result of this application becomes null andvoid if work is not commenced .
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject "
- CONSTRUCTION LENDING AGENCY
permit to cancellation.
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
I certify that I have read this application and state that the above information is correct. I agree to comply with all
work for which this permit is issued (Sec. 3097, Civ. C.). -
city and county ordinances and state laws relating to building construction, and hereby authorize representatives
Lender's Name:
Lender's Address:
LQPERMIT
of this county to enter upon the above-mentioned property f insp tion purposes.
Date: Signature (Applicant or Agent):
Application Number
11-00000249
Structure Information
Construction Type
. . . TYPE V, UNPROTECTED
Occupancy Type
GAR, CARPORT, SHED, AG
Other struct.info
. . . CODE EDITION
2010
FLOOD ZONE.
NO
GARAGE SQ FTG
440.00
Permit
CARPORT/GARAGE
Additional desc
Permit Fee
81.00, Plan Check Fee..
52.65
Issue.Date . . .
Valuation . . .
. 5852
Expiration Date
12/05/11
Qty Unit Charge
Per
Extension
BASE FEE
45.00
4.00, 9..0000
THOU BLDG 2,001-25,000
36.00 .
Special Notes and
Comments
440 SF CARPORT. U
OCCUPANCY. TYPE V -B
CONSTRUCTION. 2010
CODES.
-- --- --------------------------------
Other Fees . . .
-------------------_------------
BLDG STDS ADMIN (SB1473)
1.00
STRONG MOTION (SMI) - RES
.59
Fee summary
Charged Paid Credited
Due
Permit Fee Total
81.00 .00 .00
81.00
Plan Check Total"
52.65 .00 .00
52.65.
Other Fee Total
1.59 .00 .00
1.59
Grand -Total
135.24 .00 .00
135.24
LQPERMIT -
YOUNG ENGINEERING SERVICES-www.valuengr:com
71.-780 San Jacinto Dr. Ste:. E2, Rancho: Mirage,
Ca. 92270 ph (760) 834-8860 fax (760) 834-8861
Letter of Transmittal
To: City of La Quinta Today's Date:,
3-25-11
78-495 Calle Tampico City Due Date:
3-28-11
La Quinta, CA 92253 Project Address: 53-685 Ave Madero ,
Attn: Phillip Plan Check #:
11-249
Submittal: t ® 15t
❑ 4th„ '
r ❑ 2nd
❑ .5th
❑ 3`d
,' ❑ •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
❑ Revised Truss
Soils Report Update
❑ Revised Soils Report
❑Structural Comment List
ElApproved Structural Plans
❑ Redlined Structural Plans
❑ ' Approved Structural Calcs -
El Red Iined•Structural Calcs
t
El 'Approved Truss Calcs
❑ Redlined, Truss Calcs
❑ ; Approved Soils Report
❑ Redlined Soils Reports
® Other: -
Comments: Structural content is approvable.
l
This ,M`aterial Sent for: r
y
❑ Your Files
® Per Your Request
• ❑ Your Review
❑ Approval
❑ Checking
❑ At the request of.
Other:
- By: . John W. Thompson
Rancho Mirage Office : ® (760) 834=8860
'Other : ❑ '
r `-
Bin # ,
L
City of La,Quinta
Building &r Safety Division
P.O. Box 1504, 78.495 Calle Tampico
Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
L
Project Address: SG937
,
Owner's Name: 7G e
A. P. Number:
Address: 7 Q t
Legal Description:
Contractor: ,
LL
Address: f13
City, ST, Zip:
154i4
p
-
2 O
City, ST, Zip:
?/ 1% ;<•;..;<;:;:.::.>: ::::.;::.;:>.;:.;::
Telephone:. y
;.
Project Description:
✓.! iIGL .rJ OF /a ?OX Z
Telephone:
;:;w<.;a:»:;::.;;:;;•:;;;.<<>:•;;::;<:;;:::>;::;:.;;;:..
Cl Aa.eY-
State Lic. # :
City Lic. #;
Arch., Engr., Designer:
Address:
City, ST, Zip:
Telephone:
•: •;l:r:iv'v:ii:•i}i .iS lii:::i)i:k ::ititi 4:A ii
:.:;;:: .::::.::::::...::.<:.::.,•.>:•,«. •::.::.;:.;:
:,:s:>.: •::•::.;:.;:. :.:;:•.:..:.:>:w•>:.;:.;>
:<:`,:>:>::>:::::<<y<:::::•'.,?:i::`::'
•:- :Y :;•s::.;;::.;:::•:r :<;<;;•;::>«<..;.:;:.;:::<.:
Construction T YPe: Occupancy:
State Lic. #:
,
Project type (circle one): New Add'n Alter Repair
Demo
Name of Contact Person:
Sq. Ft.:
# Stories:
#Units:
Telephone # of Contact Person:
Estimated Value of Project: —
APPLICANT: DO NOT WRITE BELOW THIS LINE
# .
Submittal
Req'd
Rec'd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready f corrections
Plan Check Deposit
Truss Calcs.Called
Contact Pe n
Plan Check Balance
Title 24 Cates.
Plans picked up
I
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2°" Review, ready for correction /issue
(7
Electrical
Subcontactor List
Called Contact Person
S
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE: -
"d 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
n
/7
Total Permit Fees
X357
?%A d ccs A•aov
Cod,
P.O. BOX 1504 BUILDING & SAFETY DEPARTMENT
Osy` 78-495 CALLE TAMPICO .(760) 777-7012
` OFTI LA QUINTA, CALIFORNIA 92253 ", r FAX (760) 777-7011
To: Greg Butler, Building & Safety Manager To CDD:
From: Les Johnson, Director -Planning Due Date: J,961:W
Permit #: Status: 'Z&Ot GSL
Building; Plans Appt(° al r
(This is an approval to issue a Building Permit) ,
The Planning Department has reviewed the Building Plans for the following.
project:
Description:%iAe-
Address or General Location:
w Applicant Contact: 9¢ 3a X9 5
r
The Planning Department finds that:
❑ ...these Building Plans do not require Planning Department approval
...these Building Plans are approved by the Planning Department.
❑ :...these Building -Plans require corrections. Please forward a copy of the
attached corrections. to the applicant. When the corrections are made
please return them`to the Planning Department for review.
1
Les Johns n, Director -Planning Date
Y tees
X 5 2011.
CiN 01 l ce men'
.' planning DSP
j
3
STRUCTURAL C...
CALCULATIONS -T!'''
N
CARPORT DESIGN FOR:
TEFFT
iciiF _nvGNln+, •A . r'•..r. _ .. _ - _:. ..-... ... w
LA QUINTA,CA.92253
ARCH./ DESIGNER: BEING DESIGN (
STRUC. JOB N0. : 11Ot14 of IAF\EX\ pEPT,
ARCH -,JOB NO. gU1`p NG &S
DATE .3/9/2011
OPERATOR FADY FRIDRIC FQR Go
pAT
PRINCIPLE ENGINEER:
MOHE ARAH
No. C -051.4n
Exp. 06/30/12
,-1`' .. ;• •; i, OF CAS -SFO
nil 0 2019
1787POMONA RD., UNIT K CORONA, CA 92880 TEL.: 951 738 1215 FAX: 951 738 1153
DESIGN CRITTERIA
PAGE-
JOB NO. :11-014 r _.
DATE :03-09-11
CODE C.B.C. 2010 EDITION.
WIND : EXPOSURE C WIND SPEED
85 MPH
t
ROOF LOAD
. , •. '
Roofing.................
2.00 psf
Sheathing. 15/32"pw................
1.50 psf
.100 psf
;-
Insulation ...............................
0.50 psf
framing for cl'g........................
0.00 psf
Finish, 1/2" dw.........................
2.00 psf
Total Dead Load.........:..........
9.00 psf
Live Load .............................
20 psf
.
r
Total Load .............:..............
29.00 psf
BM # I ROOF RAFTERS
LENGTH -1.5''
D.L. = 1.33-9,
12
PLP
L.L. 1.33*20
= 27
= PLF
CANT. PAN
LENGTH = 31
DI. = '1.33*9
= 12
PLF
L.L. = 1.33*20
= 27
-PLF
USE 2 X 10 @ 16" -O.0
BM#2 DRP BM @ CARPORT
LENGTH = 10'
D.L. = 10.5*9
= 95
PLF
L.L. = 10.5*20
210
PLF
USE '4X10
"o 11.10 rAA; va,i tiff iioi
,BEAM Size: 2x10, Sawn,. Fully Unbraced Calculations er2005. NDS,.IBC 2009, CBC 2010 ASCE 7 05 r '
UsingAllowable Stress Desi n IBC & p
9 with 2006
ASCE 7-05 Load Combinations, Major Axis Bending
Wood Species,: Douglas Fir- Larch., ` .
'
°
':Wood Grade : No.2.• ; "
Title Block Line 1 •
^" ` s Title
Job'#
'
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,
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•fv : Actual :.
using the "Settings" menu item
Project Desc
Design'Summary
'Max '
and then using the 'Printing &
. Project Notes
t
.,.
Title Block" selection. -
<. • , •' • •
a , •
fb : Actual : 612.23 psi at 7.200 ft in Span # 1
'
Title'Block Line 6
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-
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1k983.2011,Uer 6200 '
` . ,. ' : wJ , r
•Desc'ription:
. _
fv : Actual . 32.09 psi at 14.250 ft in Span # 1
. •t -
150°
BM # 1,2
.. _ Y,,.
•: .,
<" .
•, 614.", ,`
Load Comb +D+Lr+H F
,BEAM Size: 2x10, Sawn,. Fully Unbraced Calculations er2005. NDS,.IBC 2009, CBC 2010 ASCE 7 05 r '
UsingAllowable Stress Desi n IBC & p
9 with 2006
ASCE 7-05 Load Combinations, Major Axis Bending
Wood Species,: Douglas Fir- Larch., ` .
'
°
':Wood Grade : No.2.• ; "
>3r ` a Fb - Tension 900 psi Fc - Prll 1350 -psi
Fv - 180 psi ',. Ebend- xx • „' 1600 ksi ,; Density 32.21 pcf
Fb -,Compr • 900' psi Fc- Perp 625 psi
Ft 575 psi' Eminbend - xi -ksi
Applied Loads
Applied
Max fv/FvRatio =
Beam self weight calculated and added to loads
•fv : Actual :.
Unif Load: D = 0.0120, Lr = 0.0270k/ft, Trib=1.0 ft
Fv: Allowable:
170.00 psi
Design'Summary
'Max '
+D+Lr+H
a;
fb%Fb Ratio = :0.734. 1 •• Y .. '
• . ` • .<; •,.
"o
,
fb : Actual : 612.23 psi at 7.200 ft in Span # 1
.;
0.0120 i 0.0270I-
,.• Fb : Allowable:' •833.77, psi
Load Comb: +D+Lr+H
Z A,rs..
',-
.. r
Ma'xfv!FvRatlo - ':_ 0 178: 1` . -
'F
` . ,. ' : wJ , r
. _
fv : Actual . 32.09 psi at 14.250 ft in Span # 1
- ._ .
150°
k
, .. ,M„ a f • f ♦ T . ,
Fv: Allowable : 180.00 psi
,. •
<" .
•, 614.", ,`
Load Comb +D+Lr+H F
Max Reactions .(k) g L Lr+ S W'. E
H . ,Max Deflections
' a
Left Support 0.11 0.19 • Downward
L+Lr+S : ;"0.177 in' Downward Total 0276 in
Right Support 0.16 0.29
Upwafd
L+Lr+S, • :-0.101 in '•, Upward Total -0.158 in
Live Load
Defl Ratio 708 Total Defl'Ratio 454
' } Woxo d Beam Destgn ` BM # 2 :.. . ... .. ,.
...a... . , . •..._, .. :.. ..
yMF:.. •J.ryitaX!R'a'^Sw"? u..'J'.,:vii.:^•SYT:.'ddit,`aa±!c.'L;KAF'LxX3'!£TT/.'L3X^' '+1..'"s^:
w..G .S•ftX L.^@ Jf': T9"39"Y
:.^_ ^C. &.N'X,"Nc'i'R . N 5:x=@4 T ..r.\?.: ,'S>•YA•'.'±4'l'i. %'eL'S,
BEAM Size: 4x10, Sawn, Fully Unbraced t
Using Allowable Stress Design 2006
r =
Loa'
.-w;'K+«Y '
Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 ;
with IBC
& ASCE 7-05
Combinations, Major Axis Bending y
Wood Species: Douglas Fir -Larch
+ Wood
Grade: No.2
Fb - Tension 875 psi Fc --Prll 600 psi
Fv '170
psi. . Ebend- xx ,. s 1300 ksi , Density 32."21 pcf
Fb - Com pr 875, psi .Fc - Perp 625,psi,
, .Ft *42
psi ` Erninbend'- xx 470 ksi `
Applied Loads J
's
Beam self weight Calculated and added to loads .
r
V _
Unif Load: D = 0:0950, Lr= 0.210 k/ft,:Trib=1.0 ft- f'
,.
Design SummaN
p
Max fo/Fb Ratio
= 0.903
fb": Actual :
'938.39 psi, of '5.000 ft in Span # 1
Fb: Allowable:
1,039.70 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.360: 1 •
•fv : Actual :.
61.24 psi.'at 9.233 ft in Span # 1R
Fv: Allowable:
170.00 psi
Load Comb: -'
+D+Lr+H
Max Reactions (k) g.
- D 0.0950 L, 0.210 -
"• 5".J'Y/ ..
W'101
Left Support 0.51
1.05
Downward
L+Lr+S _ 0.158 in :"Downward Total 0 235 in
Right SupportQ_51`
1:•n
w F ;p ,a
Load
_
d-L-0-r+c 0.000•i ;Upv. `.Total J uOG.;iri .;,.
100ft, WO.
,* Live
Max Reactions (k) g.
L Lr S
, w E H, : Max Deflections
>
Left Support 0.51
1.05
Downward
L+Lr+S _ 0.158 in :"Downward Total 0 235 in
Right SupportQ_51`
1:•n
w F ;p ,a
Load
_
d-L-0-r+c 0.000•i ;Upv. `.Total J uOG.;iri .;,.
,* Live
DO Ratio 1758; 1 :Total.Defl Ratio 509 •:•
.. -;
♦
- ._ .
.' ," •. ' Z . ;Y'
k
, .. ,M„ a f • f ♦ T . ,
.....
,. •
_
•, 614.", ,`
oei
. (
a
J
It
Title Block Line 1
You can changes this area
using the•"Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Description : WOOD POST DESIGN
General Information .
End Fixities Top & Bottom Pinned
Overall Column Height
10.0 ft
( Used for non -slender calculations )
Load Combination
Wood Species Douglas Fir - Larch
Governing NDS Formla
Wood Grade No.2
Location of max.above base
' - Fb - Tension 750 psi Fv
170 psi
Fb - Compr 750 psi Ft
475 psi
Fc - Prll 700 psi Density
32.21 pcf
Fc - Perp 625 psi
Applied My
E : Modulus of Elasticity ... x -x Bending
y -y Bending
Basic 1300
1300
Minimum 470
470
Load Combination 2006 IBC & ASCE 7-05
10.0 ft
ied Loads
Column self weight included : 27.401 lbs' Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 ft, D =1.0, Lr = 2.10 k
DESIGN SUMMARY
Title Job # 14 1, d;• ., .
Dsgr r:
Project Desc.: u z r
Projct Notes: 1 t
Printed: 10 MAR 2011 9:4441
VVuuu otiGl
Wood Gradi
Wood Meml
Exact Width
Exact Depth
Area
Ix
ly
Axial
1300 ksi
Brace Gond
X -X ('A
Y -Y (d
Bending & Shear Check Results
0.1042
PASS Max. Axial+Ben ding Stress Ratio =
0.3171 :1
Load Combination
+D+Lr+H
Governing NDS Formla
Comp Only, fc/Fc'
Location of max.above base
0.0 ft
At maximum location values are ...
12.505 in A4 Cf or Cv for Tension
Applied Axial
3.127 k
Applied Mx
0.0 k -ft
Applied My
0.0 k -ft
Fc: Allowable
805.0 psi
PASS Maximum Shear Stress Ratio =
0.0 :1
Load Combination +D+0.750Lr+0.750L+0.5250E+H
Location of max.above base
10.0 ft
'A;Plied Design Shear
0.0 psi
Allowable Shear
170.0 psi
Load Combination Results
Stress
Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7.05
lull IVdme 4X4
0.1042
ig/Manuf. Graded Lumber
0.0 ft
IerType Sawn
+D+Lr+H
3.50 in Allowable Stress Modification Factors
3.50 in Cf or Cv for Bending
1.50
12.250 in^2 Cf or Cv for Compression
1.150
12.505 in A4 Cf or Cv for Tension
1.50
12.505 in^4 Cm: Wet Use Factor
1.0
Ct: Temperature Factor
1.0
Cfu : Flat Use Factor
1.0
Kf : Built-up columns
' 1.c;
Use Cr : Repetitive?
No (non-Obonly)
tion for deflection (buckling) along columns :
0.0
idth) axis : Fully braced against buckling along X -X Axis
spth) axis :Fully braced against buckling along Y -Y Axis
vice loads entered. Load Factors will be applied for calculations.
Maximum SERVICE Lateral Load Reactions. .
Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k
Top along X -X 0.0 k Bottom along X -X 0.0 It
Maximum SERVICE Load Lateral Deflections ...
Along Y -Y 0.0 in at 0.0 ft above base
for oad combination: n/a
Along X -X 0.0 in at 0.0 ft above base
for oad combination : n/a
Other Factor used to calculate allowable stresses ...
Bending Compression Tension
Cf or v : Size based factors 1.500 1.150
Stress Ratios Maximum Shear Ratios
Location Stress Ratio Status Location
+D
0.1042
PASS
0.0 ft
0.0
+D+Lr+H
0.3171 .
PASS
0.0 It
0.0
+D+0.750Lr+0.750L+H
0.2639
PASS
0.0 It
0.0
+D+0.750Lr+0.750L+0.750W+H
0.2639
PASS
0.0 It
0.0
+D+0.750Lr+0.750L+0.5250E+H
0.2639
PASS
0.0 It
0.0
PASS
10.0 ft
PASS
10.0 ft
PASS
10.0 ft
PASS
10.0 ft
PASS
10.0 ft
Note: Only non
-zero reactions are listed.
X -X Axis Reaction I Y -Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
Maximum Deflections for Load Combinations - Unfactored Loads
1_0810 com0maaon
Max. X -X Deflection Distance
Max. Y -Y Deflection Distance
p
Title Block Line 1
Title
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Job #; L
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Title Block Line 6
Wood Columnxaa
Pnnt 10 2011 9
i ed F1A13:4441,
x .
,r
f
._
,. r,> cENERCALC+gINc::1983;2011 'Net, 2 M9
...
' -
3.50in ..
,x
- Loads a
e total"entered value: Arrows
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- Loads a
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the `
11-014
conterminous 48 States
2005 ASCE 7 Standard
k_
Latitude = 33.65863:
-- - -
Longitude = -116.31743
spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral.Acceleration values
Site class B = Fa = 1..0. , FV = 1.0
Data are based on a 0.01 deg grid spacing
`
Period Sa
(sec) (g)
0.2 1.500 (Ss, site Class B)
1.0 0.600 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 standard
Latitude = 33.65863
Longitude = -116.31743
spectral -Response Accelerations SMs ani mi,
SMs = "Fa x `Ss- and SM1 = FV x Si
Site Class D - Fa = 1.0 ,Fv = 1.5
Period sa
(sec) (g)
0.2 1.500 (SMs, site Class D)
1.0 0.900 (SM1, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 33.65863
Longitude = -116.31743
t)esign Spectral Response Accelerations SDs and
SD1
SDs = 2/3 x'sMs and SD1 2/3 x sMl
site Class D - Fa = 1.0 ,FV = 1.5
Period Sa
(sec) (9)
0.2 1.000 (SDs, Site .Class D)
r
1.0 0.600 (SD1, Site class D)
t
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T
FARAH ENGINEERING` ,°
STRUCTURAL DESIGN'z
PAGE'°..
ti a.
4013'NO::08-001
:DATE6013
. -04708
WIND LOADS ANALI(SfSxp
•.
i..
... 4�.'-
PERASCE 7 6-1
'
*' Ps=X*Kzt*pI*PS30
x
t s +
.max. r�c r � A JCS v r � +•
..
,� -
1 . .
PROJECT DATA
t r;
'
WIND EXPOSURE ? CO-EM
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r
ter.
' 4
"• - ' • =� .�4r�{-a �n�'� '. ,'.
2- WIND SPEED 85 MPH
.. r .; .
#.
'3- LOAD CASE
4- ROOF ANGLE � 0,
ES ;,+•
IrDEGR
5- ROOF HEIGHT.' FEET_7.
-
•�
, r j�-
^ � :. ;� � � � , ' � �
VARIABLES - r
(FROM TABLE ASCE7)
(6-2)
Kzt1 �" (FROM FIGURE(61-4) ASCE7)_
im
ASECTION(6-2)
Cj (FROM ASCE7)
Mal5`!
PS30 :(FROMFIGURE(6-2) ASCE7)_
WIND LOAD = 'PS = %'* Kzt. *'I * P,
30 ,'..
-"
--
r— ``k
;y
-
ti..'
- t•+,,
n
ip � .. � 'i �'-1 ��'. N rTIL ��
1787 POMONA RD., UNIT K CORONA, CA 9280 TEL.. 951.
381215 ':FAX: 951 7381153 ' ,
FARAH ENGINEERING STRUCTURAL•DESIG N
PAGE ; x
JOB N07: 11-014
DATE 03-10-1.1 r c
LATERAL DESIGN FOR STEEL. COLUMNS
SS " 1 500;
.c1' 'a"r°a 0 6 0
J
FOR SITE CLASS"'D"
§7 -
Fa'.
FV
SMsN
r 15 ,
SMI rt 3 QO gOpT
SDs(2/3 SMs)
w
SD1(2/3 SM1) 0600
`R. - r Et Nm f T f73 ti Ew f !' Y" ' ✓ y j r rr ti
1 25
Cs= SDS XI'
1 ! r
SIESMIC
SHEAR /COL ^0:8`9*(22'20)/4 r = 792 LB y <,
F 792 -.
USE TS 4X4 1/4"
WIND'.,1 .
SHEAR /COL = 18'`4'22/4+. r. F
r 396 LB
+ 10 _
Irl
1787 POMONA RD., UNIT K' CORONA,:CA 92880 , TE 951.738 1215 FAX: 951 7381153
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Title Block Line 6
- Printed 10 MAR 2011, s:oaara
p' rl s a t _r'
'. fJ
i` y `
Steel Colurnn 0,
1,052 C IN 0. M r
.,;C • q, h. (i > ?nay S` ''nm ,111Q
i' y" 'L'
- .
1 8
Description : STEEL COLUMN DESIGN
,
ti 'tTi ir -Ai
Calculations AISC 360.05, IBC 2010,
per 2009, CBC ASCE 7-05`
Steel Section Name': ' TS4x4x1/4 -•
Overall Column Height ' . 10 0 ft '
4
- Analysis, Method 2006 IBC & ASCE 7-05
Top & Bottom.Fixity,` Top Free, Bottom Fixed y '
Steel Stress Grade'-..,
Fy :. Steel Yield 36.0 ksi ter. Brace co
E :lastic Bending Modulus ' 29,000.0 ksi X -X (
ditionfor deflection (buckling) along columns';. t .
id axis Unbraced Length for X X Axis buckhng ' 10 ft K = 2.1 a
Load Combination : Allowable,Stress _ Y -Y (depth)
axis Unbraced Length for t Y•Axis buckling 10 ft K 2.1
loads applied
-p,p. ,,• ,Mr-; . --`• ,- , ., a Service
entered. Load, actors will be -for calculations.'',
Column self weight included : 130.13'lbs.' Dead Load Factor ',
. , r '• ' ' „
AXIAL LOADS.....
f H • }
Axial Load at 10.0 ft, D = 0.50, LR = 1.0 k
BENDING LOADS
~E
Lat. Point Load at 10.0 ft creating Mx-x,= 0.80 k
, DESlGN SUMMA'R1Y " ..L , - , v - - . ,:♦
y
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio 0.6434 .1 3t
Maximum SERVICE Load Reactions..
Load Combination +D+0.70E+H
Top along X X `:. ; 0:0 k
Location of max.above base x 0.0 ft
"bottom. along X X 0.0 k
At maximumlocation values are'.
tx Top along Y_ Y 0.0 k
Pu : Axial 0.6301 k
,
Bottom along Y Y 0.80 K
Pn I Omega: Allowa.ble 19.456 k
Mu -x : Applied 5.60 k ft
Maximum SERVICE Load Deflections
' Mn -x I Omega,: Allowable = 8•928 k ft .
Along Y Y -1..923 in at :10.0ft above base
Mu -y: Applied' : ` 0.0 k -ft
;fo .load :'E n
O
r combination Only.,
_
t' Mn -y I Omega ; Allowable : 8.928 k ft
Along X X 0.01n J at O.Oft: above base
for load combination :.
PASS Maximum Shear Stress Ratio= , ` `..0.02664.1
Load Combination + +
'
Location of max.above base E 0.0 ft<-
1 At maximum location values are..' ,.. -
'
#
t . Vu :'Applied 4 , . 0:560 k
Vn I Omega :Allowable ° 21.018 k
N
Load CombinaUonYResults;z
-Maximum Axial + Bendin Stress Rati
s L Maximum Shear Ratios r `
Load Combination Stress Ratio Status 'Location.
t Stress Ratio Status -LOC
A _MazlmumReactionsUnfactoed
. %Note:.Only non -zero reactions are listed.
' X -X Axis Reaction
Y -Y Axis Reaction Axial Reaction
Load Combination .. @ Base @ Top F
.?
@Base DT ` ,i » @Base-
ase ' r
Mazlmum D f ct oni s fo 'Loa Comb ni atlonsfUnfactored'' Loads ' ..
w
= `' '
Load
Load Combination Max X -X Deflection Distance Max. Y.
Deflection Distance'.
Steel Section P opertles `mT>S 4x4x114fi 5.
r r 3 • n4µ - i
h _fx 1.'vl
k
a .
. - • - ,
.., of - i •. ` • s `
Title Block Line 1
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and then using the "Printing &
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Title Block Line 6
Steel, Column
Description : STEEL COLUMN DESIGN
j, ,Steel Section Properties,
e TS4x4x1I4
Depth =
4.000 in
I xx
Web Thick =
0.000 in
S xx
Flange Width =
4.000 in
R xx
Flange Thick =
0.250 in
Area =
3.590 in^2
I yy
Weight =
13.013 plf
S yy
R yy
Ycg = 0.000 in
Title: Job #Dsgni: C,
_
Project Desc.: /a,
Project Notes : r ti- .:•.
Printed: 10 MAR Mll1, 9:08AN
s r ENERCALC;*INC 1983-201,1 " Ver. 6;2.00.
8.22 if 14 J = 13.500 in^4
4.11 ifi^3
1.510 ir
= 8.220 i 14
4.110 i,^3 ,r
= 1.510 i
M-PLoads
t J
Loads are total entered value. Arrows do not reflect absolute direction.
L_
r .
r
?'
Load .1.':
x
Title: Job #Dsgni: C,
_
Project Desc.: /a,
Project Notes : r ti- .:•.
Printed: 10 MAR Mll1, 9:08AN
s r ENERCALC;*INC 1983-201,1 " Ver. 6;2.00.
8.22 if 14 J = 13.500 in^4
4.11 ifi^3
1.510 ir
= 8.220 i 14
4.110 i,^3 ,r
= 1.510 i
M-PLoads
t J
Loads are total entered value. Arrows do not reflect absolute direction.
L_
:4 Title Block Line 1 x t Title ;, „-' 1 u f
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Title Block Line 6 # , Printed: t6rvteR2oii 9asr =
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SG eneral: Footeng nY `,>4 r
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. ,,, rENERCALC INC 19832011. Ver,6:2 00
IMM. ITEM
Descnption.:.p PAD AT WOOD POST '
* , nGe'ne alltlfOf at10n Calculations per ACh318 08, IBC 2 y '
p. 009 CBC 2010, ASCE 7 05 "•>•
Material Propertiesfz Soil Design Valuesf vvc V,w '
Tc: Concrete 28 day strength _' 2.50 ksi e, Allowable Soil Bearing y l.50 ksf
r)t i (j(
fy : Rebar Yield 60:0 ksi Increase Bearing By Footing Weight No i aM
Ec : Concrete Elastic Modulus _ 3,122.0 ksi Soil P `s§eve, Resistance (for Sliding) ~ ' 250.0 pcf
Concrete Density. 145.0 pcf Soil/C ncrete Friction-Coeff r 0.30 "
(P . Values' Flexure ,_,:' . 0.90 , v r.
Shear 0.850 Increase's based on footing Depth r
Analysis Settings Footing base depth below soil surface 0 0 ft r
Min Steel /o Bending Reinf. 0.00140 f Allowpressure increase per foot of deptl x`0.0 ksf
An Allow %Temp Reinf .• 0.00.1.80 '. when footing base is below . ' ;` u : . O.O, ft
Min.`Overtuming Safety Factor 1.50 1 - 1 ,
Min. Sliding Safety Factor ,- 1.50:1 Increased based on footing plan dimension,
Y ,r
Add Ftg Wt for.Soil Pressure.. s `- Nq ` Allowble oressure,increase per foot of dept -0:O I,af _
' "j whr maximum i
Use ftg wt for stability, moments & shears 'No length or width is great ir4 0.0 ft',
Include Pedestal Weight as DL No
Dimensions ., g .^ Y
Width along X X Axis 4 2.O ft
Length along Z -Z Axis = 2.0 ft ►
Footing Thicknes . = 12.0 in E.r
's
Load location offset from footing center.:: a r
ex: Along X -X Axis 0 in
ez : Along Z-ZAxis . = 0 in Y r
Pedestal dimensions:.: .A 5
-f px : Along X X Axis = 0.0 in N : ' ,
Y
:pz : A!ong Z -Z Axis = 0.0 in - t x
Height - 0.0 in M ,
' Rebar Centerline to Edge of Concrete.. t f
at Bottom of footing = 1 3.0in
P "`
3"yy ;
O ` x.• .}'
;,Remfocerng11.
z o"
Bars along X-X'Axis
Number of Bars' = f, 3:0
Reinforcing Bar Size = # 4 V
Bars along Z -Z Axis E K i
Number of Bars _,° , , Y 3:0 IIIIV1 IIITI IIIIIIII _I , Lu ilVllll `1 `IIIIIIII IIIV
°RelntOrGin B]r,<Glie
g
f •: q 11-1 k WV) lln ! - allh1
IVII- IIII I I 1 is u 1 6!!!It ! ! IlIl[I 1 i s 1 I Illllil ll l '
Bandwidth Distribution Check (ACI 15.4.4.2).:
Direction n/
Requiring Closer Separation • , a _
# Bars required within zone' F n/a
# Bars required on each side of zone n/a
MW
D Lr. L' S W. E. H.
P: Column Load 1.0 ";"2.10` .°f' 0.0 :,,.,0.0 •'0.04.; :' 0.0•,• O.Ok'
•0B : Overburden = 0 0 0 0 0.0 0:0 . 0.0 0.0 _ ' ' 0:0 ksf
_.._..
Mxx 00 0:0 0.0: OX 0.0 '" 00. r00kft':
,M-zz : r 00 0.0 0.0 00 0:0 _
V -x ----0 0 f, --0.0 --- 0.0; 0 0 y-- -:0_.0 0.0 ,* 0 0 k:..-.-- .
V z A- 0.&11_ 0:0 X0.0' 00 0.0 0.0:• 6.0 k
Title Block Line 1Title
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Job#.
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Title Block Line 6
Printed: lOMAR 2011, 9:45Ab',
... _ (%xY'.` gig. ''ti"
Generalfootcng ��IN. _�
3 .�„'• pi 'qi `3..3+'K. zex; s yna h
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n .ENERCALC INC�19832011 Ve�,6:2004
I.Ii ArIc IC
Description : PAD AT WOOD POST
SUMMgRY�� ��'-�. �
,��DESIGN . ,�W : ��
Capacity
• . ± � - e
Governing Load Combination
Min. Ratio Item Applied
PASS 0.5167 Soil Bearing ; 0.7750 ksf
1.50 ksf
+D+Lr+H •
PASS n/a Overturning - X -X 0.0 k -ft `
r ' .
"' - '' 0.0 k -ft
No Overturning
PASS n/a Overturning = Z -Z 0.0 k -ft
0.0 k -ft
No Overturning
PASS n/a Sliding - X -X 0.0 k
0.0 k
No Sliding `
PASS n/a. Sliding - Z -Z 0.0 k
.- 0.0 k
No Sliding
PASS n/a Uplift 0.0 k
0.0 k
No Uplift
PASS 0.04882 Z Flexure (+X) 0.5699 k -ft'
11.674 k -ft
+1.20D+1.60Lr+0.50L
PASS 0.04882 Z Flexure (-X) 0.5699 k -ft
11.674 k -ft
+1.20D+1.60Lr+0.50L' '
PASS 0.04882 X Flexure (+Z) 0.5699 k -ft
11.674 k -ft
+1.20D+1.60Lr+0.50L ..
PASS 0.04882 X Flexure (-Z) 0.5699 k -ft
r
11.674 k -ft
+1,20D+1.60Lr+0.50L
PASS 0.02980' 1 -way Shear (+X)' 2.533 psi
85.0 psi
+1.20D+1.60Lr+0.50L
PASS 0.02980 1 -way Shear (-X) 2.533 psi
85.0 psi
+1.20D+1.60Lr+0.50L '
PASS 0.02980 1 -way Shear (+Z) 2.533 psi
85.0 psi
+1.20D+1.60Lr+0.50L
PASS 0.02980 1 -way Shear (-Z) 2.533 psi
85.0 psi
+1.20D+1.60Lr+0.50L '
PASS 0.07041 2 -way Punching 11.970 psi
170.0 psi
+1.20D+1.60Lr+0.50L
Detailed a�W
-Results ,,,F,.�
Soil Bearing
Rotation Axis & PActual
Soil Bearing Stress Actual I Allowable
Load Combination... Gross Allowable Xecc Zecc
+Z +Z
•X •X Ratio
,moi"'-"Y^i'R'..�A�'•"')"' �
_�`*. OverturnmgStabihty�,�,���:
-
.
Rotation Axis &
--
Load Combination..: Overturning Moment
Resisting Moment
Stability Ratio Status
Footing Has NO Overturning
-
SlidinStabliWE TO
h!_ �z
9 �..�E
All units k
Force Application Axis
Load Combination... Sliding Force
Resisting Force
Sliding SafetyRatio Status
Footing Has NO Sliding
Footing
Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'
Gvrn. As Actual As Phi*Mn Status
k -ft Side ? or Top?
in^2.
in^2
in^2 - k -ft
OneWaShear r
Y.,
f
Load Combination... Vu @ -X Vu @ tX-t Vv@ •Z '
!u @ +Z . ' Vu:Max
Phi Vn Vey I "hi*Vi'i Status
`g-ounchmg hear:
All units k
Load Combination... Vu '
Phi*Vn
Vu 1 Phi*Vn
Status ,
t
r _ ,
-
k
• t _.
Title Block Line •1 + r r ra` r Title' ,F Y Job # ' ' t "
ir'carrchanges thlsarea , v Dsgn _ x u . t ,t , e
r s Prole t DesC.:
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and then using the Printing & , ` ry= . T
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Title Block Line 6 I=nnted oMnn 2oti sos rs
;aa'S%'F .'T"': Tvzy"."i>xa'-Pl;r-" . 3 i .* 1P .i _. '' R'?4a"a`-o '" ' z -'`_ tax.= 5 4: ..
'POUe Footin Eimbedded inSSo l _ ,„ ;.t Ar
.. f ,g;,ma. s ..:.v_a w?srr7 : rx ' rENERCALC INC1983=2011Ver 6,200.:
Isla M.
Description-: 'CAISSON DESIGN -• Ii
_, Gene al Inf_or a n r k 9
- _ , , „•" , "' ; ' ,, ; ; ` -, Calculations per IBC 109 1807.3, CBC 201 0ASCE i-65
Footing Diameter . r •'18.0 " "`" '- ' ' ' `'
in
” Calculate Min: Depth for Allowable Pressures "` " •' S•-• ' `- `
Lateral•Restramt at Ground Surface _''- ' - 'l " ; a = " '-.4 ;J i, `.•,: -r
Allow Passive 250 0 Pcf
Max Passive .1,500.0 Ps,, { ,
Controlling Values_.._ -- * — R
,I ,, O.
Governing Load Combination: +D+0,70E+i i
Lateral Load 0.560
Moment 5.60 k ft
Restraint @ GrOUnd Surface
' Pressure at Depth - 'r•I + yW, II, a, ,Ceyuu a- vnit uw Lat SalR .
i "Actual 997:21 Psf.. ! II[IIIII IIIIIIII IIII IVL III VI—IIIIIIII`_.:I!II!II
Allowable 997.21 Psf
!. =IIIIIIII IIIIIIII !!VIII III Illl il IIIIIIII IIID A
Surface Retraint Force 2,626.87 lbs` VI IIII' '` N,
` =1111111 IIVII =11111 ' IIII IIIIVII= 1101 iff_IIIIII
,rx _ 3 . ', + t, fl, ,u, • " • IVI I . 1.. = lll: '11=-1111V '
i
Mmirnum Required Depth a xf 4 0 •t =1111IIIIJIIIIVIl==11111111_x_ IIII=1111 1:_IVVIII_IIIIJiI
M1 , •; !:
Footing Base Area 1.767 ft^2
i Maximum Soil Pressure 0.0 ksf, ' ` : I Footing Diameter 1-8
..._.._.. ._...._. __._._ _._..__._ .:..: _
A"s ,m,e3 fr G`ng tt squar'e ,V
e '
.. .G.j - c : y ,.s a .m "^' ,f•t*' " •ry 4'u Fx tx' "
A/Jplled=Loads,,r'a.._E W •
-'Lateral Concentrated Load ' Lateral,Distributed.Load Applied Moment ,. Vertical Load }
D c Dead Load 0.0 k = 0.0 klft 0.0 k -ft 0.0 k ^, '
Lr Roof Live • 0.0 k O.O klft• r 0.0 k -ft
L: Live 00 k 0.0 Wft 0.0 k -ft '. 0.0 k•» ;
S: Snow
0.0 k'..: 0.0 klft'., O.O.kft ., ;, A 0.0 k"
W: VVindl:. 0.0 k O.O k/ft a 0.0 k ft - 0.0 k
E : Earthquake 0.80 k 0.0 klft 0.0 k -ft -1 , 0.0 k:<
H :Lateral Earth rt ' 0 0 k ,•: HAM 0,0 k -ft 0.0 k
Load distance above .TOP of Load above ground'surface
ground surface' • 10.0 ft O.O.ft
BOTTOM of Load above ground surface
b00 ft. '. t e -
L oatl CotnlilnaWWR se ults x
4 tu..'s t`* ?Forces'@kGrounQSiurface w, Regwredx SsPressure'at pth,"
. S«`424 °•+A:. 1 .. w. -„i - .& u. "4e.
roatl Combinahon a
' s ' Au r•
' " a .. - 'ram ` „` ;S .s -. . .. rry •`: ”' .. ..
r
" ;r_ ++( 4• . • • r`.h y' il' '`r { + }Y + <