0302-050 (CCOM)LICENSED CONTRACTOR 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 # Lic. Class Exp. Date r
D Tac
Date +�% ?� i Signature o�t � cto
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's
License Law for the following reason:
( ) 1, 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 & Professionals Code).
( ) 1, as owner of the property, am exclusively contracting with licensed
contractors to construct the project (Sec. 7044, Business & Professionals
Code).
( ) I am exempt under Section , B&P.C. for this reason
Date Signature of Owner
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.
(cif 1 have and will maintain workers' compensation insurance, as required by
Seetibn 3700 of the Labor Code, for the performance of the work for which this
permit is issued. My workers' compensation insurance carrier & policy no. are:
Carrier STATE FUND Policy No. ISWI39 2002
(This section need not be completed if the permit valuation is for $100.00 or -less).
() 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 `ho
suld . ecome
subject to the,workers' compensation provisions of Section 3700 of the La, or
Code, I-shallFforthwith comply with th � e provisions. �/�
Date: %-4 /1Zc, Applicant
Warring: Failure to secure Workers' Compensation coverage is unlawful and
shall subject an employer to criminal penalties and civil fines up to $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.
IMPORTANT Application is hereby made to the Director of Building and Safety,
for a permit subject to the conditions and restrictions set forth on his-
application:
is-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 applicaton agrees to, & shall, indemnify
& hold harmless the City of La Quinta, its officers, agents and employees.
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 State laws relating to the buildin)
construction, and hereby authorize -representatives of this City -to enter up R--
the above-mentioned property for inspection purposes./%'
igriature (Owner/Agent)/�.. Date%''
PERMIT#'
BUILDING PERMIT '
41,V,2_WM
DATE VALUATION s44,4um LOT TRACT
�y
JOB SITE
ADDRESS 47 -OW WA+ + I�GT0.N �',R r
APN
OWNER
CONTRACTOR/DESIGNER/EN (NEER
LPT-1 TQC
00J_W J MC l: ERMOT'4'f.1b.IC i7MM(YIT FNT
PO BOX 14447
PO BOX 163
P' VM L'+it, ERT C.A. 92260
ROMA DMIMI T Com. 92261
(1600,46.0745 CRUf 6541
USE OF PERMIT
-t
14 9'x 1t;' 'A TPLY .1-.P". FL091i DOM INVi 1141,L90 C, bt.Lk, 1 U%.v !L" .-
QArZACIIE ARPORT
ZkSMIoW i D COS OS' 1lbiliE7.i..Fbl/l.R..44iN
44.455.30
PF-Rwi' Me Uffl'rdM/f RY
CC I STR.vC' ION IME 101.000.418-000 $382.00
PLAN CHECK RX 101-(5W-439-318 M&22
STRO?BC:MOTION FEE -COMM 100.0110441.000 0.34
AFt'.f' IN PlifILIC PLACES •, 2 OMI 270-000-4441-1100 $1,22.26
SUB -TOTAL COkT="IJ(MCy24'AND F tI. W CWE, CCK.
$901.82
I.F09 PRE -PAID FE M'
$0100
71
� ��
MA 02)3 IC ��
r I
T/ t
11"4c
Ft.
OECEIPT
DATE
By
le
DATE7AAr
INSPE R
-
00
ERT
INSPECTION'RECORD
OPERATION
DATE
INSPECTOR
e OPERATION , :
- `bATE
INSPECTOR
BUILDING APPROVALS,.,
MECHANICAL APPROVALS -
Set Backs
Underground Ducts
Forms & Footings 3 d 3.
Ducts
Slab Grade
; Return Air
Steel
Combustion Air
Roof Deck
Exhaust Fans
OX to Wrap
_ F,A.U.
Framing
Compressor
Insulation
Vents -
Fireplace P.L.
Grills
Fireplace T.O.
Fans & Controls
Party Wall Insulation
Condensate Lines
Party Wall Firewall
-
Exterior Lath
Drywall - Int. Lath
- -Final
Final
BLOCKWAL(APPROVAL-9
POOLS - SPAS
Steel
Set Backs
Electric -Bond — =
Footings
Main Drain
Bond Beam
Approval to Cover
Equipment Location _
Underground Electric
Underground Plbg. Test
Final
Gas Piping -
PLUMBING APPROVALS •
Gas Test
Electric Final
v
Waste LinesHeater
Final -
Water Piping
Plumbing Final
Plumbing Top Out.
Equipment Enclosure
Shower Pans - -
O.K for Finish Plaster
Sewer Lateral ;; _
Pool Cover
Sewer Connection.
Encapsulation
Gas Piping -
Gas Test
Appliances
-
Final ' - - - ...._
Finel
Utility Notice (Gas)
ELECTRICAL APPROVALS
Temp. Power.Pole
Underground Conduit -•
Rough Wiring
Low Voltage Wiring
Fbdures
Main Service
Sub,Panels
Exterior Receptacles
G.F.I.
Smoke Detectors
Temp. Use of Power
Final
Utility Notice (Perm)
COMMENTS:
"/ice
_
-
•
•f6.
.A
11
4
M
J
z c511-4 7-0 OZ,.n, /Dv,
{'�fikNNl&R 1 6S 1_��kiVS — %vl�,�l>ccrgla� 47WyitW4A
Bin #
c�
City of La Quints�p I.
Building 8t Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 • (760) 777.7012
Building Permit Application and Tracking Sheet
Permi0
Project Address: y
"
V'3 \^ i
%vner's Name: L. N t
A. P. Number:
Address:. O oY \ *A N'l
Legal Description:
S Contractor:c
City. ST. Zip: d� _ '�� a Y� A
elephone: �.
Address:
p u�
Project Description: NO
Cite. ST. Zip: r C¢
{�
CL. v Q -r e 1 C e, u r �•�
Telephone:
030,A'
9xi�
State Lic. a :
Arch.. Ener.. Designer:
_6
City Lic.::6 q%
..
SID �� 9,�/� �� 0 363-471
47e el (8 'r 0303 • 27
Address:
X76 e 00 .r y
0 3d3 - 27
City. ST. Zip:
(5 10(del o 30 ' .1 7
Telephone:
770 "t 8
D03 •.17."5
Construction Type: Occupancy:
State Lic. 0:
Project t% PC Icircle one): New Add'n Alter Repair Demo
Name of Contact Person:
�_
Qn v o
Sq, Ft.:-IO.b44
It Stones:
b Units:
Telephone # of Contact Person:
C) cj
Estimated Value of Proiect:
APPLICANT: DO NOT WRITE BELOW THIS LINE
+�
Submittal
Req'd
Recd
TR"1CKING
PERMIT FEES
n Sets
Plan Check submitted Z J
Item
Amount
*Truss
Mural Cales.
Reviewed. ready for corrections
Plan Check Deposit
Calcs.
Called Contact Person
Plan Check Balance
Title 23 Cales.
Plans picked up 71 V
("onstruction
Flood plain plan
'i
Plans resubmitted ! bi
Mechanical
Grading plan
2" Review. ready fo
Electrical
mhinE
Subeontactor List
Call Contact Person
Grant Deed
Plans picked up
S.M.1.
H.O.A. Approval
Plans resubmitted
GradinE
IN HOUSE:-
'" Review. ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
.I.P.P.
Pub. Wks. Appr
School Fees
Date of permit issue
Total Permit Fees
M
J
z c511-4 7-0 OZ,.n, /Dv,
{'�fikNNl&R 1 6S 1_��kiVS — %vl�,�l>ccrgla� 47WyitW4A
i-
. unit,%
i
To: Greg Butler, Building & Safety Manager To CDD: z1S1p 3
From: W Alf -96 1 , PlanningDue date:
Status: -
Building Plans Approval
(this is an approval to issue a Building Permit)
The Community Development Department has reviewed the Building Plans for
the following project:
Description: �o, o y� JF /�I/V6 Goul2S
Address or general location: `� 0'V NG, „✓ S,
i
APN and/or legal description:
The Community Development Department finds that:
O ...these Building Plans do not require Community Development
Department approval.
...these BuildingPlans are
approved by the Community Development
Department.
o is
{
lig/ /✓ Z�Z �v3
Planning+Date
R '
:r
,
ZJS
ENGINEERING - SERVICES INC..
350 S. MILLIKEN,. SUITE A
ONTARIO, CALIFORNIA 91761.
PHONE
( 909) 974 4150 FAX: ( 909•)
974 4153
CITY.OF LA QUINTA
,.
BUILDING &SAFETY DEPT.
APPROVED
FOR-cowsTRucTION
STRUCTURAL CALCULATIONS
�� BY
DATEv�
CUSTOMER - MCDERMOTT
ENT ,< W. W. Nelsonw>
DATE September 4, 2002
JOB NUMBER 15492='oz
,
CONTENTS
Sigle Pose Carport
< (18') x 18' x 8'-6" Clear >
1.
Basin: Loads ( 2.5/20/ 0./80. C) `
2._Check
Sheeting ( 29ga HR=36,
BHP -E)
3.
Check Rafters/Beams
4.
Check Column
5.
Check Footing
w `
Appendix;
ESSIDNq
c No.54869
Exp. 6730/0
CM1.
OF CA�.�F
SEP 0 t 20Q2
Page Number 2
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 15492-02
350 S.Mi11iken;#A.ONTARIO,Ca91761
Janos Boros P.E.
PHONE (909) 974-4150
Date 9- 4-2002
Reference: MCDERMOTT ENT.< W.W. Nelson >.
Description: Carport
DESIGN CRITERIA
This building was designed using the criteria listed below.
Capacity for loads greater,'than,these or for, load combinations other than shown below
specifically neither intended nor implied.
1. BASIC LOADS
1.1. Dead.Load ,
2.5 lb 2
pDL ft.
1.2. Live Load Refer To Table No. 16-C Of UBC 1997
p = 20
lb
LL ft
1.3. Wind Load-* Refer To Table No:. 16-F, G,'H .Of UBC 1997
qs = 16.4 lb2 80. MPH
ft. ,
C = 1.06 -.Exposure C From Table'No. 16-G Of UBC 1997
e
( Average Height Of The Building < 15 ft ):
Importance Factor
P qs Ce I 17.28 lb
2
WL ft i• ..
For Actual Cq Values See Thru-Out Calculations !`
1.4. Seismic Load
Seismic Zone 4
Ca = 0.44 Na =-0.57 As Given In Table 16-Q Of UBC 1997
Na = 1.'3 As Given ,In Table,16-S Of UBC 1997
a
Page Number 3 `
Job # 15492-02 .�
By:.
Z.J.S.ENGINEERING SERVICES INC.
Jo
In Compression
350 S.Milliken;#A.ONTARIO,Ca9.l761
Compression
VEDesigned
oros P.E.—
PHONE -'(909)-97474150
Date 9- 4-2002
Reference: MCDERMOTT ENT < W.W. Nelson >
Description: Carport
I_ ..
2 . CHECK ROOF DECKING x ,
+ Use: 29 GA Galv. Steel HR -36, BHP_ Or Equal.
Material c Steel ASTM;A446 Grade E, FY 80 ksi
Gauge,
Weight
Panel Top:
In Compression
Panel Bottom In
Compression
ksi. -
PPL
I+
S+
Fb+
I_ ..
S_
Fb-
ft. -
lb
in4
in3
ft. a-
i in4
in3.
-
Uniform Load
R
ksi
—
•.—
ksi
-
.ft2
ft
ft
ft
ft
29
0.70
0.0567 '0.0600
N
48.0
0.0598
0.0638
48.0
26
0.95
0.0818
0:0909
48.A
0.0851:11
0.0898
'48.0
24
1.20
0.1116
0.1234
48.0
0.1141
0.1156
48.0
E =
29. 103
ksi.. -
Modulus Of Elasticity Of Steel
Fy =
80.00
ksi. -
Minimum Yield Stress'
e
10.0
ft. -
Span Between Two Supports
b =
1.0
ft. -
One Foot Wide Strap Being Check
a =
4.0
ft. a-
Overhang Of The•Sheet
w
-
Uniform Load
R
-.
End Beam Reaction
S
-
Required Section Modulus
RQ.
M
-
'Max. Moment
MAX.
w
R T
R
a
2 an
R
Page Number 4
Designed By:
Z.J.S.ENGINkERING SERVICES INC.
Job # 15492-02
•
`
R
Page Number 4
Designed By:
Z.J.S.ENGINkERING SERVICES INC.
Job # 15492-02
350 S:Mi11iken'#A.0NTARI0,Ca91761
`
Janos Boros P.E.
PHONE 4909)"974-4150
Date 9- 472002
Reference: MCDERMOTT ENT < W.W. Nelson
Description: Carport
_>
2.1.1.
For Dead Load + Live Load
lb.
w =
( p + p ) b = 22.5
LL
DL+LL
DL.
w R +2a)
_
RDL+LL
DL+LL
.0:20
kips
2
wDL+LL (2 1RP
;.
M _
_
1.21. kip' in,
DL+LL
2 DL+LL
a 2•
• ,
w
r
_
MDL+LL
DL+LL
= 2.16 kip -in.
2
AT SUPP.
M
D L+LL
3 r 3' .
SRQ =
= 0.05
in., < . S 0.06 in.-
oM6x Fy
.
2.1.2.
Dead'Load + Wind Load '.
Cq = 1.3
Refer To Table No.
16-H Of UBC 1997
lb.. ".
w =
( C p -`.p ) b = 20.09
WL DL
DL+WL
Q .
ff. y
R __
DL+ = 0.18,
kips,' ,
DL+WL
2
x
E a -
y.
M wDL+WL (2 + a) _ R P 1,.08 kip -in.
DL+WL 2 DL+LL 2
H
Page Number 5
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 15492-02
350 S.Milliken;#A.ONTARIO,Ca91761
.Janos Boros P.E.
PHONE (909) 974-4150
Date 9- 4-2002
Reference: MCDERMOTT ENT < W.W. Nelson >
Description: Carport"
3. CHECK RAFTERS/BEAMS
3.1. Check Rafter
s
Use: ( 10" x 21/2" x 14,GA. or Equivalent as Rafter.
Connect With,(4) #14,TEKS
V = 0.92 kips From.Appendix For 14 GA. To 14,.GA.
ALLOW
TEKS
E = 29. 103 ksi. - Modulus.Of Elasticity -,Of -Steel
Fy = 55.00 ksi. - Minimum Yield Stress,
2 = 18.0 ft. Span Between Two Supports
b 9.0 ft. - Spacing,Of The Rafter
a, 9.0 ft. - Overhang Of The Rafter
MA = 106.9 kip -in Allowable moment For Bending See ICBO ER -5409
R - End Beam Reaction
M Max. Moment
MAX.
w'
a R R
T E a a
3.1.1. For Dead Load + Live Load
1b.
wDL+LL ( pDL+ PLL ) b_. = 166.5
•
w U +2a)
R _ DL+LL = 2.99 ` kips < 4 V
DL+LL 2 ALLOW ;
TEKS
_ wDL+LL 2
MDL+LL 2 RDL+LL 2 - 0 klp-ln:.
BETWEEN
SUPPORTS 1.
S
w a 2
_ DL+LL
M _ 80.9 kip -in.
ATLSLPP. 2 s
M = 80.9 kip -in < MA = 106:9 kip -in CK -
DL+LL " r
MAX. See ICBO ER -5409
6
Page Number :,6
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job ,# 15492-02
• .350
S.Mi11iken;#A.ONTARIO,Ca91761
Janos Boros P. E.
PHONE (909)974-4150
Date 9- 4-2002
Reference: MCDERMOTT ENT < W.W. Nelson >
Description: Carport
- '
3.1 2. Dead Load + Wind Load
Tributary Area b ( e + a�) 243 ft2 =� Cq = 1.3 -.0.3 1.0
r. Refer To Foot Note #2 'Of Table No. 16-H
Of UBC 1997
w =( C p- p ) b= 133.9
lb ."
DL+WL Q WL DL f t.'
w GQ +2a')
_ DL+WL
RDL+w� 2 = 2.41 kips ` . < ;1 .33 (' 4'V
),
ALLOW
TEKS
e + 2
M — I DL+WL (2 a) _ R E = 0 'kip -in,. •. `• ,
DL+WL 2 DL+LL 2
BETWEEN t
SUPPORTS '
`2 .
w a -
_ DL+WL
MDL+wL 2 65.0 kip -in,
AT SUPP.
r See C3.1.3. Of Cold -Formed Spee.11986. Ed. w/ -1989-Addendum
M =(0.7) 1.33 MA _" 99.5 kip -in.> 65'.0•kip-in. '
ALLOW
Stress Increase Due To Wind Load
,
Page Number 7
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 15492-02
350 S.Milliken;#A.ONTARIO,Ca91761
.
Janos Boros P.E.
PHONE (909) 974-4150
Date 9- 4-2002
Reference: MCDERMOTT ENT < W.W.,'Nelson >
Description: Carport '
3.2. Check Roof Beams
Use: (1 10",x 21/2„ x 13 GA.
Connect With (4) 3/4" Dia A325 Bolts
V = 1.96 kips From Appendix For .14 GA. To, 14° GA.
ALLOW
BOLTS
E = 29. 103 ksi. Modulus Of Elasticity Of Steel
Fy = 55.00 ksi: - Minimum Yield Stress
E = 11.5 ft. - Overhang Of The Beam <.Right >
b = 18.0 ft: Spacing Of The Beam
a = 6.5 ft. - Overhang Of The Beam < Left >
MA = 138.9 kip -in - Allowable moment For Bending See ICBO ER -5409
R - End Beam Reaction
M - Max. .Moment
MAX.
w
r
R T
a C
3.2.1. For Dead•Load + Live Load UNBALANCED CONDITION
DL+LL ( pDL+ Pb 333
LL = . lb.
w -
ft.
w ( E +a)
DL+LL
R _ = 5..99' kips < 4 VaLLow .
DL+LL BOLTS
w Q 2
_ DL+LL OK
MDL+LL 2 = 264.2, kip -in: < 2 MA = 277...:9 kip -in
AT SUPP. See"ICBO ER -5409
3.2.2. Dead Load + Wind Load
Tributary Area': b t 130 ft —� Cq = 1.3 - O:31= 1.01
Refer.To Foot Note #2.Of Table No. 16-H
Of UBC • 1997
lb.
wDL+WL ( C pWL- pDL) b = 257
ft.
w R +a)
WL
DL+
R' _ = 4.62 kips .< 1.33•( 4 V )
DL+WL ALLOW
BOLTS
Page Number 8
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 15492-02
350 S.Mi11iken;#A.ONTARIO,Ca91761
Janos.Boros P.E.
PHONE (909) 974-4150
Date 9- 4-2002
Reference: MCDERMOTT ENT.-< W.W. Nelson ->
Description: Carport
w e z
` M DL+WL 2 2 = , DL = 203. kip -in.
AT SUPP.
r See C3.1.3. Of Cold Formed Spec."1986.;.Ed. w/ 1989 Addendum
M = 2 (0.7) 1.33 MA = 258.7 kip7in.>.203. kip -in.
ALLOW
Stress Increase Due To Wind Load
3.2.3. Check Connection At Column f ,
Use (4) 3/4" Dia. A-325 High Strength Bolts
Moment [ kip -in ] = 264.2 - See Above, Critical For DL + LL
Axial ( kip l 5.99 - See Above, Critical For DL + LL
7.0
BOLT.,
i
Figure
Number Of Fasteners X1 = 4
X1 ( Distance In Inch Bolt Group -CL. To CL Bolt ) = 7.0 '
Number Of Fasteners Y1 4
Y1 ( Distance In Inch Bolt Group CL To CL Bolt-)- 7.0
E x2 1961. ,
E y2 196.
2
E x + E'y2 392.
F
Page Number : 9
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 15492-02
350. S.Milliken";#A.ONTARIO,Ca91761
Janos Boros P.E.
PHONE (909) 974-4150
Date 9- 4-2002
Reference: MCDERMOTT ENT < W.W. Nelson >
Description: Carport
X E X2 + E
M X.
Shear
F' _
=
0.67
FX' _ = 0.
X E X2 + E
y2
Sum Of Fasteners
M y
AX
Fy =
0.67
F'' _ = 0.99
E X2 + E
y2
y Sum Of Fasteners
R _
_ 2.26 kips < 4.22 kips OK .
12 +
r
I FX + FX'
L
12 + F'
Fy
L J
J
J
See Appendix
4.
CHECK COLUMN
Use:
(1 10" x 2 112" x 12
ga
( Check 5.0" x 5.0".,x
0.105"
Square.Tube Section Conservative
MA =
161.1 kip -in
[
Allowable
moment For Bending See ICBO ER -5409
b
= 18.0 Ft
[
Length Of
The Bay ]
s
= 18.0 Ft
[
Width Of
'the Bay ]
Purlin Depth = 1.0 Ft
[,Depth
of Roof Purlins l
A =
.t
s b = 324.F2
[
Horizontal
Projected Area For One Column]
H
Fy",
= 50.00 ksi
[
Minimum Yield Stress
Ft
[
Allowable
Stress For. Tension ]
Fa
[
Allowable
Average Compression Stress
Under Concentric Loading ]
Allowable
Stress For Tension
Ft
= 0.6 F = 30.0 ksi
y
_ ..
4.1.
For Dead Load + Live Load
PDL+LL ( pDL+ pLL ) AH =
5.99 kip
Page Number 10
Designed By:
2.J.S.ENGINEERING SERVICES INC.
Job # 15492-02
350 S.Milliken;#A.ONTARIO,.Ca91761
Janos Boros P.E.
PHONE (909) 974-4150
Date 9- 4-2002
Reference: MCDERMOTT ENT < W.W. Nelson >
Description: Carport
Find A1lowable.Strength For Compression For
�. 5.00" x 5.00" x 0.105" Square Tube
Fy = 50.00 ksi = Minimum Yield Stress
A = 2.04 int - Area
I 8..11 in4 - Moment Of Inertia
S = 3.24 in, - Section',Modulus
r, = 1.99 in - Radius '0f Gyration
Refer To Section 2217 And 2218 Of'UBC 1997
E = 8.5 ft .
k =-2.1
k t 17.85 ft k E= 107.39 < 200 OK
r
ma2 -
Fe = (k P )2_ 25.25 ksi
r r
If Fe > 2y then Fn = Fy -I 1 4y Fe Else Fn Fe ) .Fn = 25:25 ksi
Check Each Element
If A = 1.052 w J = > 0.673 then section'is not fully effective !
t E
k
r 1 0.22
Then Use AEFF A - X I W - W I 'Else,`AEFF "- A — AEFF 2.01 int
Pn = AEFF 'Fn = 50.77 kip Pa Pn = 26.44 kip '= Allowable Compressive Strength
BALANCED LOAD -
DL+L
P L
= 0.22'
Pa
Page Number : 11
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 15492-02
350 S.Mi11iken;#A.ONTARIO,Ca91761
M 264.2 kip -in. See Above Page 7
Janos Boros P.E.
PHONE',(909) 974-4150
Date 9- 4-2002
Reference: MCDERMOTT ENT <_W.W. Nelson >
Description: Carport
UNBALANCED CONDITION
PDL+LL (
PDL' pLL ( 18 ft ) ( 11.5 ft) _ .3.82 kip
M 264.2 kip -in. See Above Page 7
DL+LL
AT SUPP.
M
P
DULL
DL -LL]
Combined
Stress =" _ 0.96 < 1.0 O K
Pa 2 MA
4.2. For
Dead Load + Wind Load
Cq = 0.7
Refer To.Table No. 16-H Of UBC 1997
PUP = ( Cq
PwL PDL ) AH = 3.13 kip
Cq = 1.3
Refer To Table No., 16-H Of UBC 1997
Cq .
pWL
r
r Purl in Depth 1
b r
PH =
0.40 kip - Lateral Force Per Column
MWL PH
2 = 39.0 kip -in.
M
203. kip -in. See Above Page 8
DL+WL
AT SUPP."
M
MWL + MDL+wL = 242. kip -in
TOTAL
AT SUPP.
See C3.1.3. Of Cold Formed Spec..1986. Ed. w/ 1989 Addendum
r
M = 2
(O.7) 1.33 MA = 258.7. kip -in.
ALLOW
Stress Increase Due To Wind Load
P'
UP
M
A
TOTAL
OK
Combined
Stress = - =.0.77 < 1.33
Ft MALLOW
Page Number 12
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 15492-02
` .ps 1000 Lb2
350 S.Milliken,-#A.ONTARIO,Ca91761.
E Min. Soil Pressure ] ,
Janos Boros P.E.
PHONE (909) 974-4150
Date 9- 4-2002
Reference: MCDERMOTT ENT < W.W. Nelson >
Description: Carport
[ Specific Weight Of Concrete ]•
5. CHECK FOUNDATION
` .ps 1000 Lb2
E Min. Soil Pressure ] ,
= 150 Lb
[ Specific Weight Of Concrete ]•
c Ft3
f, = 2500. LbZ __
[ Compressive Strength Of•The Concrete]
'
in
PL 150 Lb
2
[ Min. Lateral. Bearing Pressure ]
_ Ft
130 Lb
PF =
[ Min. Lateral Sliding Resistance )
Ft
5.1 @Typical
Use 2 Ft. - 0 -fn' Dia.
x 6 Ft.
- 0 In. Deep Concrete Footing
D = 6.00 Ft
[ Depth Of The Footing - ]
r = 1.00 Ft
"`
[ Radius Of.The.Footing
A = r2 n =.3.14 Ft.2
[ Area Of The Bottom Of The •footing ]
5.1.1. Vertical Down
P = 5.99 kips
'
VERT.
DOWN
-
PVERT.
2.00 p = 2000 Lb,
Dowty
= ,1907 Lb OK
Ft
A'
Ft z
D2
DUE TOSEPTH
5.1.2. Vertical.Up
,
P = 3.13 kips '
VERT.
UP ,
P _ A D
C
= 2.83 kips
WEIGTH
FOOTING
Page Number 13
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 15492-02
350 S.Mil1iken;#A.ONTARIO,Ca91761
Janos Boros P.E.
PHONE (909) 974-4150
Date 9- 4-2002
Reference: MCDERMOTT ENT < W,.W. Nelson.>
Description: Carport
Safety 2 Stress Increase Due
�. To Wind Or Seismic
1.33 p
PFRICT. (. 2 ) (2 r n) 6 S: D = 4.19 kips
Refer Tb Section 1807.10
Of UBC 1997.
P = 7.02 kips
TOTAL
RESISTING
P
TOTAL
RESISTING
Safety = P = -2.24 OK ,.
VERT.
UP
5.1.3.Check For Lateral Load As Per Sec. 1806.7 UBC 1997 For Unbalanced Load
Use 2 ft - 0 in Dia. x 6 ft - 0 in De4tp Round Footing
b = 2.00 ft - Diameter Of The Footing
d = 6.00 ft Depth Of The.Pile
lb
2
pa = 300 ft - Per Table 18 -I -A Of UBC 1997
ft of Depth
Footnote #3
Table 18 -I -A
S = ( 2 ) ( pa ) d = 3600 lb,
3 2
ft
S3
S1 = = = 1200. psf
3
M 264.20 kip -in Maximum Moment At The Base, See Page 11 Of The Calculations
MAXMAx
h = 9.50 ft Distance In Feet From Ground Surface To Point Of
'Application Of "P"
P =MX = 2318 lb - Applied Lateral Force In Pounds
h
A = 2.344 P 2.26
S b
1
Page Number : 14
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 15492-02
d=6.00 ft=
350 S.Mi11iken;#A.ONTARIO,Ca91761
1+4.3A6h
Janos Boros P.E.
- PHONE (909) 974=4150
Date 9- 4-2002
Reference: MCDERMOTT ENT < W.W. Nelson >
Description: Carport
d=6.00 ft=
1+"
1+4.3A6h
_6.10 ft OK
2
5.1.4.Check Alternate Spread Footing Unbalanced Live Load Governs !
Use 3 Ft. - 6 In.
x 7 Ft. -
0 In.•x 2
Ft. - 0 In. Deep Concrete Footing
ALLOW SOIL PRESS [KSF]
1.2 20
% INCREASE DUE TO DEPTH
AXIAL
[K]
3.82
( See Page ll)
MOMENT
[KFT]
22.kip-ft
( 264.2 kip -in, See Page 11)
DEPTH OF, FTG
[FT]
2
WIDTH OF FTG
[FT]
3.5
LENGTH OF FTG
{FTI
7
WT OF FTG
= 7.4
SUM OF WT ,+ AXIAL
= 11.2
Mresisting
= 39.1
Moverturning
22.0
Mr - Mo
17.1
X
= 1.53
r. .
E
= 1.97.
B/6
= 1.17
UPLIFT RES. BY
FRICTION.,=
11.2
UPLIFT RESISTED
_ 18.5
FRICTION RESISTED P/3
3.7
FB
[KSF]
_. 1.39
M.[KFT/12in] 4.5
V (tension)
[KIP] _
= 7.6_
V (pun.shear [KIP] _ 16.4
Min. Depth
[IN.]
= 6.5
Min. Depth [IN.] = 4.6
SX (CONCRETE)
48.0
MR (CONCRETE)
= 3.4
-
USE
#5'@ 12 in. c/c
NP
-
--------------
_ .009
K
_ .124
J
= .959
2/KJ
16.9
Mr (concrete)
Fc*depth"2*WI/K1*12
(kft/12inch) = 24.
Mr (steel)
Fs*depth*.As*J/12
(kft/12inch) = 7.
Page Number 15
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 15492-02
1/2" Dia.
350 S.Mi11iken;#A.ONTARIO,Ca91761
3/4" Dia.
Janos.Boros P.E.
PHONE (909)-974-4150
Date 9- 4-2002
Reference: MCDERMOTT ENT'< W.W. Nelson >
Description: Carport
,
;,. .. Appendix,
Allowable Shear (kips) For Bolts ,Per Table V-4.5 of the Cold -Formed Specifications
AISI
STEEL`
THICKNESS
in.
1/4" Dia.
3/8" Dia.
1/2" Dia.
5/8" Dia.
3/4" Dia.
A307
A325.;`�A307
A325
A307
A325
IA307
A325
A307
A325
(GAUGE)
0.49
1.03
1.10
2.32
1.96
4.12
3.07
6.44
4.42
9.28
.1046 (12)
1.97
1.97
2.95
2.95
3.94
3.94
4.92
4.92
5.91
5.91
.0747 (14)
1.41
1.41
'2.11
2.11
2.81
2.81
3.52
3.52
4.22
4.22
.0598 (16)
1.12
1.12
1.69
1.69
2.25
2.25
2.81
2.81
3.38
3.38
.0478 (18)
0:90
0.90
-1:35
1.35
1.80
1.80
2.25
2.25
2.70
2.70
.0359 (20)
0.68
0:68
1.01
1`.01
1.35
1.35
1.69
1.69
2.02
2.02
Page.Number 16
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 15492-02,
#10
SCREW
350 S.Mi1liken,#A.ONTARIO,Ca91761
#6
SCREW
Janos Boros P.E.
PHONE (909) 97474150
Date 9- 4-2002
Reference: MCDERMOTT ENT.< W.W. Nelson >
Description: Carport
PULL
Appendix
Allowable Loads (lb) For Screws Per'ICBO ER=5202, LARR 25294
STEEL
THICKNESS T.
in.
1/4 - 14
SCREW
#12
SCREW'"
#10
SCREW
#8;
SCREW
#6
SCREW
PULL
PULL
PULL
PULL
PULL
(GAUGE)
SHEAR
OUT
SHE,
.OUT
SHEAR
OUT
SHEAR
OUT
SHEAR
OUT
._1046 (12)
1102,
,591
884
497
660
575
534
363
436
320
.0747 (14)
920.
386'
829•
379
624
337
533
352
452
220
.0598 (16)
689
2-19
622
294
629
230
458
302
423
231
.0478 (18)
351
137
326
141
344,
155,
330
143'
251
138
0359 (20)
242
120
232
123-
225,
'83
222
93
168
81