PAT (05-1721)P.O. BOX 1504
Mr78-495 CALLE TAMPICO
' LA QUINTA, CALIFORNIA 92253
Application Number: 05.-00001721
Property Address: 51475—AVENIDAMENDOZA
APN: 773-093-008-4 -000000-
Application description: PATIO COVER - RESIDENTIAL
Property Zoning: COVE RESIDENTIAL
Application valuation: 4235
Applicant:
c&ty/ * 4 4 Q"
Architect or Engineer:
I hereby affirm ui
Section 7000) of
License Class:
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
-----------------------
R'S DECLARATION
RyVf—perjury that I am licensed under provisions of Chapter 9 (commencing with
3 of the Business and Professionals Code, and my License is in full force and effect.
License No.:
Date: Contractor:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 15500).:
(_) 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.).
1 _ 1 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.).
(_ 1 I am exempt under Sec. , B.&P.C. for this reason
Date: — �` Oer_ L
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: 6/13/05
Owner:
COYOTE RUBEN
51475 Avenida Mendoza
LA QUINTA, CA 92253
---------------------------------
Contractor:
Owner
----------------------------------------
WORKER'S COMPENSATION DECLARATION
1 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 Policy Number
I certify that, in the performance of the work for which this permit is issued, I shall not employ any
person in any manner so as to become subject to the workers' compensation laws of California,
and agree that, if I should become subject to the workers' compensation provisions of Section
3700 of the Labor Code, I shall forthwith comply with those r visions.
ate- 65-1,31 : Applicant: Al I
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
of this county to enter upon the above-mentioned property r iinnspect�iion purposes. /
-DateX��F^l� �Sionature IAeolirant or Aeeriil� �j,4y_/�-
LQPERMIT
Application Number . . . . . 05-00001721
Permit- ELEC-MISCELLANEOUS
Additional desc . .
Permit Fee . . . . 32.25 Plan Check Fee 4.31
Issue Date . . . . Valuation . . . . 0
Expiration Date . . 12/10/05
Qty Unit Charge Per Extension
BASE FEE 30.00
3.00 .7500 PER ELEC DEVICE/FIXTURE 1ST 20 2.25
----------------------------------------------------------------------------
Permit
Additional desc .
Permit Fee . . . .
Issue Date . . . .
Expiration Date . .
PATIO COVER PERMIT
117.00
12/10/05
Plan Check Fee . . 46.80
Valuation . . . . 4235
Qty Unit Charge Per Extension
BASE FEE 90.00
3.00 9•.0000 THOU BLDG 2,001-25,000 27.00
----------------------------------------------------------------------------
Permit . . . RE -ROOF
Additional desc . .
Permit Fee . . . . 30.00 Plan Check Fee .00.
Issue Date . . . . Valuation 0
Expiration Date . . 12/10/05
Qty Unit Charge Per Extension
BASE FEE 30.00
----------------------------------------------------------------------------
Special Notes and Comments
REROOF & REMODEL OF ROOF/ENTRANCE.
INVESTIGATION FEE ASSESSED PER 1997
UNIFORM ADMINISTRATIVE CODE §304.5 FOR
WORK BEGUN WITHOUT BUILDING PERMIT.
----------------------------------------------------------------------------
Other Fees . . . . . . . . . STRONG MOTION (SMI) - RES .50
Fee summary Charged
Permit Fee Total 179.25
Plan Check Total 51.11
Other Fee Total .50
Grand Total 230.86
Paid Credited Due
.00 .00 179.25
.00 .00 51.11
.00 .00 .50
.00 .00 230.86
Cd C.41t — /✓.oi �-, o jJ'�S of l9nvy A F,�,
. Bin #
` C
City Of La Quinta
Building 81• Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quints, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
1 � 2 1
0
Project Address: 4 U rti
Owner's Name: n __
A. P. Number:
Address: L G �
Legal Description:
City, ST, Zip:
Contractor:
TeleP hon
Project Description:
Address:
City, ST, Zip:
Telephone:
e.
State Lic. # :
City Lic. #:
Arch., Engr., Designer:
Address:
City, ST, Zip:
Telephone:
hone:
Con t
strut i n Y Pe: c c•
Y•
State'
Lic. #:
Pr '
o ect e (circle e on e. N�
e
J tY dd'
P i to e pair Demo
Name of•Contact Person: 5� (f . �� %
Sq'Ft.:
77.G�
# Stor
Telephone # of Contact Person:
Estimated Value of Pr 'ect: m
APPLICANT: DO NOT WRITE BELOW THIS LINE
H
Submittal
Req'd
Recd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submittedrzmItem
Amount
Structural Calcs.
,
Reviewed, ready for corrections J O
Plan Check Deposit
Truss Calcs.
Called Contact Person �O
Plan Check Balance
Title 24 Calcs. '
Plans picked up
1
Construction
Flood plain plan
Plans resubmitted '31
Mechanical
Grading plan
2"" Review, ready for correctio (SA CJ
Electrical
Subcontactor List
Called Contact Person �j r3
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading .
IN HOUSE:-
3' Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A_I.P,P.
Pub. Wks. Appr
Date of permit issue i
School Fees
"
f
f r_
n
Total Permit Fees
q 6+c o c,+
( 0 Orl orlz,
%-PproJp-ci
DUE 6'3-0
11
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BMW;19 =7P�
45175 Panorama Dr., Suite "E" Telephone (760) 340-5597
Palm Desert, CA 92260 Fax (760) 340-1121
Structural Calculation
For Ruben Coyote Residence
At. 51-475 Avenida Mendoza
La Quinta, CA.
F
Y ®F LA QUINTA
ING & SAFETY DEPT.'
PPROVED
R CO RUCTIO
ks10
Date: May 22, 2005
Design by: RA
JN: 05054
r
CLIENT: Ruben clote SHEET: i
SUBJECT: "z`�AsQzF•
JOB NO: 0 5o S 4
DESIGN BY: A • STRUCTURAL CONSULANT DATE: 5 -2'1- W5
DESIGN LOADS
Roof Loads - Sloued
Clay Tile
12 psf.
Framing
2.5 psf.
sheathing (1/2" Cox)
1.5 psf
Ceiling
2.5 psf.
insulation
1.5 psf.
Misc.
4.0 psf
Total Dead Load
22 psf.
Total live Load
16 psf
Total Roof Load
38 psf.
Floor Loads
Framing
3.5 psf.
sheathing (3/4° Plywd)
2.5 psf
Ceiling
2.5 psf.
U. Wt. Conc./ Flooring Tile
15 psf.
Misc.
3.5 psf
Total Dead Load
27 psf.
Total live Load
140 psf
Total Floor Load
67 psf.
Exterior Wall
7/8" Stucco 10.0 psf.
Drywall 2.5 psf
Studs 1.0 psf.
Misc. 1.0 psf.
Total Wall Weight 15.0 psf.
Roof Loads - Flat
Roofing
6.0 psf.
Framing
2.5 psf.
sheathing (1/2" cox)
1.5 psf
Ceiling
2.5 psf.
insulation
1.5 psf.
Misc.
6.0 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° Plywd)
2.5 psf
Ceiling
2.5 psf.
Lt. Wt. Conc.
15 psf.
Flooring Tile
10 psf
Misc.
3.5 psf
Total Dead Load
37 psf.
Total live Load
40 psf
Total Load
77 psf.
Interior Wall
Insulation
1.0 psf.
Drywall
5.0 psf
Studs
1.0 psf.
Misc.
1.0 psf.
Total Wall Weight
10.0 psf.
CLIENT: R064r� 0010 a ��a SHEET: r)./q
SUBJECT: 3'�9 JOB NO: 0 5 0 5 4
DESIGN BY: STRUCTURAL CONSULANT DATE: 5-22-o5
t3cum # 1 1 = q
psi) fo x q°� %} = q.q o 46
16 p5f O'x 0
beam
po 650
P,.L. = 36016
R64
Wo.�. Cao Ps¢��4�/ -�' �15 PS � C4'S�� -r CI 6 Ps ��y•5�� ata P4
(16 7 2
. Q� o�Sk � � jd,v• G f 5{u�C� Q /
�15 psf ��� = 3o pL;
I IuV nUUCII liV yulc nCJWclluc NVu h VVuw
Dsgnr: R.A. Date: 11:32AM, 22 MAY 05
Description: 51-475 Avenida Mendoza La Quintal CA. Q
Scope: Check Existing Entry Tower Structure 3/ l
Rev: 580M Pae 1
User: KW -0 M737• Ver 5.8.0, 1 -Deo -20M General Timber Beam g
(c)1983-2003 ENERCALC Engineering Software ruben coyote residence.ecw:Calculations
Description Beam #"
Full Length Uniform Loads
Center DL 30.00 #/ft LL #/ft
Left Cantilever DL #/ft LL #Nft
Right Cantilever DL #/ft LL #/ft
Point Loads
Live Load • 720.0 lbs lbs lbs lbs lbs Itis • lbs
...distance 4.500 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
ALT.
General Information
Code Ref 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 4x10
Center Span
9.00 ft .....Lu 9.00 It
Beam Width
3.500 in
Left Cantilever
It .....Lu 0.00 ft
Beam Depth
9.250 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
4.2 k -ft
Maximum Shear
Fb Base Allow
875.0 psi
Load Dur. Factor
1.250
Fv Allow
170.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
E
1,300.0 ksi
Full Length Uniform Loads
Center DL 30.00 #/ft LL #/ft
Left Cantilever DL #/ft LL #Nft
Right Cantilever DL #/ft LL #/ft
Point Loads
Live Load • 720.0 lbs lbs lbs lbs lbs Itis • lbs
...distance 4.500 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
'""11811"r
Beam Design OK
Span= 9.O0ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin
Max Stress Ratio
0.931 :1
Maximum Moment
4.2 k -ft
Maximum Shear
1.5
1.5 k
Allowable
4.5 k -ft
Allowable
6.9 k
Max. Positive Moment
4.15 k -ft
at 4.500 ft Shear.
@ Left
0.99 k
Max. Negative Moment
0.00 k -ft
at 9.000 ft
@ Right
0.99 k
Max @ Left Support
0.00 k -ft
Camber.
@ Left
0.000 in
Max @ Right Support
0.00 k -ft
@ Center
0.152 in
Max. M allow
4.46Reactions...
@ Right
0.000 in
Po 998.07 psi
fv
44.82 psi
Left DL 0.63 k
Max
0.99 k
Fb 1,072.05 psi
Fv
212.50 psi
Right DL 0.63 k
Max
0.99 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.101 in
-0.164 in
Deflection
0.000 in
0.000 in
...Location
4.500 ft
4.500 ft
...Length/Defl .
0.0
0.0
...Length/Defl
1,065.8
657.34
Right Cantilever...
Camber ( using 1.5' D.L
Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.152 in
....Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Title: Ruben Coyote Residence Job # 05054
Dsgnr: R.A. Date: 11:32AM, 22 MAY 05
Description: 51-475 Avenida Mendoza La Quinta, CA. A
Scope: Check Existing Entry Tower Structure �
User.RF4Z05737,Ver 5.8.0,1 -Deo -2003 General Timber Beam Page 2
(c)1983-2003 ENERCALC Engineering Software ruben coyote residence.emCalwlations
Description Beam #1
Stress Calcs
Bending Analysis
Ck 27.960 Le 16.886 It Sxx 49.911 in3 Area 32.375 int
Cf 1.000 Rb 12.372 Cl 0.980
Max Moment
Sxx Read
Allowable fb
@ Center
4.15 k -ft
46.47 in3
1,072.05 psi
@ Left Support
0.00 k -ft
0.00 in3
1,093.75 psi
@ Right Support
0.00 k -ft
0.00 in3
1,093.75 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
1.45 k
1.45 k
Area Required
6.828 int
6.828 int
Fv: Allowable
212.50 psi
212.50 psi
Bearing @ Supports
Max. Left Reaction
0.99 k
Bearing Length Req'd
0.453 in
Max Right Reaction
0.99 k
Bearing Length Req'd
0.453 in
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location =
0.00 ft
0.00 k -ft
0.99 k
0.0000 in
@ Right Cant. Location =
0.00 ft
0.00k -ft
0.00 k
0.0000 in
@ Left Cant. Location =
0.00 ft
0.00 k -ft
0.00 k
0.0000 in
i me : rcuoen %,oyoce rceswence JoD i4 Uauw
Dsgnr: R.A. Date: 11:36AM, 22 MAY -05
Description :51-475 Avenida Mendoza La Quinta, CA.
Scope : Check Existing Entry Tower Structure "1
User. KW- 0.5737, Ver5.8.0, 1-0ec-2003
General Timber Beam
Page '
(c)1983-2003 ENERCALC Engineering Software
Max Stress Ratio
0.544 : 1
ruben coyote residence.ecv..Calculations
Description Beam #d
A LT
Maximum Moment
General Information
Code Ref 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 5.125x6.0
Center Span
9.00 ft .....Lu
9.00 It
Beam Width 5.125 in
Left Cantilever
ft .....Lu
0.00 ft
Beam Depth 6.000 in
Right Cantilever
ft .....Lu
0.00 ft
Member Type GluLam
Douglas Fir, 24F - V8
@ Left
0.99 k
Fb Base Allow
2,400.0 psi
at 9.000 ft
j Load Dur. Factor 1.250
Fv Allow
240.0 psi
Max @ Left Support
Beam End Fixity Pin -Pin
Fc Allow
650.0 psi ,
@ Left
0.000 in
E
1,700.0 ksi
0.00 k -ft
Full Length Uniform Loads
@ Center
0.291 in
Center DL
30.00 #/it LL
#/ft
Left Cantilever DL
#/ft LL
#/ft
Right Cantilever DL
#/ft -LL
#/ft
Left DL 0.63 k
Point Loads
0.99 k
Fb 2,977.64 psi
Dead Load 990.0 lbs
lbs lbs
lbs lbs
lbs lbs
Live Load 720.0 lbs
lbs lbs
lbs lbs
lbs lbs
...distance 4.500 ft 0.000 ft 0.000 ft 0.000 It - 0.000 ft
0.000 ft 0.000 ft
Summary
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Beam Design OK
Span= 9.00ft, Beam Width = 5.125in x Depth = 6.in, Ends are Pin -Pin
Max Stress Ratio
0.544 : 1
Maximum Moment
4.2 k -ft
Maximum Shear =1.5
1.5 k
Allowable
7.6 k -ft
Allowable
9.2 k
Max- Positive Moment
4.15 k -ft
at 4.500 ft Shear.
@ Left
0.99 k
Max. Negative Moment
0.00 k -ft
at 9.000 ft
@ Right
0.99 k
Max @ Left Support
0.00 k -ft
Camber.
@ Left
0.000 in
Max @ Right Support
0.00 k -ft
@ Center
0.291 in
Max. M allow
7,63
Reactions...
@ Right
0.000in
,
fb 1,620.00 psi
tv
47.61 psi
Left DL 0.63 k
Max
0.99 k
Fb 2,977.64 psi
Fv
300.00 psi
Right DL 0.63 It
Max
0.99 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.194 in
-0.314 in
Deflection
0.000 in
0.000 in
...Location
4.500 ft
4.500 ft
...Length/Defl
0.0
0.0
...Length/Defl
557.0
343.52
Right Cantilever...
Camber ( using 1.5 • D.L
DO ) ...
Deflection
0.000 in
0.000 in
@ Center
0.291 in
...Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
r
f:
I sue; r%UUCII %,VyulC r%CJIual n.O JUU V vJv.Pt
Dsgnr: R.A. Date: 11:36AM, 22 MAY 05
Description :51-475 Avenida Mendoza La Quinta, CA.
Scope: Check Existing Entry Tower Structure �A
RW: .-lWUW
User: KW -0605737. Ver 5.8.0,1-Der<2= General Timber Beam Page 2
(c)1983-2003 ENERCALC Engineering Software ruben coyote residence.ecw:Calculations
Description Beam #1
Stress Calcs
Bending Analysis
Ck 19.306 Le 16.553 It Sxx 30.750 in3 Area 30.750 in2
Cv 1.000 Rb 6.738 Cl 0.993
Max Moment
Sxx Req'd
Allowable fb
@ Center
4.15 k -ft
16.73 in3
2,977.64 psi
@ Left Support
0.00 k ft
0.00 in3
3,000.00 psi
@ Right Support
0.00 k -ft
0.00 in3
3,000.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
1.46 k
1.46 k
Area Required
4.880 in2
4.880 in2
Fv: Allowable
300.00 psi
300.00 psi
Bearing @ Supports
Max. Left Reaction
0.99 k
Bearing Length Req'd
0.297 in
Max. Right Reaction
0.99 k
Bearing Length Req'd
0.297 in
Query Values
M, V, & D @ Specified Locations
Moment
Shear
. Deflection
@ Center Span Location =
0.00 ft
0.00 k -ft
0.99 k
0.0000 in
@ Right Cant. Location =
0.00 ft
0.00 k -ft
0.00 k
0.0000 in
@ Left Cant. Location =
0.00 ft
0.00 k -ft
0.00 k
0.0000 in
t
i iue : rcuoen L oyoce mesloence JOD If VDV34
Dsgnr: R.A. Date: 11:42AM, 22 MAY 05
Description: 51-475 Avenida Mendoza La Quinta'CA . -7/
Scope: Check Existing Entry Tower Structure "1
Rev. 580000
User. Kw -0605737, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1
(c)1983-2003 ENERCALC Engineering Software ruben coyote residence.ecw.Calculations
Description Beam #2
General information
Code Ref. 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 4x10
Max Stress Ratio
Center Span
10.00 ft .....Lu 10.00 it
Beam Width
3.500 in
Left Cantilever
it .....Lu 0.00 ft
Beam Depth
9.250 in
Right Cantilever
it .....Lu 0.00 it
Member Type
Sawn
Douglas Fir - Larch, No.1
6.8 k -ft
Allowable
Fb Base Allow
1,350.0 psi
Load Dur. Factor
1.250
Fv Allow
170.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
0.00 k -ft
at 10.000 ft
E
1,600.0 ksi
Full Length Uniform Loads
Center DL 220.00 #Ift LL 72.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft `
Point Loads
Live Load 360.0 lbs Itis lbs lbs lbs lbs lbs
...distance 5.000 It 0.000 it 0.000 It 0.000 it 0.000 ft 0.000 ft 0.000 ft
Beam Design OK
Span= 10.001t, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin
Max Stress Ratio
0.908 : 1
Maximum Moment
6.2 k -ft
Maximum Shear
1.5
2.6 k
Allowable
6.8 k -ft
Allowable
6.9 k
Max. Positive Moment
6.17 k -ft
at 5.000 it Shear.
@ Left
1.96 k
Max. Negative Moment
0.00 k -ft
at 10.000 ft
@ Right
1.96 k
Max @ Left Support
0.00 k -ft
Camber.
@ Left
0.000 in
Max @ Right Support
0.00 k -ft
@ Center
0.296 in
Max. M allow
6.80
Reactions...
@ Right
0.000in
fb 1,484.63 psi
fv
80.76 psi
Left DL 1.42 k
Max
1.96 k
Fb 1,634.94 psi
Fv
212.50 psi
Right DL 1.42 k
Max
1.96 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.197 in
-0.276 in
Deflection
0.000 in
0.000 in
...Location
5.000 ft
5.000 it
...Length/Defl
0.0
0.0
...Length/Defl
608.0
434.28
Right Cantilever...
Camber ( using 1.5' D.L.
Deff ) ...
Deflection
0.000 in
0.000 in
@ Center
0.296 in
...Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
a
i me : Kuoen coyote Keslaence Jot) R UOu04
Dsgnr. R.A. Date: 11:42AM, 22 MAY 05
Description : 51-475 Avenida Mendoza La Quinta, CA.
Scope : Check Existing Entry Tower Structure
user:iWZ05737,Ver 5.8.0,1 -Dec -2003 General Timber Beam Page 2
(c)1983-2003 ENERCALC Engineering Software ruben coyote residence.emCalculations
Description Beam #2
Stress Calcs
Bending Analysis
Ck 24.972 Le 18.505 ft SIM 49.911 in3 Area 32.375 in2
Cf 1.000 Rb 12.952 Cl 0.969
Max Moment
Sxx Read
Allowable fb
@ Center
6.17 k -ft
45.32 in3
1,634.94 psi
@ Left Support
0.00 k -ft
0.00 in3
1,687.50 psi
@ Right Support
0.00 k -ft
0.00 in3
1,687.50 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
2.61 k
2.61 k
Area Required
12.304 in2
12.304 in2
Fv: Allowable
212.50 psi
212.50 psi
Bearing @ Supports
Max. Left Reaction
1.96 k
Bearing Length Req'd
0.898 in
Max. Right Reaction
1.96 k
Bearing Length Req'd
0.898 in
Query Values
I-
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location =
0.00 ft
0.00 k -ft
1.96 k
0.0000 in
@ Right Cant Location =
0.00 ft
0.00 k -ft
0.00 k
0.0000 in
@ Left Cant Location =
0.00 ft
0.00 k -ft
0.00 k
0.0000 in
User. KW -0605737, Ver 5.8.0, 1 -Dec -2003
(c)1983-2003 ENERCALC Engineering Software
Description Ceiling Joist
1 me : nuoen coyote nesloence JOB F UaUZA
Dsgnr: R.A. Date: 11:47AM, 22 MAY 05
Description: 51-475 Avenida Mendoza La Quinta, CA.
Scope: Check Existing Entry Tower Structure
Timber Beam & Joist Page 1
ruben coyote residence.ecw.Calculations
Timber Member Information Code Ref. 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined.
cel
Timber Section
10.00
2x6
Beam Width
in
1.500
Beam Depth
in
5.500
Le: Unbraced Length
ft
10.00
Timber Grade
@ X =
Douglas W - Leah,
Fb - Basic Allow
psi
900.0
Fv - Basic Allow
psi
180.0
Elastic Modulus
ksi
1,600.0
Load Duration Factor
fv : Actual
1.000
Member Type
Fv : Allowable
Sawn
Repetitive Status
No
Center Span Data
Span
ft
10.00
Dead Load
#111
30.00
Live Load
#/ft
Results
Ratio = 0.5943
Mmax @ Center
in -k
4.50
@ X =
ft
5.00
fb : Actual
psi
595.0
Fb.: Allowable
psi
1,001.3
Bending OK
fv : Actual
psi
24.9
Fv : Allowable
psi
180.0
Shear OK
Reactions
@ Left End DL
lbs
150.00
LL
lbs
0.00
Max. DL+LL
lbs
150.00
@ Right End DL
lbs;
150.00
LL
lbs
0.00
Max DL+LL
lbs
150.00
Deflections
Ratio OK
Center DL Defl
in
-0.203
L/Defl Ratio
591.6
Center LL Defl
in
0.000
L/Defl Ratio
0.0
Center Total Defl
in
-0.203
Location
ft
5.000
LIDO Ratio
591.6