05-3646 (PAT)P.O. BOX 1504 VOICE (760) 777-7012
78-495 CALLE TAMPICO FAX (760) 777-7011
LA- QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS. (760) 777-7153
BUILDING PERMIT
Date:. 12/21/05
Application Number: X05-0000364.63 Owner:
Property Address: .79862 PARKWAY ESPLANADE N JOHN GRAHAM
APN: 609-380-998-74 -293232- 79862 PARKWAY ESPLANADE NORTH
Application description: PATIO COVER - RESIDENTIAL LA QUINTA, CA 92253'
Property Zoning: = LOW-DENSITY RESIDENTIAL D 9 - - - - ---------------
7-
Application
-- --- -Application valuation: 5772
JANContractor:
Applicant: Architect or En ine r: Fd 006 Owner
(la--------------------------------- -
-------------------------------------------------------------------------------------------------
LICENSED CONTRACTOR'S DECLARATION 'WORKER'S COMPENSATION DECLARATION
I 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: License No.: for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued.
Date: Contractor: 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 _
OWNER-BUILDER DECLARATION insurance carrier and policy number are:
hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the .Carrier Policy Number
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 this permit 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 manners o beco subject to the w6rkers' compensation laws of California,
permit to file a signed statementthat, if I s. that he or she is licensed pursuant to the provisions of the Contractor's State - - and agree ho ut bec e s ect t e 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, hal fo ith com with those provisions.
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031 .5 by rr _ —' .
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: ate: �! •CCS p cant:
1) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not intended or offered for sale ISec. 7044, Business arid Professions Code: The WARNING: FAILURE TO ECURE WORKERS COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
Contractors' State License Law does not apply to an owner of property who builds or improves thereon, SUBJECT AN EMPLOYER CRIMINAL PEN TIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
' and who does the work himself or herself through his or her own employees, provided that the DOLLARS ($100,000) IN A DITION TO TH 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 LABO DE I EST, AND ATTORNEY'S FEES.
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.). APPLICANT ACKNOWLEDGEMENT
(,_ 1 I, 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' Stat se Law. whose benefit work is performed under or pursuant to any permit issued as a result of this application,
. P
f _) I am exempt under Sec. B.C. r t s easo 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.
ate: t r ��' �� 0 r: 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
CON TRUCTION LENDING AGENCY permit to cancellation. i
hereby affirm under penalty of perjury that re is construction lending agency for the performance of the I certify that I have read this application and state that the ab vein motion is correct. I agree to comply with all
work for which this permit is issued (Sec. 3097, . C.I.. city and county ordinances and state laws relating to building onstru do a h , y authorize representatives
of this coun�entereabove-mentioned. property f s e ion urp e % Lender's Name: e: r (Applicant or A nt): i
Lender's Address:
LQPERDIIT
Application Number
05-00003646
Permit . . ..
ELEC-MISCELLANEOUS
Additional desc .
Permit Fee . . . .
18.75
Plan Check Fee
4.69
Issue Date
Valuation . .
0
Expiration Date
6/19/06
Qty Unit Charge
Per
Extension
BASE
FEE
15.00
5.00 . 7500
PER EL•EC
DEVTr1 /FTXTTTRF IST 20
3.75
Permit . .
PATIO COVER
PERMIT
Additional desc .. .
Permit Fee . . . .
81.00
Plan Check Fee
52.65
Issue Date . . . .
Valuation . . .
. 5772
Expiration Date
6/19/06
Qty' Unit Charge'
Per
Extension .
BASE
FEE,
4S.00-
4.00 9.0000
THOU BLDG
2,001-25,000
36.00
Special Notes and Comments
covered.patio 434 sq.
ft. December 21,
2005 2:35:33 PM 'jjohnson
-------------------------------------------------------------------------
Other Fees . ... .
. STRONG MOTION (SMI) -,RES
.57
Fee summary Charged
Paid Credited
Due
Permit Fee Total
99.75
.00 .00
99.75
Plan Check Total
57.34
.00 .00
57.34
Other Fee Total
57
.00 00
.57
Grand total
157.66
00 .00
157.66
OWNERBUILDER INFORMATION
Dear Property Owner:
An application for a building permit has been submitted in your name listing yourself as .the builder of the property
improvements specified.
For your protection you should be aware that as "OwrierBuilder" you are the responsible party of record on such a
permit: Building permits are not required to be signed by property owners unless they are personally performing their
own work. If your work is being performed by someone other than yourself, you may protect -ourself from possible
liability if that,person applies for the proper permit in his or her name.
Contractors are required by .law to be licensed and bonded by the State of California and to have a business license
from the City or County. They are also required by law to put their..license number on all permits for which they
apply.
If you plan to do your own work; with the exception of various trades that you plan to subcontract, you should be
aware of the following information for your benefit and protection:
If you employ or otherwise engage any persons other than your immediate, family, and the wo_-k (including materials
and other costs) is $200.00 or.more for the entire project, and such persons are not licensed as contractors or
subcontractors, then you may be an employer.
If you are it employer, you must register with the State and Federal Government as an employer and you are subject
to several obligations include State and Federal income tax withholding, federal social security, taxes, worker's
compensation insurance, disability'insurance costs and unemployment compensation contributions.
There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with
respect fo worker's compensation insurance.
For more specific information about your obligations under Federal Law, contact the Internal Revenue Service (and, if
you wish, the U.S. Small Business Administration). For more specific information about your obligations under State
Law, contact the Department of Benefit Payments and the Division of Industrial Accidents.
If,the structure is intended for sale, property owners who are not licensed contracts are al -owed to perform their
work personally or through their own employees, without a licensed contractor or subcontractor, only under limited
conditions.
A frequent practice of unlicensed persons professing to be contractors is to secure an "Owner/Builder" building
permit, erroneously implying that the property owner is providing his or her own labor and material personally.
Building permits are not required to be signed by property owners unless they are performing their own work
personally.
Information about licensed contractors may be obtained by contacting the Contractors' Stat? License Board in your
community or at 1020 N. Street, Sacramento, California 95814.
Please complete and return the enclosed owner -builder verification form so that we can confi.-m that you are aware of
these matters. The building permit will not be issued until the verification is returned. '
Very truly yours,
CITY OF LA QUINTA
DEPT. OF BUILDING AND SAFETY
78-495 Calle Tampico
La Quinta, CA 992253
Fgl 777-1012
64 (7 & Va7(m 1
O R'S SIGNATURE/DATE
PROPERTY ADDRESS
v 5- 3(o4l G
PERMIT NUMBER(S)
s A-
Bin #,.. '
City of _
� QLIfI1td
Building 8Z' Safety Division `
Permit # �(A P.O. Box 1504,78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
U� Building Permit A lication
pp and Tracking sheet
Project Address: Owner's Name:
A. P. Number: Address:
.
Legal Description: City, ST; Zip:L (2 A.
Contractor: P
Tele hone:
(.dJ
"1-
5ti
35
Address:
Project Description:
City, ST, Zip: '
Telephone: honer
•
-State Lic. # : City Lic. #;
Arch., Engr., Designer: #
"Address:. r'7 � w�� . •
City., ST, Zip: "
G
Telephone:
Construction structt '
on T
Y
Pe: Oe cu
P
ane
Y.
State
Lic
Pr Project
hP (circle r
cle o
ne : New
Add'
r
Alte
r Repair Demo ,
Name of Contact Person: S Ft
9 # Stories: # .Units:
Telephone # of Contact Person: -7, rj,"l�j .j 3rd Estimated Value of Project: -
APPLICANT: -DO
roject:-APPLICANT:,DO NOT WRITE BELOW THIS LINE'
# Submittal Req'd . Rec'd TRACKING
PERMIT FEES
Plan Sets Plan Check submitted
Its Amount
Structural Calcs. Reviewed, ready or corrections \
\\ Plan Check Deposit
Truss Calcs. Called Contact Peron q
M / Plan Check Balance
Title 24 Calcs: Plans pick�up.
Z8 Construction ,
Flood plain plan Plans resubmitted
_ Mechanical
Grading plan +2nd Review; read for correctio s/issue Z Electrical
y._ _
Subcontactor List Called Contact Person
Plumbing '
Grant Deed Plans picked up
a S.MJ.
H.O.A. Approval Plans resubmitted l
Grading
IN HOUSE:- 3.a f.. ,
Review, ready for corrections/issue Developer Impact Fee .
Planning Approval Called Contact Person rIlk- A.I.P.P.
r
Pub. Wks. Appr* Date of permit issue
School Fees
CC nn�, •'�� Total Perm 't Fees
r
Client: Mr. and Mrs. John Graham
' (760) 275-7359
Project: NEW PATIO IN BACK YARD
Address: 79-862 Parkway Esplanade -
Tapestry in La Quinta
Job:
r,
Date: 03 November 2
STRUCTURAL AND CIVIL ENGINEERING
DENISE R. POELTLER, INC.
r www. theflying buttress.com
73.661 -Highway 1 1 1 • Suite G • Palm Desert, California 92260
TEL. (760) 779-0405 • FAX (760) 779-1317
_.�
-4
r
Client: Mr. and Mrs. John Graham
' (760) 275-7359
Project: NEW PATIO IN BACK YARD
Address: 79-862 Parkway Esplanade -
Tapestry in La Quinta
Job:
r,
Date: 03 November 2
STRUCTURAL AND CIVIL ENGINEERING
DENISE R. POELTLER, INC.
r www. theflying buttress.com
73.661 -Highway 1 1 1 • Suite G • Palm Desert, California 92260
TEL. (760) 779-0405 • FAX (760) 779-1317
&c& f y6nf i�aw
73661 Highway 111, Suite G
Patm Desert, CA 92260
(760) 779-0405 FAX (760) 779-1317
www.theftyingbuttress.com
PROJECT:
BY DRP DATE 111/05.
REVISED
PROJECT &R/-NI+AEj
'101 - 8ro i FA�aRwn-f
9SFLAN A -VF
I.Q - TAEG/_-r9-Y
Mr. and Mrs. John Graham
"101-662 Parkway Esplanade North
Lo Quints, GA 92255
(760) 2,75-1559
STRUCTURAL GALGULAT I ONS
DESIGN AND DETAILING OF:
I. Design rafters, beams, posts, and footings for new patio.
�epare foundation and framing details.
3, -NNb1tYS11, o+ exISTIN6, s•P.�s AA( Rzw—v- F/-.TiD,
PATIO FLAT ROOF LOADS
COMPO. ROOF + RE -ROOF
5/4" APA ROOF SHEATHING
4X8'5 AT 42" O.G.
T -III OR IX6 DECKING
MISC.
= 6.0
PSF
= 2.5
PSF
= 2.5
PSF
= 2.0
PSF
= 1.2
PSF
DEAD LOAD = 14.0 PSF
LIVE LOAD (0.25:12 SLOPE) = 20, 16, 12 PSF
CONCRETE STRENGTH
V c. = 2500 PSI 28 -Day Compressive Strength
STEEL
F y = 60 KSI, Grade 60, ASTM A615
ao -17,
PAGE_
OF ZZ
149"1 UBC
2001 GBG
dW/ fl /tfl &Atter (� PROJECT 6019A!nAI'�
"• "�. rJ "' O� """""' p/�/ BY DATE O ,�j N 5 • ! 3 8
73661 Highway 111, Sulte G REVISED
PAGE '2,Pala Desert, CA 92260
(760) 779-0405 FAX (760) 779-1317 OF_�Z
www.theftyingbuttress.com
PROJECT: Mr. and Mrs. John Graham
'79-862 Parkway Esplanade North
Lo Oulnto, CA 92255
(760) 215-7559
SOILS INFORMATION
NO SOILS REPORT PROVIDED. USE UBC TABLE 18-1-A FOR MINIMUM VALUES.
Soil Classlficatlon = Silty sand
Soil Bearing Pressure .= 1500 PSF Continuous Footing
= 1500 PSF Pad Footing
Sliding Coefficient = 0.25
Passive Pressure = 150 PSF/FT
OWNER/CONTRACTOR ACCEPTS ALL LIABILITY FOR COMPACTION AND SUBSIDENCE
OF UNDERLYING SOILS.
IT IS THE FULL INTENTION OF THE ENGINEER THAT THESE CALCULATIONS CONFORM TO THE UNIFORM BUILDING CODE,
1497 EDITION. THESE CALCULATIONS SHALL GOVERN THE STRUCTURAL PORTION OF THE W0RKIN6 DRAWINGS.
WHERE ANY DISCREPANCIES OCCUR BETWEEN THESE CALCULATIONS AND THE WORKING DRAWINGS, THE ENGINEER
SHALL BE NOTIFIED IMMEDIATELY SO PROPER ACTION MAY BE TAKEN. THE STRUCTURAL CALCULATIONS INCLUDED
ARE FOR THE.ANALY5IS AND DESIGN OF THE PRIMARY STRUCTURAL SYSTEM. THE ATTACHMENT OF VENEER AND
NON-STRUCTURAL ELEMENTS 15 THE RESPONSIBILITY OF THE ARCHITECT, UNLESS SPECIFICALLY SHOWN OTHERWISE.
THE ENGINEER ASSUMES NO RESPONSIBILITY FOR WORK NOT A PART OF THESE CALCULATIONS NOR FOR INSPECTION
TO ENSURE CONSTRUCTION 15 PERFORMED IN ACCORDANCE WITH THESE CALCULATIONS. STRUCTURAL OBSERVATION
OR FIELD INVESTIGATION SERVICES ARE RETAINED UNDER A SEPARATE CONTRACT.
O.
(b X 6 POSTS 5ADkirH
X VERSALAM
V�s^ i . 0 .....
...... .. ........ .. . ...... ....
------- ---
2X5 LEDGER LANG
66
TO EXISTING WA H
,TER
GREAT DINING
loom. ROOM ROOM
PATIO COVER PLAN
NW41=
SIMPSON CBbb
POST BASE
FINISHED SURFACE
of
24" SQUARE PAD FOOTING L
2-#4 BARS EACH WAY
TOP AND BOTTOM
bxb WOOD POST
PATIO DECKING
ISOLATED PAD FOOTING F,_P,DO3
PROJECT �iFL��:*1'M
", `� `�'�`�"" Q BY P DATE O� # 01 _!3g
73661 Highway 111, Suite G REVISED
PAGE r
Pala Desert, CA 92260
(760) 779-0405 FAX (760) 779-1317 OF z�
PROJECT:
(VERIFY)
o1 -t -,Y -To SPLIo�,
6X'
WOOD BEAM
BEAM CONNECTION FR-HIM05 12.
-' "' fJ c a &ut t e4k BYQW DATE O PROJECT
# oS _I3$
73661 Highway 111, Suite G REVISED PAGE �D
Palm Desert, CA 92260
(760) 779-0405 FAX (760) 779-1317 OF 'L %i
PROJECT:
■
3/4" APA
SHEATHI N6
IX8 DECK
OR T -III
SHEATHING
2X8 BLOCK WITH J
A35 CLIP EA. BLOCK
(TYP)
BOUNDARY NAILIIN6:
Ibd SINKERS X 3-1/2" L.
AT 6" O.G. (TYP)
4X8: DFL #I
AT 42" O.G.
(TYF')
2X8 BARGE
RAFTER
_ 5.25" X 1185"
VERSA -LAM 2.0
CONTINUOUS
BEAM (B-1)
EAVE DETAIL 3
FR-BBWI3
1 J "' O "--" e k BY P DATE "/O5 PROJECT �
#'05-3
73661 Highway 111, Suite G REVISED PAGE
Pala Desert, CA 92260
(760) 779-0405 FAX (760) 779-1317 OF `LZ
PROJECT:
ROOF SHEATHING
3/4" APA RATED STRUCTURAL I SHEATHING
(OSB OR PLYWOOD)
Ibd SINKERS (0.148" x 3-1/2" MINS AT 6" O.G.
EDGE AND BOUNDARY NAILING
16d SINKERS (0.148" x 3-1/2" MIND AT 12" O.G.
FIELD NAILING
P.I. = 4810, EXPOSURE I OR EXTERIOR GRADE
LIBLOGKED, CASE I LAYOUT Vallow = 265 PLF
B.N. IOd AT
b° O.G. (TYP)
3/4" APA
SHEATHING
IX8 DECK
S ER T-111
ATHI S ,
4X8 DFL *I
AT 42" O.G.
2" MIN.
DISTANCE
SIMPSON HANGER U48
(TYP. EACH RAFTER)7—
AB5 CLIPS PER SHEAR
PANEL SGHEDU.I_E
PRE -FAB
TRUSSES
BOUNDARY NALIING:
Ibd SINKERS X'3-1/2" L.
AT 6" O.G. (TYPJ
2X8 LEDGER WITH
— 3-1/4" DIAM., X 4" L.
LAG SCREWS INTO
EACH 2X4 STUD
(TYP)
EXISTING 2X4
STUDS AT 16" O.G.
LEDGER DETAIL ST-HiL07 �'
"' flycnol " tt Pw BY f jO DATE � PROJECT
# 05-135
73661 Highway 111; Suite G REVISED PAGE 8
Palm Desert, CA 92260
(760) 779-0405 FAX (760) 779-1317 OF .2 Z
PROJECT-.,-.
ROOF SHEATHING
3/4" APA RATED STRUCTURAL I SHEATHING
(OSB OR PLYWOOD)
16d SINKERS (0.148" x 3-1/2" MIN) AT 6" O.G.
EDGE AND BOUNDARY NAILING
16d SINKERS (0.148" x 3-1/2" MIN) AT 12" O.G.
FIELD NAILING
P.I. = 445/0, EXPOSURE I OR EXTERIOR &RADE
UNBLOCKED. CASE I LAYOUT Vallow = 285 PLF
B.N. IOd AT
6" O.G. CTYP)
3/4" APA
SHEATHING
IX8 DECK
SHEATHING
4X8 DFL #1
AT 42" O.G.
SIMPSON HANGER U48
(TYP. EACH RAFTED
ASS CLIPS PER SHEAR
PANEL SCHEDULE
PRE -FAB
TRUSSES
BOUNDARY NAILIIN6:
Ibd SINKERS X 3-1/2" L.
AT 6" O.G. (TYP)
2X8 LEDGER WITH
(1) 1/4" DIAM. X 4" L.
LA6 SCREW AT
8" STA66. CENTERS
INTO 4X8 BLOCK BTM.
EACH 2X4 STUD
(TYP)
EXISTING 2X4
STUDS AT 16" O.G.
LED6ER DETAIL (ALT.) ST-Hll.o, 5
' FRAMING NOTES
I. SEE DETAIL SHEETS FOR 6ENERAL NOTES AND
' TYPICAL DETAILS.
2. PROVIDE STRIPPING WHERE REQUIRED TO PROVIDE A
UNIFORM SURFACE WHERE FLUSH JOISTS AND BEAMS
ARE DIFFERENT DEPTH.
3. PROVIDE MULTIPLE STUDS AT ALL BEAMS FOR FULL
BEARING UNLESS NOTED OTHERWISE ON PLANS.
4. USE SIMPSON "LU", "LUS" OR "HU" HANGERS AT FLUSH
JOISTS AND BEAMS UNLESS NOTED OTHERWISE.
MANUFACTURER TO DESIGN HAN&ER5 FOR ROOF AND
FLOOR TRUSSES AS NECESSARY.
' 5. MEMBERS MARKED AS "DRAG" OR "SHEAR" TO HAVE
CONTINUOUS BOUNDARY NAILING.
6TRUSS MANUFACTURER TO PROVIDE CALCULATIONS
' AND SHOP DRAWIN65 TO ARCHITECT'S OFFICE AND
ENGINEER'S OFFICE PRIOR TO TRUSS FABRICATION.
-f. ALL NAILING SHALL BE IN FULL COMPLIANCE WITH UBC
' TABLE 23 -11 -B -I.
6. PROVIDE AN A.I.T.G. CERTIFICATE OF COMPLIANCE
FOR (SLUED LAMINATED WOOD MEMBERS TO THE
' BUILDING INSPECTOR PRIOR TO INSTALLATION.
Q. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL
STRUCTURAL STEEL AND BLU -LAM BEAMS FOR
ENGINEER'S REVIEW PRIOR TO FABRICATION.
10. FIELD WELDING REQUIRES SPECIAL INSPECTION BY
DEPUTY INSPECTOR APPROVED BY THE BUILDIN6
DEPARTMENT,
11. ALL PLYWOOD ROOF SHEATHING TO BE APPLIED LONG
DIMENSION PERPENDICULAR TO JOISTS. PLYWOOD
SHEATHING TO BE 2'-0" MINIMUM.
' 12. ALL HANGERS, POST GAPS, POST BASES, HOLDOWN5,
ETC. TO BE "SIMPSON" CONNECTORS OR APPROVED
EQUAL.
ROOF LOADS
PATIO ROOF DEAD LOAD = 14 P.S.F.
LIVE LOAD (4:12) = 20, 16, 12 P.S.F.
ROOF SHEATHING
3/4" APA RATED STRUCTURAL I SHEATHING
(05B OR PLYWOOD)
16d SINKERS (0.148" x 3-1/2" MIN) AT 6" O.G.
EDGE AND BOUNDARY NAILING
16d SINKERS (0.148" x 3-1/2" MIND AT 12" O.G.
FIELD NAILIN6
P.I. = 46/0, EXPOSURE I OR EXTERIOR GRADE
UNBLOCKED, CASE I LAYOUT Vollow = 255 PLF
17
�1
ii
I -
1
Roof Rafter( 97 Uniform Building Code (01 NDS) j Ver: 6.00.8
By: Denise R. Poeltler, , The Flying Buttress on: 06-08-2005 : 3:31:17 PM
Project: GRAHAM - Location: R - 1 ROOF RAFTERS
IN = U512
Summary:
IN = U303
3.5 IN x 7.25 IN x 14.5 FT (13.5 + 1) A 48 O.C. / #1 - Douglas Fir -Larch - Dry Use
Section Adequate By: 26.2% Controlling Factor: Moment of Inertia / Depth Required 6.71 In
Interior Span Deflections:
IN = 2L./13818
Dead Load:
DLD-Interior=
Live Load:
LLD -Interior -
Total Load:
TLD-Interior-
Eave Deflections (Positive Deflections used for design):
Dead Load:
DLD-Eave=
Live Load:
LLD-Eave=
Total Load:
TLD-Eave=
Rafter End Loads and Reactions:
LOADS:
Upper Live Load:
135 PLF
Upper Dead Load:
94 PLF
Upper Total Load:
229 PLF
Lower Live Load:
156 PLF
Lower Dead Load:
109 PLF
Lower Total Load:
265 PLF
Upper Equiv. Tributary Width:
UTWeq=
Lower Equiv. Tributary Width:
LTWeq=
Rafter Data:
SF
Interior Span:
L=
Eave Span:
L-Eave=
Rafter Spacing:
Spacinq=
Rafter Pitch:
RP=
Roof sheathinq applied to top of joists -Top of rafters fully braced.
FT
Live Load Deflect. Criteria:
L/
Total Load Deflect. Criteria:
L/
Non -Snow Live Load:
PLF
Roof Loaded Area:
RLA=
Live Load Method:
Method =
Rafter Loads:
PSI
Roof Live Load:
LL=
Roof Dead Load:
DL=
Roof Duration Factor:
Cd=
Slope Adjusted Spans And Loads:
PSI
Interior Span:
L-adj=
Eave Span:
L-Eave-adj=
Rafter Live Load:
wL-adj=
Rafter Dead Load:
wD-adj=
Rafter Total Load:
wT-adj=
Properties For: #1- Douqlas Fir -Larch
Bendinq Stress:
Fb=
Shear Stress:
Fv=
Modulus of Elasticity:
E_
Stress Perpendicular to Grain:
Fc -perp=
Adjusted Properties
Fb' (Tension):
Fb'=
Adjustment Factors: Cd=1.25 Cf=1.30'
Fv':
Fv'=
Adjustment Factors: Cd=1.25
Design Requirements:
Controllinq Moment:
M=
6.751 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controllinq Shear:
V=
At a distance d from riqht support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads
on span(s) 2, 3
Comparisons With Required Sections:
Section Modulus (Moment):
Sreq=
Area (Shear):
Moment of Inertia (Deflection):
S=
Areq=
A=
Ireq=
1=
0.22
IN
0.32
IN = U512
0.54
IN = U303
0.00
IN
0.00
IN = 2L./13818
0.00
IN = 2L/24005210
RXNS:
540 LB
376 LB
916 LB
623 LB
436 LB
1059 LB
6.71
FT
7.79
FT
13.5
FT
1.0
FT
48.0
IN O.C.
0.25
:12
360
240
58.0
SF
One
20.0
PSF
14.0.
PSF
1.25
13.5
FT
1.0
FT
80
PLF.
56
PLF
136
PLF
1000
PSI
180
PSI
1700000
PSI
625.
PSI
1625
PSI
225
PSI
3085 FT -LB
849 LB
22.78 IN3
30.66 IN3
5.66 IN2
25.38 IN2
88.11 IN4
111.15 IN4
L�
121�z
/
'
Roof Beam( 97 Uniform Buildinq Code (01 NDS) j Ver: 6.00.8
By: Denise R. Poeltler, , The Flying Buttress on: 06-08-2005: 3:31:17 PM
Project: GRAHAM - Location: B - 1 VERSALAM 2.0
Summary:
5.25 IN x 11.875 IN x 14.0 FT /Versa -Lam 2.0 3100 - Boise Cascade
Section Adequate By: 311.3% Controlling Factor: Section Modulus / Depth Required 7.38 In
Deflections:
Dead Load:
Live Load:
DLD=
LLD=
0.08
0.09
IN
IN = L/1838
Total Load:
TLD=
0.17
IN = L/999
Reactions (Each End):
Live Load:
LL-Rxn=
1085
LB
Dead Load:
DL-Rxn=
910
LB
'
Total Load:
TL-Rxn=
1995
LB
Bearing Length Required (Beam only, support capacity not checked):
BL=
0.51
IN
Beam Data:
'
Span:
Maximum Unbraced Span:
L=
Lu=
14.0
0.0
FT
FT
Pitch Of Roof:
RP=
0.25
:12
Live Load Deflect. Criteria:
L/
360.
Total Load Deflect. Criteria:
L/
240
Non -Snow Live Load:
'
Roof Loaded Area:
RLA=
108.5
SF
Live Load Method:
Method =
One
Roof Loadinq:
Roof Live Load -Side One:
LL1= .
20.0
PSF
'
Roof Dead Load -Side One:
DL1=
14.0
PSF
Tributary Width -Side One:
TW1=
6.75
FT
Roof Live Load -Side Two:
LL2=
20.0
PSF
Roof Dead Load -Side Two:
DL2=
16.0
PSF
Tributary Width -Side Two:
TW2=
1.0
FT
'
Roof Duration Factor:
Cd=
0.90
Beam Self Weiqht:
BSW=
19
PLF
Slope/Pitch Adjusted Lenqths and Loads:
Adjusted Beam Lenqth:
Ladi=
14.0
FT
'
Beam Uniform Live Load:
wL=
155
PLF
Beam Uniform Dead Load:
wD_adi=
130
PLF
Total Uniform Load:
WT=
285
PLF
Properties For: Versa -Lam 2.0 3100- Boise Cascade
Bendinq Stress:
Fb=
3100
PSI
'
Shear Stress:
Fv=
285
PSI
Modulus of Elasticity:
E=
2000000
PSI
Stress Perpendicular to Grain:
Fc_perp=
750
PSI
Adjusted Properties
'
Fb' (Tension):
Fb'=
2793
PSI
Adjustment Factors: Cd=0.90 Cf=1.00
Fv':
Fv'=
257
PSI
Adjustment Factors: Cd=0.90
'
Design Requirements:
Controllinq Moment:
M=
6983
FT -LB
7.0 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear:
V=
1716
LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Sreq=
30.00
IN3
'
S=
123.39
IN3
Area (Shear):
Areq=
10.03
IN2
A=
62.34
IN2
Moment of Inertia (Deflection):
Ireq=
175.93
IN4
1=
732.62
IN4
L�
7
-
Footing
Footing Design t 97 Uniform Building
Code (01 NDS)1 Ver: 6.00.8
'Bv: Denise R. Poeltler, , The Flying Buttress on: 06-08-2005: 3:35:05 PM
Prosect: GRAHAM - Location: P-1 END PAD FOOTING
Summary:
Footing Size: 2.0 FT x 2.0 FT x 12.00 IN
Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min.
Footing Loads:
'
Live Load:
Dead Load:
PL=
PD=
1085
910
LB
LB
Total Load:
PT=
1995
LB
Ultimate Factored Load:
Pu=
3119
LB
Footing Properties:
Allowable Soil Bearing Pressure:
Qs=
1500
PSF
Concrete Compressive Strength:
F'c=
2500
PSI
Reinforcing Steel Yield Strength:
Fv=
40000
PSI
Concrete Reinforcement Cover:
c=
3.00
IN
'
Footing Size:
Width:"
W=
2.0
FT
Len qth:
L=
2.0
FT
Depth:
Depth=
12.00
IN
Effective Depth to Top Layer of Steel
d=
8.25
IN
Column and Baseplate Size:
'
Column Type:
(Wood)
-
Column Width:
m=
6.00
IN
Column Depth:
n=
6.00
IN'
'
Bearing Calculations:
Ultimate Bearing Pressure:
Qu=
499
PSF
Effective Allowable Soil Bearing Pressure:
Qe=
1350
PSF
Required Footing Area:
Areq=
1.48
SF
Area Provided:
A=
4.0
SF
Baseplate Bearing:
'
Bearing Required:
Bearing=
3119
LB
Allowable Bearing:
Bearing -Allow=
107100
LB
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1=
487
LB
'
Allowable Beam Shear:
vc1=
16830
LB
Punching Shear Calculations (Two way shear):
Critical Perimeter:
Bo=
57.00
IN
Punching Shear:
Vu2=
2019
LB
Allowable Punching Shear (ACI 11-35):
vc2-a=
119914
LB
Allowable Punching Shear (ACI 11-36):
vc2-b=
155678
LB
Allowable Punching Shear (ACI 11-37):
vc2-c=
79943
LB
Controlling Allowable Punching Shear:
vc2=
79943
LB
Bending Calculations:
Factored Moment:
Mu=
9356
IN -LB -
Nominal Moment Strength:
Mn=
169965
IN -LB
Reinforcement Calculations:
Concrete Compressive Block Depth:
a=
0.46
IN
Steel Required Based on Moment:
As(1)=
0.03
IN2
'
Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5.4): As(2)=
0.58
IN2
Controlling Reinforcing Steel:
As-reqd=
0.58
IN2
Selected Reinforcement:
#4 Bars @ 8.00 IN. O.C. ENV /
(3) Min.
Reinforcement Area Provided:
As=
0.59
IN2
'
Development Length Calculations:
Development Length Required:
Ld=
15.00
IN
Development Length Supplied:
Ld-sup=
9.00
IN
'
Note: Plain concrete adequate for bending, therefore adequate development length not required.
I yt z
Footing Design ( 97 Uniform Building
Code (01 NDS)1 Ver: 6.00.8
By: Denise R. Poeltler, , The Flying Buttress on: 06-08-2005: 3:35:05 PM
Proiect: GRAHAM - Location: P-2 CENTER PAD FOOTING
Summary:
Footing Size: 2.0 FT x 2.0 FT x 12.00 IN
Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min.
Footing Loads:
Live Load:
PL=
2170
LB
Dead Load:
PD=
1820
LB
Total Load:
PT=
3990
LB
Ultimate Factored Load:
Pu=
6237
LB
Footing Properties:
Allowable Soil Bearing Pressure:
Qs=
1500
PSF
Concrete Compressive Strength:
F'c=
2500
PSI
Reinforcing Steel Yield Strength:
Fv=
40000
PSI
Concrete Reinforcement Cover:
c=
3.00
IN
Footing Size:.
Width:
W=
2.0
FT
Length:
L=
2.0
FT
Depth:
Depth=
12.00
IN
Effective Depth to Top Layer of Steel:
d=
8.25
IN
Column and Baseplate Size:
Column Type:
(Wood)
Column Width:
m=
6.00
IN
Column Depth:
n=
6.00
IN
Bearing Calculations:
Ultimate Bearing Pressure:
Qu=
998
PSF
Effective Allowable Soil Bearing Pressure:
Qe=
1350
PSF
Required Footing Area:
Areq=
2.96
SF
Area Provided:
A=
4.0
SF,
Baseplate Bearing:
Bearing Required:
Bearing=
6237
LB
Allowable Bearing:
Bearing -Allow=
107100
LB
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1=
975
LB
Allowable Beam Shear:
vc1=
16830
LB
Punching Shear Calculations (Two way shear):
Critical Perimeter:
Bo=
57.00
IN
Punching Shear:
Vu2=
4038
LB
Allowable. Punching Shear (ACI 11-35):
vc2-a=
119914
LB ,
Allowable Punching Shear (ACI 11-36):
vc2-b=
155678
LB
Allowable Punching Shear (ACI 11-37):
vc2-c=
79943
LB
Controlling Allowable Punching Shear:
vc2=
79943
LB
Bending Calculations:
Factored Moment:
Mu=
18711
IN -LB
Nominal Moment Strength:
Mn=
169965
IN -LB
Reinforcement Calculations:
Concrete Compressive Block Depth:
a=
0.46
IN
Steel Required Based on Moment:
As(1)=
0.06
IN2
Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5.4): As(2)=
0.58
IN2
Controlling Reinforcing Steel:
As-reqd=
0.58
IN2 "
Selected Reinforcement:
#4 Bars @ 8.00 IN. O.C. E/W /
(3) Min.
Reinforcement Area Provided:
As=
0.59
IN2
Development Length Calculations:
Development Length Required:
Ld=
15.00
IN
Development Length Supplied:
Ld-sup=
9.00
IN
Note: Plain concrete adequate for bending, therefore adequate
development length not required.
I yt z
th&fly� �
73.661 Highway 1 1 1 • Suite G
Palm Desert, California 92260
(760) 779-0405 0 FAX (760) 779-1317
www.theflyingbuttress.com
PREPARED FOR:
BY QP -f DATE /D$ JOB
CKD DATE
# os - ►38
PG IS
OF S2,
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10 rcv 2x S"° uo
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73.661 Highway 1 1 1 • Suite G
Palm Desert, California 92260
(760) 779-0405 0 FAX (760) 779-1317
www.theflyingbuttress.com
BY DRp DATE PJB JOB G�
CKD DATE
PREPARED FOR:
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Fp
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73661 Highway 111, Suite G
Pala Desert, CA 92260
(760) 779-0405 FAX (760) 779-1317
www,theftyingbuttress.com
PROJECT:
_
t PROJECT C>ILAH®M
BY V" DATE
REVISED
Mr. and Mrs. John Graham
71-862 Parkway Esplanade North
Lo Quints, CA 12255
(760) 2,75-1551
PAGE
OF
LATERAL LOADS
1991
UBC and 2001 GBG
SEISMIC, COEFFICIENTS
SECTION 1626
UBC, TABLE
VALUE
FACTOR
16-1
Z = 0.4
SEISMIC ZONE 4
16-1
SD
SOIL PROFILE TYPE
16-K
I= 1.0
STANDARD OCCUPANCY
I6-1-
NO
VERTICAL IRREGULARITY
16-M
NO
PLAN IRREGULARITY
16-N
R= 5.5
PLYWOOD SHEAR PANELS
I6 -N
R= 5.5
51MP50N STRON6104ALL
16-N
R= 4.5
STEEL FRAME-OMRF
16-N
R= 4.4
HARDY PANEL
16-N
R= 2.2
CANTILEVER STEEL COLUMN
16-0
op= 1.0
HORIZONTAL FORGE FACTOR
16-0
Ga= 0.44
No
16-R
Cv= 0.64
Nv
I6-5
No = 1.2
DISTANCE > 5 KM
16-T
Nv = 1.6
DISTANCE > 5 KM
I6 -U
A
SEISMIC SOURCE TYPE
WIND LOAD COEFFICIENTS
SECTION 1620
UBC, TABLE
VALUE FACTOR
I6 -F
Qs = 16.4
PSF (60 MPH) BASK WIND SPEED
16-6
Ge = 1.06
(HT. 0-15 FTJ EXPOSURE G
Ge = 1.13
(HT. 15-20 FT) EXPOSURE G
Ge = 1.19
(HT. 20-25 FT) EXPOSURE G
16-H "
Gq,= 1.3
HORIZONTAL / ANY DIRECTION
16-K
I = 1.0
IMPORTANCE FACTOR
p = Ge x Cq, x 05 x I -- 22.6 PSF (EQ. 20-1)
p = 1.06 x 1.3 x. 16.4 PSF x 1.0 = 22.6 PSF (HT. = O -15 FT.)
p = 1.13 x 1.3 x 16.4 PSF x 1.0 = 24.1 PSF (HT. = 15-20 FTJ
p = 1.19 x 1.3
x 16.4 PSF x 1.0 = 25.4 P5F (HT. = 20 -25 FTJ'
�vdV•es-k BY l� DATE I� O� PROJECT CoR/hlI'/yNl #15
73661 Highway 111, -Suite G REVISED PAGE"'
Palm Desert, CA 92260 h
(760) 779-0405 FAX (760) 779-1317 OF (i�'
www•theftyingbuttress•com
PROJECT: Mr. and Mrs. John Graham
19-862 Parkway Esplanade North
Lo Guinta, GA 12253
(160) 215-1359
DESIGN FOR TOTAL LATERAL FORGE SEG. 1652.2
Fp= 4.0 Ga Ip Wp (EQ. 52-1)
(1.4)
Fp =
RP (I 4) ( 1 + 5h�) Pip (EQ. 32-2)
Fp = 0.1 Ca IR Wp (EQ. 52-5)
(1.4)
SIMPLIFIED STATIC, DESIGN SEG. 1650.2.5
V= 3.0 Ga PWI (EQ. 30 -II) Ga = 0.44 x Na
R (1.4)
V= 5.0 (0.44 x 1.2) M1 0.206 MI (PLYWOOD SHEAR PANELS)
5.5 (1.4)
BASIC LOAD COMBINATION FOR ALLOWABLE STRESS DESIGN
PER SEG. 1612.3.2 ALTERNATE LOAD COMBINATIONS
E= pEh + Ev = I.OEh (EQ. 50-1) WHERE P= 1.0 and Ev= O
D + L + E =V (EQ. 12-15) 1/5 STRESS INCREASE
1.4 1.4 ALLOWED
Active Fault Near -Source
This map is intended - o be used in conjunction �
the 1997 Uniform Building Code, Tables 16-S and
Si TE
/ Na.= 1•Z.
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Palm Desert, California 92260 CKD DATE
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