12-0220 (BLCK)P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT.
Owner:
DESERT CHEYENNE, INC.
78401 HIGHWAY 111, SUITE G
LA QUINTA, CA 92253 -
(
it
�i 0)r
Contractor:
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 3/12/12'
I,
2tJR142012 '
Applicant: Architect or Engineer_.
GJH DEVELOPMENT INC !
27636 YNEZ ROAD C7 #151
TEMECULA, CA 92591
(760)578-3545
,1I
Lic. No:: 916227
-----------------------
- LICENSED CONTRACTOR'S DECLARATION
WORKER'S COMPENSATION DECLARATION
-I hereby affirm under penalty of perjury t t lilam 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 Busine
d Professionals Code, and my License is in full forceandeffect.
_ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
Lice se CI s: B
License No-: 916227
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued.
?•�
Date, ntractor:
_ 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:
I hereby affirm under penalty of perjury that. am exempt from the Contractor's State License Law for the
Carrier EXEMPT- Policy Number EXEMPT
following reason (Sec. 7031..5, Business and Professions Code: Any city or county that requires a permit to
1 certify that, in the perfor n 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
i person in any manner s 's o become subject to the workers' compensation laws of California, -
.permit to file a signed. statement that lie or she is licensed pursuant to the provisions of the Contractor's State
and agree that, if I shoul ome subject to the workers' compensation provisions of Section
- - License Law (Chapter 9 (commencing with Section 7000) of Division of the Business and Professions Code) or
3 00 of the Labor Code I all 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
_
�i
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars IS5001.:e:
plic
/ ant:
(_) 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 -
WARNING: FA I URE TO SECURE WORK RS' 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 TO CRIMINAL ENALTIES 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 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 did not 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,
1 I am exempt under Sec. , BAP.C. for this reason
the owner, and the applicant, each agrees to, and shall defend, indemnify acid hold harmless the City
Date: Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
workfor which this permit is issued (Sec. 3097, Civ.
Lender's Name:
Lender's Address:
LQPER,MIT
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 a eilicat n becomes null and void if work is not commenced
within 180 days from date of issuance of s ch permit, or cessation of work for 180 days will subject
permit to cancellation.
I certify that I have read this application and state that t ove information is correct. I agree to comply with all
city and c unty ordinances and state laws relating to bui construction, and hereby authorize representatives
of this u tyro enter upori th above-mentioned grope f r inspection purposes.
ate A Si ature (Applicant or Agent):
Application Number . . . .12-00000220
_
Permit . . . WALL/FENCE PERMIT
,Additional desc .
Permit Fee . . . . 54.00 Plan Check
Fee,,.
..00
Issue'Date Valuation
.
. 2500
Expiration Date 9/08/12
Qty Unit Charge Per
Extension,
BASE FEE
45.00
1.00 - 9.0000.THOU BLDG 2,001-25,000
9.00
-------------------------------------------------------------------------
Special Notes and Comments.
100 L.. F. G' (12UMEN WP.LL O 8 DE P/L nrm
RETURN, CITY STANDARD. 2010 CODES.
-----------------------------------------------------------------------------
Other Fees . . . . . . . BLDG STDS ADMIN (SB1473)
1.00
Fee summary Charged Paid Credited
Due
Permit Fee Total 54.00 .00
.00.
54.00
Plan Check Total .00 .00
.00
.00
Other Fee Total 1.00 .00
.00
1.00
Grand Total 55.00 .00
.00
55.00
LQPERMIT - "
MR #
CityOf ,
Building. BT Safety Division
P.O. Box 1504 784 Calle Tampka -
La.Quinia, CA 92253 -:(760) 777-7012 .
Building Permit -Application and Trac'ng Sheet
Permit #.
`
Project Address: V
Owner's N
A. P. Number.
Address:
Legal Description:.
City, ST, Zip: 3
elhoneContractor "` 3£ .•''
Address:
Project Description:
City, ST, Zip.
w= s.
ne;
Telepho:
222 az.i
J , Lnc
- -
St& Lia # : City Lic. #;
Tf
Arch, Engr., Designer.
Address:
City., ST, Zip:
Telephone:
Construction Type: . Occupancy:
State Lic. #:' .v
:� .,; � »„�
Name of Contact Perso QZ
Project type (circle one): New Add'n Alter ,Repair Demo
Sq. Ft.: #Stories: # Units:
Telephone # of Contact Person: 3
Estimated Va[ae of Project
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Plan Sets
Req'd
Recd
TRACMG
Plan Check submitted.
PERMIT FEES -
Item. Amount
Structural Cales.
Reviewed, ready for corrections
Plan: Check Deposit. .
'Buss Calcs.
Called Contact Person
Plat Check Balance
Tide 24 Cates.
Plans picked up
-
Construction'
Flood plain plan
Plans resubmitted..
McLharitcal
Giading plan
2'! Review, ready for correctionsrLaue
Electrical
Subcontactor Idst
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
3" Review, ready for correctlonsAssue
Developer ImpaetFee
Planning Approval.
Called Contact Person
A.LP-P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
v
Q',AS1• , •�'
CA,%iPOELL '.�
2 ;Z
Exp' i �c
CIVIL
•• No •184
THM11AS IRAY
CAh,11PB_EU
PATIO COVER SYSTEM
GENERAL NOTES:
GOVERNIM CODES:
.1:-ZDIESIGN:OF-ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT -COMPLY WITH THE
201 _INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL
CODES, ASCEJSEI 7 -10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND�THE 2010
ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WRH 2012 IRC
AND 2013 CRC SECTION AH105.2 FOR 10 pst RESIDENTIAL CONSTRUCTION AN&ACI318-11,FOR20, 25 AND 30
ps1 RESIDENTIAL AND COMMERCIAL CONSTRUCTIOTL I
Z- ALL mass FbRTAWING i0 EACH INSTALLATION (TYPE -OF ROOF PANEL, HEADER SPAN, COLUMN Ste,
ETC4 SHALL BE CIRCLED AND CLEARLY IDENTQiED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE
AND DBiEC I THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES. SEQUENCES AND PROCEDURES.
CF. T� AupprnRn SGT IIG n2hiAnMG9 ANTI SDElMEI!`ATuINS SHAI I RE IrEFT AT THE V1R 417'9 AMII SHAT -1, 9G
AVAIABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
CHANGE ORDER
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL
7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
12 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
EXISTING OR NEW CONRETE SLABS.
10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
CARPORTS_
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
DESIGN CONSIDERATIONS:
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT.
12. MUGMUIM COVER PROJECTION IS 10'.
13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE
EXISTING OVERHANG.
14. COVERS ARE DESIGNATED'RIDGED BUILDINGS' AS DEFINED IN ASCE/SEI 7.
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
ASCEJSEI7.
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS 'OPEN STRUCTURES ' IN
ACCORDANCE WITH ASCE/SEI 7.
17. THE RATIO (H/P). COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT),
SHALL NOT EXCEED ONE (1).
18. THE RATIO (L/P), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT
BE LESS THAN ONE (1)_
MATERIAL SPECIFICATIONS:
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT.
20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED
WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS.
21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER
TABLE 18062 AND SECTION 1806.3.4.
23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED. AND CONFORM TO A500 GRADE B.
ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60.
24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4: STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL
- HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE.
26. AL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR
1976 OR APPROVED EQUAL
27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH
RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF}
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 15052,
EXCEPTION 2.
WIND SPEED CONVERSION TABLE:
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE C.
FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND
SPEED BY 0.6
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUI
SHALL BE BASED ON 85 MPH =110 MPH.
0.6
MFG. BY: DURALUM PRODUCTS, INC.
DESIGN REQUIREMENTS
i
RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H. CBC AND IBC CHAPTER 16, CBC & IBC APPENDIXCHAPTER L
ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 ps1)
COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
ROOF LIVE AND SNOW LOADS: 20, 25, 30,40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30.40 & 50 mO
ADDITIONAL DESIGN REQUIREMENTS'
I. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES BAND C.
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: I, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
!,RAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.50, S,= 0.6, S �= 1.0, S.= 0.50
RESPONSE MODIFICATION FACTOR, 8:125
6. DESIGN ASSUMPTIONS:
F: BUILDING HEIOHT OF MA14 S T RUC I URE (MEAN HUUF HEIbH 1) lU
D. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10'
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT -
A. TITLE SHEET AND GENERAL NOTES.
B. STRUCTURAL CONFIGURATION (I.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TAa3 S.
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITE-SPECIFIC DESIGN LOADS.
E. APPROPRIATE STRUCTURAL DETAILS.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION.
SHEET INDEX:
SHEET # SHEET TITLE / DESCRIPTION
CITY OF .LA-QU��Ar...
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL If
A h By
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND
SLIDING, PER ASCE 7=10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 49 FOR SPAN REDUCTION FACTORS.
Th1nkPadlDura1umVAPMO 019515.21-14 SubmlttaR5-21-14 A 4.dwg, 8252014 2:1327 PM, Cu!ePDF WrNer,
WIND SPEED CONVERSION TABLE:
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
SEE CONVERSION METHOD, THIS PAGE,
FOR APPLICATION AND USE.
SITE DESIGN PARAMETERS:
T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1 ............SOLID PANEL STRUCTURES
2 ............OPEN LATTICE STRUCTURES
3-4 .........PANEL SPANS TRI -V, W -PANEL & FLAT PAN
5 ............MINIMUM FASTENERS
6 ............RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
7 ............HEADER BEAM TYPES, COLUMN / POST TYPES
8 ............EXISTING EAVE CONNECTION DETAILS
9 ............HANGER CHANNELS AND MOUNTING BRACKETS
10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
11 ...........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
12 ...........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
13 ...........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS
15-17 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
18-20 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
21-23 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
24-27 .:..::SOLID COVERS°ATFACHED & FREESTANDING'BEAM SPANS,'30'PSF'S.L, 10-130 MPH
28-30 :....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
31-33 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
3436 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
37-38 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L. 110-130 MPH
39-40 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
41-42 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
43-44 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
45.46 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
47 ...........INSULATED ROOF PANEL ATTACHMENT DETAILS
48 ...........SNOW DRIFT DESIGN
49 ...........SPAN REDUCTION FACTOR TABLES
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24" TRI -"V" PAN
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS
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6"/ 8"x 2)V FLAT PAN
.09R 0_S.1._
ALUM. ALLOY 3004-1-136 OR EQUAL
I
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVEISNOW LOAD, psf
20 25 30 40 50
24- TRI -'V- PAN
- 0.88 0.83 0.75 0.80
24 x2}4'x0.018' 0.95
0.80 0.65 0.65 - -
24x2X-X0.024- 0.90
PANEL -r
110 MPH
SPAN
120 MPH
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1 130 MPH
SPAN
LUSL
(IN.)
EXP -B
EXP.0
EXP.B
EXP.0
EXPB
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1OJ'
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I
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVEISNOW LOAD, psf
20 25 30 40 50
12'x3Y2'x0.020' -
- 0.88 0.83 0.75 0.80
24 x2}4'x0.018' 0.95
0.80 0.65 0.65 - -
24x2X-X0.024- 0.90
0.88 0.70 0.65 -
24x2)ix0.032- 0.90
0.68 - - -
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE.
NOTE: PANEL FASTENERS -
ARE SHOWN IN TABLES 1,2 AND 3• SHEET 4
45'
TYP.
(ALL UNMARKED RADII .06R)
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F.38' T= (SEE TABLE BELOW)
.75'
ALUM. ALLOY 3004-1-136 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL
12"x 3 1/2"W PANEL 8- x 2)V FLAT PAN 6• x 2)j* FLAT PAN
LUSL PANEL -r 110 MPH SPAN I 120 MPH SPAN 130 MPH SPAN L USL PANEL'r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PANEL -r 110 MPH SPAN 120 MPH SPAN
(IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 (IN.) EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 (IN.) EXP.B EXP.0 EXP.B EXP.0
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30
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FIGURE INDICATES -a
ATTACHED
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CAMPBELL .:%
mExp:
CIVIL
THCK'kS IRAY
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V
H01'4AS i. ••: Q
CAT -AP SELL . m
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CIVIL C�
�kO.�18�ti
T;iokAS LRAY
. CAIOP BELL
I MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM &WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
TARIFI "reeon
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EXTRUDED AND 3"x8" WITH
STEEL INSERT HEADERS
NUMBER OF NO. 14 TEKOR SMS SCREWS
PER FOOT OF BEAM LENGTH
110 MPH
120 MPH
LE 2
EXP. B
EXP. C
EXP. B
EXP. C
(2) 211x6 %2" AND
EXP. C
1
1
1
WALL HANGERS, 3"x8"
AND
1
1
6 %2"
ROLL FORMED BEAMS
1
1
1
1
STEEL HEADERS
1
1
}
1
NUMBER OF NO.14 TEK OR SMS SCREWS
1
NUMBER OF N0.14 TEK OR SMS SCREWS
1
1
a F
1
1
PER FOOT OF BEAM LENGTH
1
1
jL( �
PER
FOOT OF WALL HANGER AND BEAM
LENGTH
Q
D
y3
D 0
0
110 MPH 120 -MPH 130 MPH
1
110 MPH 120 MPH 130 MPH
O
m
EXP. B
EXP. C EXP. B EXP. C EXP. B
EXP. C~
EXP. B EXP. C EXP. B EXP. C EXP. B
EXP. C
1
1
5'
1
1
1 1 1 1
2 2 2
2
2
2
5
1
1 1 1 11
2 2'
2
5,
6'
1
2
1 2 1 2 2 2
2
2
2
3
6
1
1 1 1 1
1
2
6,
2
2
2
1
1
1
1
.2 2 2 2
2
��
1
2
1 1 2 2
2 2 3
3
�23
2
1
1 1 2 2
2
2
7,
1
1
2
1
2
2
2
2 2 2 2
2
2
8'
1
1
2 2 2 2
1
2
8'
1
1 2 2 2
2
2
2
22
2
2 2 3
3
1
3
1_
2 2 2 2 3
3
$1
91
2
2 2 2 2
2
9'
1
2 2 2 2
2
2
3 3 3
3
4
2 2 2 3 3
3
9'
10'2
2
2 2 2 2
3 3 3
3
3
4
10 ,
1
2 2 2 2
2
10'
2 2 2 3 3
3
11'
2
3
2 22 2
3 3 4
4
3
4
11.
2
2' 2 2 2
3
11'
2 3 3 3 3
3
12'
2
3
2 3 3 3
3 3 4
4
3
5
12
2
2 2 2 2
2 3 3
3
12'
_3 2
4
13'LL3
2 2 3 3
4 4 4
4
3
5
13
2
2 2 3 3
2
3
13'
3 3 3 3
4
ThinkPadlDuratumUAPMO 019515.21-14 Submt=IZ-21-14 A S.dwg. 827/2014113852 AM. CutePDF Writer.
EXTRUDED AND 3"x8" WITH
STEEL INSERT HEADERS
NUMBER OF NO. 14 TEKOR SMS SCREWS
PER FOOT OF BEAM LENGTH
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2.
1
1
1
1
1
1
1
1
1
2
1
2
1
1
1
1
1
1
1
1
1
2
2
2
1
1
1
1
1
1
1
2
2
2
2
2
1
1
1
1
1
2
1
2
2
2
2
2
1
1
1
1
1
2
2
2
2
22
2
1
1
1_
1_
1_
2
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
a
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED -7
FOR CONSTRUCTION
DATE BY
I
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m �
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WHERE
OCCURS-
OA7.7
TYP.
6.5" ROLLFORM
GUTTER FASCIA MAG BEAM
A ALUM. ALLOY B ALUM. ALLOY _
3004-H36 I 6063-T6
DBL.2"x6.5"x0.042"
ALUM. ALLOY 3004-1-136
OR EQUAL
QpBL.2"x6.5"x0.032"
ALUM. ALLOY 3004-1-136
OR EQUAL
HEADER BEAM TYPES
01"
h,
GUTTER
INSERT T-0.125'
. 2
O o
EXT. CLIP
. ALUK
F606376
0
? w
GRADE 50 G60 3.0'
OCCURSALLOY
w
SPLICE I
Q00
F
WHERE
6.656' 7.0•
SPLICE.,
OCCURS
0.110•
WHERE
\V'
TYP.
OCCURS
-i
4
4 0•
0•
0.070'
0.065' 1
o37s
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TYP.
1.7s
O<X@)��LA
2.04•FILL I
00 o
4.00•
4" I -BEAM --x-
C '
4.5" MAG GUTTER
ALUM. ALL ^
6063-T6
ALUM. ALLOY
6063-T6
0.04r
TYP.�
F•�-3.0•--I .
3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
QR EQUAL
T-12 OR
14 GA.
7.87.7 ASTM
A653 SS
GRADE 50
G60
6.0•
0.625-
1
.62.7l II` 1 l 1 3"x8"x0.042" BEAM
4.0---1--3.0-� I M W/ 14 GA. STL. INSERT
tl MAX. ASTM A653 GRADE 50 G60
_ Lit DBL. 3"x8"x0.042" BEAM 311x8"x0.042" BEAM
�? ALUM. ALLOY 3004+136 W/ 12 GA. STL. INSERT .
i
(s OR EQUAL N ASTM A653 GRADE 50 G60
NOTE WHERE 12 AND 14 GA STEEL INSERTS
F 7" I -BEAM
ALUM. ALLOY 6063-T6
01"
z
a
W
T=12 GA.
INSERT T-0.125'
. 2
O o
ASTM A653 SSWHERE
. ALUK
F606376
0
? w
GRADE 50 G60 3.0'
OCCURSALLOY
w
03r • c
Q00
F
ALUM
6.656' 7.0•
U m
0
SPAN TABLES, IT SHALL BE INSTALLED THE
0.110•
ca m
�3.0•
TYP.
J Q
QZ
-i
i mo
mm�
3" SQ.x0.032" ALUM. BEAM
o37s
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1.7s
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STM A653 SS GRADE 50 G60
00 o
T-12 OR
14 GA.
7.87.7 ASTM
A653 SS
GRADE 50
G60
6.0•
0.625-
1
.62.7l II` 1 l 1 3"x8"x0.042" BEAM
4.0---1--3.0-� I M W/ 14 GA. STL. INSERT
tl MAX. ASTM A653 GRADE 50 G60
_ Lit DBL. 3"x8"x0.042" BEAM 311x8"x0.042" BEAM
�? ALUM. ALLOY 3004+136 W/ 12 GA. STL. INSERT .
i
(s OR EQUAL N ASTM A653 GRADE 50 G60
NOTE WHERE 12 AND 14 GA STEEL INSERTS
F 7" I -BEAM
ALUM. ALLOY 6063-T6
g
W/ 0) "C" INSERT
CL
V ALUM. ALLOY 6063-T6 ,
cc
a.
��,� W/ (2) "C" INSERTS
o�
fl ALUM. ALLOY 6063-T6
A
_
N O
_
Q00
NOTE:
n
WHERE'C• INSERT OCCURS AS SHOWN IN
o N
SPAN TABLES, IT SHALL BE INSTALLED THE
o`.t
FULL LENGTH OF THE 7"I -BEAM.
W i
NOTE:
EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
m
EACH INTERIOR COLUMN WHERE 3,®"
CL
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
m�
a•J
Wp
_
Q00
OCCUR AS SHOWN IN THE SPAN TABLES, 8
THEY SHALL BE INSTALLED THE FULL LENGTH j m E
OF THE 3'x8' BEAM. m m
C7 0
-T4--1 R .. . p
ASTM COLUMN / POST TYPES�m
A653 SS UA
GRADE 50
Gso e.o• I' G=3'S0.xt=0.188". F} q
.047 i. U) O
TVP.• _ - 0:024• H=3'SQ.xt=0.250' LU 0.
W
I 0.032" U 5 z it
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m
-� - mM
PLASTIC J=4'SQ.xt=0.188" a'o
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... -DBL. Yx8"x0.042" BEAM
Foa6•sTEei �, I p�osMs, W=W
1N/ DBL. 14 GA: STL. INSERT _ :I @ z4' D.C. " > Ir g m
3.0• EA. SIDE T c
%.. 0
ALUM. ALLOY 3004-H36 3 s 2s IL 3.0 -
OR EQUAL ALUM 0.075" 3.0• : ° 3ME
q I�
DBL.,, 3qx8 x0.042q BEAM I-2 0- �----3.0.2.0•-- I
t' = W/ DBL. 12 GA. STL. INSERT-3.0•-� 3.0• `' m .
P - " _ u -
ALUM. ALLOY 3004-H36 3 SQ. ALUM POST ���SQ. ALUM. POST 3"
S.
ALUM. POST--3•o'--I o
y OR EQUAL B ALUM. ALLOY 300"36 ALUM: ALLOY 3004-H36
�THPLATES _ MAG POST 30'OR40' g _:
NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR its HEIGHT LIMBED TO W SQ. STEEL POST D 3004-H36 E ALUM. ALLOY SQ. STEEL POST
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED 10•-0" MAXIMUM. F _ m
THE FULL LENGTH OF THE 3'x8• BEAM. ASTM A653 GRADE 50 CP60 OR EQUAL 6063-T6 ASTM A500 GRADE B
p .TOMAS i!�••
CAMPBELL '�o
)+ ; z,
O EP; . z
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THL�,fAS f,RAY
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0.04r
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OR EQUAL
RAFTER SPANS FOR OPEN LATTICE STRUCTURES
I 20•+f�— 3.0•
MAx
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ALUM. ALLOY 30D44fl6 OR
EQUAL
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ThinkPad\Duralum'JAPMO 019515-21-14 SubmtnaW21-14 A 5.dwg, 627201411:4197 AM, CutePDF Wrher,
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
EXP. B &
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A34 FRAMING ANGLE
TABLE 2
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A OR B, SRESPECIFIC ENGINEERING IS
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DESIGN
LOADS
(E) WALL COVER
OPENING PROJECTION
43116'STEEL
NOTE: BRACKET CAN BE LOCATEDDETAIL
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10.20 psf
> 8' >18'
LEDGER OR WALL -HANGER
FASTENERS, SEE TABLE 3
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FOLLOWING CONDITIONS OCCUR ,
Ir
NOTE: PROVIDE WATER wR.F.
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— W
uj
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Q
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y
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i
-
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0:%
EAVE CONNECTION
WALL CONNECTION
SHINGLE ROOFING TO PROVIDE SEAL MOUNTED BELOW RAFTER
W/ SAME CONNECTIONS.ui
A 1. EXISTING ROOF OVERHANG DESIGN LOADS
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`B
NOTE WALL LEDGER IS NOMINAL LUMBER SIZE 2'x6- (AT 27x6 )4-
MINIMUM RAFTERS),
C
ALTERNATE EAVE CONNECTION
U
2 EXISTING RAFTER ALLOWABLE BENDING
STRESS 61200
psL
NOMINAL 27x8• (AT 3718' MINIMbM_`RAFTERS)
OR KILN -DRY WOOD -FILLED 27x6 V OR 378- ALUMINUM SECTIONS.
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE
1
TABLE 2
N BER
TYPE A OF FASTENERS REQUIRED AT ROOF PANEL
TABLE 4 a,b ANCHORS INSTALLED
EL (L
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
INTO CONCRETE WALLS
<�
EXISTING
MAXIMUM PROJECTION
WITH 64NCH MIN -THICKNESS
N
n a
FRAMING MEMBER
(A)- SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS
COVER
AT ROOF
WIND
SPEED
(MPH)
AND
EXPOSURE
(B) - (2) SIMPSON A34 FRAMING ANCHORS. EACH SIDE, USING SD9112 SCREWS
WITH 2x FULL DEPTH
COVER NUMBER AND TYPE
o
LUSL
OVERHANG
110,13
110,C 120,13
120,C 130,13 130,C
FULL LENGTH OF RAFTER TAIL
WOOD SCAB
LUSL OF FASTENERS
oz
ON
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2" 25'-4"
20'-7"
Q=
10 PSF L.L. 20.PSF L.L. 25 PSF S.L. 30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
10 Y2'OSIMPSONSTRONG$OLT2SS
oa
moo
2"x 6" NOTCHED
26'-0"
26'-0"
26'-0"
25'-7"
25'-4"
21'-2"
v
WIND SPEED WIND SPEED WIND SPEED WIND SPEED
WIND SPEED
WIND SPEED
AT 48' O.C. (a,b)
Z x
10
2'x6" FULL OR
m
(EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C)
(EXP. B & C)
(EXP. B & C)
2'x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'_0
�
110 120 130 110 :120 130 110 120 130 110 120 130
110 120 130
20 Y' 0 SIMPSON STRONG -BOLT 2 ss
110 120 AT 48' O.C. (a,b)
2"x8" FULL CH
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
5'
(A) (A) (A) (A) (A) (A) (A) (q) (A) (A) (A) (A)
(A) (A) (A)
130
(A) (A) (A)
h
W
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"2"x6"NOTCHED
6'
(A) (A) (A) (A) ",(A) (A) (A) (A) (A) (A) (A) (A)
(A) (A) (A)
(B) (B) (B)
SIMPSON TRONG80LT 2550
a
02"x4"FULL
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"7'
(A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A)
P
(A) (A) (A)
(B) (B) (B)
T5(a,b)
LU oW(a
2O,
2'x6" FULL OR
26'-0"
26'-0"
8'
(A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A)
(B) (B) (B)
(B) (B) (B)
b) SIMPSON STRONG -BOLT 2 ss
T
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
.
_ o
2"x8' FULL
(A) (q) (A) • � (A) (A) (A) (A) (q) (q) (q) (q)
(g) (g) (g)
(g) (g) (B)
�
2"x10" NOTCHED
CH
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
10'
(A) (A) (A) (A) (A) (A) (A) (q) (q) (g) (g) (g)
(g) (g) (B)
(B)
40 Y2" 0 O P e b) ON STRONG -BOLT 2 SS
(B) (B)
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2 "
25-4"
20 -7"
11'
(A) (A) (A) (A) ;(A) (A) (B) (B) (B) (B) (B) (B)
(B) (B) (B)
(B) (B) (B)
s
2" x 6" NOTCHED
26'-0"
26'-0"
26-0"
26-0"
26'-0"
26'-0"
12'
(A) (A) (A) (A) (A) I (B) I (B) (B) I B) I (B) I (B)
(B) (B) (B)
Yz' a SIMPSON STRONG -BOLT 2 ss
50 AT 24.O.C. (a,b)
m e
25
2"x6" FULL OR
2"x8 NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
,(A)
TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
(B) (g) (gj
U. U NJ
2"x8" FULL OR
AND ROOF PANEL RAIL TO FASCIA
Q .
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
OR LEDGER TO EXISTING WOOD STUD WALL
FRAMING
FOOTNOTES TO TABLES 3 8 4:
W � � �
2" x 4" FULL
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
-
(C) - (2) Y4' DIAMETER LAG SCEWS
a. EMBED ANCHOR 3" MINIMUM INTO
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10'-10"
10'-10"
10=10"
9'-2"
9'-3"
-
(D) - %" DIAMETER LAG SCREW
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30
2"x6" FULL OR
(E) -%" DIAMETER LAG SCREW
ACCORDANCE WITH ESR -3037
(� M E
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26-0"
b. USE 3" SQ.xY4" STAINLESS STEEL
J � 7
2"x8"
z
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
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10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
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IO
a�'o m m
OFNOTC ED
? o
WIND SPEEDWIND SPEED WIND SPEED WIND SPEED
WIND SPEED
WIND SPEED
WOOD LEDGER AGAINST EXISTING
2" x 4" FULL
11'-7"
11'-7'
11'-7"
11'-7"
11'-7"
11'-7"
- �
( P. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C)
(EXP. & C)
(EXP. B & C)
CONCRETE WALL.
2' x 6" NOTCHED
15'-6'
15'-6"
15'-0"
15'-6"
15'-6"
15'-6"
110 120 -130 110 120 130 110 120 '130 110 120 130I(E)
130
110 120 �3
6. WHERE ROOF PANEL RAIL- OCCURS,
W
Z
40
2"x6" FULL OR
2"x8" NOTCHED
19'"6"
19'-6"
19'-6"
19'-6"
19'-0"
19'-6"
5'
(Cj (C) (C) (C) (C) (C) (C) (A.
C) (C) (C) (C) (C))
(D)
(D) (D) (U)
RMA IN
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2"x8' FULL
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(D) (D) (D)
2rl
UIso:3L SAFETY DEPT.
W-1
2"x10" NOTCHED
CH
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
7'
(C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D)
(D)
(D) (D) (D
APPROVED
2" x 4" FULL
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'-11•
8'
(C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D)
(D)
(E) (E) (
FOR CONSTRUCTION
2" x 6" NOTCHED
12'-1"
12'A"
12'-1"
12'-1"
12'-1"
12'-1"
9'
(C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D)
(Dj
(Ej (E) (EI
co cn
LL
E v
50
OR'
2"x8" NOTCHED
15'-3"
15'-3"
15-3"
15'-3"
15'-3"
15'-3"
10'x6!,FULL
(C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D)
(E)
(E) (E) (E
ATE BY
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11
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(E)
(E) (E) (E
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12"x8"
2"xlO'NOTCHED
120!-9-
20'-9"
20'-9" 20'-9"
20'-9"
20'-9"
12
(C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)
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t
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COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
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BASE PLATE USE WITH 1r-2' CUBED (1) (2}3/8.0 1 »- I I
POST TYPE B,C,D,E,F,G,H,J OR1 K. 20' 21' SQ. 12' FOOTING OR
(2),3/8'0 STRONG -BOLT 2 SS SEE TABLE 1 12' MIN. EMBD. I I o
EA. BRACKET TO SLAB. L. /„ 23.8 24- CUBED (1) (2}1R-0 3 1/4• 22" 25' SO• 16' • o
9 12' MINIMUM DISTANCE TO 24' 28' SQ. 20' _
EDGE OF SLAB. 25' - 30- CUBED (2) (4}12.0 • 3 1/4• {- I ',; J
33' MINIMUM DISTANCE FROM 2� 32' SQ. 23• I I rn
SLAB CRACK TO COLUMN.IffI i i 28' 35• SO. 25• ' I r I~i H ,�
(IYe MIN. EMBEDMENT) d 31-- 34• CUBED (2) (4}5/8•0 4- W Z a a
a 30' 39' SQ. 28' N Q $ c
DE G • y . 3S - 39 - CUBED (2) (4}314"0 4 3/4' 32' 43" SQ. 30' (1 }12'0M.6. •` 1 • • Z 0) 0 0
W-7 _ _ SLAB SHALL BE IN c POURED CONCRETE ; «� 34' 47- SQ. 32' x9" LONG, 1' pb':. ' =•' a m
GOOD CONDITION FOOTING SEE TABLES 40 - oz CUBED (2) (4}3/4.0 4 3/4' FROM END W' -w ti
51' SQ. 34' . O m o ■
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ISTING SLAB POSTS TO CONC. FOOTING k" 2) REQUIRES USE OF ALTERNATE FREESTANDING 69• SQ 43-
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ALUM "T" BRACKET C STEEL "T" BRACKET
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TO 3"WIDE EA.
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE +
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
BASE PLATE 3/16'
POST---,
INSERT —
9" SQ. X 5/8" THK-
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 Y"
mots
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O
ALTERNATE FREESTANDING a
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J
�•CITY
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o W W
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APPRO'i9
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A500DATE�BY
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, I
GRADE B
m
STEEL
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FOR 3/8" MB
0
0 ,75" ASTM A500 GRADE B
INSTALL 1)4' x 1Y2' x Ye" HDG
C, WASHER PLATE AT ANCHORS
090" NP, USE FOR 3' OR 4"
Its" tR' INSTALL 1Y' x 1Y" x STEEL POSTS
0•; Ir xy 2 2 Ye' HDG ,
WASHER PLATE AT ANCHORS
. TKOh'iAS IRAY ; FOR 130 MPH 2- 5/16"0 HO__..
'' C1al?hPc9.! NOTE: CONCRETE SLAB ANCHORS SHALL BE
s' DIAMETER SIMPSON STRONG -BOLT 2 SS NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
(ICC -ES ESR -3037)
ALUM "T" BRACKET C STEEL "T" BRACKET
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4Tr .
9
2 FLANGES
2 1/8" APART
BASE FLARES -
TO 3"WIDE EA.
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE +
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
BASE PLATE 3/16'
POST---,
INSERT —
9" SQ. X 5/8" THK-
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 Y"
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2"X6.5"X0.032" SIDE PLATES
110 MPH
120 MPH
130 MPH
F
EXP. B
I EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
7'
2
3
3
4
3
4
8'
3
3
3
4
4
5
9'
3
4
4
4
4
5
10'
3
4
4
5
5
6
11'
4
4
4
5
5
6
12'
4
5
5
6
5
7
13'
4
5
5
6
6
7
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�
2"X6.5"X0.042" SIDE PLATES
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
2
2
3
6'
2
2
2
3
3
3
7'
2
3 1
3
3 1
3
4
8'
2
3
3
4
3
4
9'
3
3
3
4
4
5
10'
3
4
4
4
4
5
11'
3
4
4
5
5
6
12'
3
4
4
5
5
5
13'
4
5
4
6
5
7
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
411:4638 AM.
il
RO
INSULATE
INTERLOCKIP
WALL
HANGER
(
NG SYSTEM T
6 SCREWS
FOR ATTACHED COVERS
, /BEAM SPLICE TO
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OCCUR DIRECTLY OVER 5/8' 0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
aQ 2 -POST UNITS SrRFW IC INCITIF
I
.5' #14 SMS MAY
BE USE AS
3.5" 3.5' ALTERNATE TO
1/4"0 BOLTS
3.5' 3.5'
5 5, 8" BEAM
�1 ;t
OR ❑Y
SEE NOTES
BELOW I I 6 1/2' SIDEPLATE EA.
SIDE SEE POST SCHED.
#14 SMS EA. SIDE
TOP, MID HEIGHT
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POST SCHEDULE
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W/ (6)-#14 S.M.S. EACH SIDE. 2❑ W/ (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
BEAM TO POST CONNECTION ([11
ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED
COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED
ROOF, PLAN
FASTENERS,
'ET 4
ROLL -FORMED
OR IRP
SEE SHEET4
OROOF HANGER
014 SMS @ 32' O.C. MAX
(4 MIN. PER PANEL INTERLOCK)
OLL-FORMED
PANEL
#14 SMS @ 32' O.C.
4 MIN. PER
ALUMINUM S
TOP & BOTT. 0.024'
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OROLL -FORMED PANEL ` INSULATED ROOF PANEL
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BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DET,
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SIMPLE SPLICE FULL MOMENT
' I I
#10 SMS.
(s TotTYP_ THIC IKNESS = .035 (2 70x71 s" n
i. 6 �. TYP. THICKNLiSS =.035-
11 � II
+ I;+ + ++ + + 'I + + ++
ALUM ALLOY 3004+136 ALUM. ALLOY 3004+136
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED
NOTE USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR
IN ALTERNATE INTERIOR BAYS AT ANY I n(',ATInN FXr.FPT AT FNP Rc.YB
SPLICES - ROLLFORMED & EXTRUDED FASCIAS
NOTE IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED
SPUCE WHE
OCCUF
ALUM. ALLOY
6063-76 16- r
4"I -BEAM 3•4r
MOMENT CSPLICE
NOTE IF SPLICE OCCURS AT ACI ERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED
SPUCE W -
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ALUM. ALLOY
6063-T6
7" I -BEAM
1 %" SQ. OR 2" LATTICE TUBE
ALUM. ALLOY 3105-1-125
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MOMENTCSPUCE
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TUBE TO RAFTER
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NOTCH I -BEAM FLANGE
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TUBE TO RAFTER
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0
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2'-0" 6 - #14 SDS
T-0" 12 - #14 SDS
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FASTENER TO FASCIA - SEE TABLE m. o
— FASTENER TO RAFTER TAILS - SEE TABLE .0
Omw
OPTIONAL LATTICE TUBES ~_
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0
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ER
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3.125' FOR 3 x RAFI1
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1 1/2 :SQ , 2- SQ.,
ALUM. ALLOY 3105-H2-5� OR 2'X3%:l TTICE
iM x 2, SMS, 2 12' @ 3.O.C. MIN.. N40
L-L
OR%312':TYP. UP TO''6`O C. MAX.'(6) BRACKET TO RAFTER 112" MIN.
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HOW TO DETERMINE TRIBUTARY
TRIBUTARY WIDTH TABLE
RS, LEDGERS AND SUPPORTING BEAMS
NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED
FAN BEAM (19'-0" MAX SPAN)
a HEADER
z CEILING FAN AND/ T=.075"
OR LIGHT FIXTURE n'P-
( MAX. 30 lbs. )
_X.
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FAN BEAM
FAN BEAM
ALUM. ALLOY 6063-:r6
PROJECTION
CLEAR SPAN
O.H.
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CLEAR SPAN (FT.)
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6 7
8
9
10
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14
15
16
17
18
19
20
21
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3 4
4
5
5
6 6 7
7
8
8
9
9
10
10
11
1'
4 5
5
6
.6
7 7 8
8
9
9
10
10
11
11
12
2'
5 6
6
7
7
8 8 9
9
10
10
11
11
12
12
NP
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7
8
8
9 9 10
10
11
11
12
12
NP I
NP
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9
9
10 10 11
11
12
12
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12
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OR LIGHT FIXTURE n'P-
( MAX. 30 lbs. )
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FAN BEAM
FAN BEAM
ALUM. ALLOY 6063-:r6
PROJECTION
CLEAR SPAN
O.H.
TRIBUTARY TRIBUTARY= h
WIDTH 1/2 SPAN +O.H.
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3" SQ.x0.032" ALUM. BEAM
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ASTM A653 SS
GRADE 50 G60
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I ISO -
0032" 6S'
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F+20• -moi MAX 20•+I
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UH EUUAL
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`� ALUM. ALLOY 30D"36
OR EQUAL
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ALUM. ALLOY 3004 F136
OR EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES -a
EXPOSURE B
FIGURE INDICATES
EXPOSURE C
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B 8, C.
FOOTNOTES TO ALL SPAN TABLES:
1. FOOTING SHOWN REPRESENTS LENGTH OF
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
WHERE SLAB OCCURS. CUBED FOOTING SIZE
,MAY BE.REDUCED,.V EACH :SIDE FOR.F.REESTANDING-ONLY.._:
2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB
SHALL BE THE SMALLER OF THE MAXIMUM SPACING
SHOWN IN THIS COLUMN OR THE MAXIMUM POST
SPACING SHOWN FOR THE SELECTED BEAM.
3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE
MAXIMUM COLUMN SPACING MEASURED AT THE
COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR
25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB
EDGE SHALL BE 9 1/4' MINIMUM.
SEE ALTERNATE FOOTING TABLES
SHT. 9 FOR ATTACHED COVERS
0.04r
TYP.
KALUM. ALLOY 3'x8"x0.042' BEAM
3004-H36
OR EQUAL
14 GA.
ASTM
A653 SS
GRADE
50 G60
0.625"
3"x8'x0.042" BEAM
%1 W/ 14 GA. STL. INSERT
V1 ASTM A653 GRADE 50 G60
3'x8"x0.042" BEAM
N W/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED
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-T=12 OR
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A653 SS
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50 G60
A42•�J
TYP. _II
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DBL. 3"x8"x0.042" BEAM
p W/ DBL. 12 GA. STL. INSERT
__ ASTM A653 GRADE 50 G60
NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"W BEAM.
ATTACHED & FREESTANDING LATTICE COVERS. - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
T=12 GA
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`� ALUM. ALLOY 30D"36
OR EQUAL
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ALUM. ALLOY 3004 F136
OR EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES -a
EXPOSURE B
FIGURE INDICATES
EXPOSURE C
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B 8, C.
FOOTNOTES TO ALL SPAN TABLES:
1. FOOTING SHOWN REPRESENTS LENGTH OF
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
WHERE SLAB OCCURS. CUBED FOOTING SIZE
,MAY BE.REDUCED,.V EACH :SIDE FOR.F.REESTANDING-ONLY.._:
2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB
SHALL BE THE SMALLER OF THE MAXIMUM SPACING
SHOWN IN THIS COLUMN OR THE MAXIMUM POST
SPACING SHOWN FOR THE SELECTED BEAM.
3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE
MAXIMUM COLUMN SPACING MEASURED AT THE
COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR
25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB
EDGE SHALL BE 9 1/4' MINIMUM.
SEE ALTERNATE FOOTING TABLES
SHT. 9 FOR ATTACHED COVERS
0.04r
TYP.
KALUM. ALLOY 3'x8"x0.042' BEAM
3004-H36
OR EQUAL
14 GA.
ASTM
A653 SS
GRADE
50 G60
0.625"
3"x8'x0.042" BEAM
%1 W/ 14 GA. STL. INSERT
V1 ASTM A653 GRADE 50 G60
3'x8"x0.042" BEAM
N W/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"xB' BEAM.
-T=12 OR
14 GA.
ASTM
A653 SS
GRADE
50 G60
A42•�J
TYP. _II
DBL. 3"x8"x0.042" BEAM
�0 W/ DBL. 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
DBL. 3"x8"x0.042" BEAM
p W/ DBL. 12 GA. STL. INSERT
__ ASTM A653 GRADE 50 G60
NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"W BEAM.
ATTACHED & FREESTANDING LATTICE COVERS. - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
3" SQ.x0.032" ALUM. BEAM
%i W/ 12 GA STL. U' CHANNEL
DBL. 2"x6.5"X0.032" _3"x8"x0_0ti42:B.EAM
I OR
Z
LuW
MAX.COL.
a
ATTACHED FREESTANDING
ATTACHED FREESTAAVMG }
Z W N
SPACING
m m
�G MM' FTG. MIN. SPC S�
J
ON SLAB
(2),(3)
F
S APOST
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(IN.) POST SPACING (IN.) POST SPACNG SPACBiGFT
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~ No. 037948
EXP. 03/31/%
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ThinkPad\Duralum\IAPMO 019515-21-14 Submltti
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33 H
24'-8"
22
E
24'-4"
35 I
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14'-8
21
14'-0"
33
H
17'-8"
22
16'-10
34
1 T-0"
22
16'-2"
33
H
18'-6"
23
17'-8"
35 1
23'-10
25
22'-9'
37 K
7�
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J
8'-6"
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14'x"
19
B
14'-1"
31
G
17'-2"
20
C
17'-0"
32 G
16'-6"
20
C
16'-2"
30 G
18'-0"
20
C
17'-8"
33 G
23'-2'
22
22'_9"
35 1
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13'-9'
21
C
13'-1'
32
16'-7
23
15'-10
34
H
15'-10"
22
15'-2"
32
H
1 T-4"
23
16'-7"
34 H
22'-3
25
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21'�
37 K
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13'-0'
19
13'-3'
30
16'-3'
21
16'-0"
32
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15'-0"
20
15'-3'
31
G
7-r
9
C
G
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C
17'-0'
21
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16' 8"
3 G
1'-1
23
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1'-0'
34 H
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13'-0
22
12'-4
32
15'-8"
23
15'-0"
33
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15'-0"
23
14'-3"
32
H
16'x"
24
15'-T
3a H
21'-1"
26
20'-1"
36 K
co
6'-10"
10'
12'-912,-3
222
C
12'- 11.-9
331
G
15'
224
E
15'- 14'-2"
333
G 14'-94'-2"
223
E
14'-03'-T
331
G 16'-115.-T
224
E 15'-14=10
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333
226
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W
14'-10
H
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20'-0"
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9'-1"
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to
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6'-2"
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12'-211-9
223
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12'-0 ,'-3"
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224
E
14'�
14,
332 H
224
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3'- �3'-p"
331
G 15'
4.-10" 224
E 15'-
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333 H 19'-9"9'-1"
227
E 19'-68�-2"
335
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11'
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11'-811•-3
223
Ci
11'-010•-9
331
(j 14'-1;3.-T
E
13'-113-0"
332
H 13'-03'-0"
224
E
13'-i2�-0"
332 H 14'-94'-2"
225
E 14'-013'-T
332 H 19'-08�-3"
227
E 18'8'7-0"
335
a
24
G
12'