14-0807 (PAT)P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number: 14-00000807
Property Address: 81651 BRITTLEBUSH LN
APN: 764-270-999-118 -300232-
Application description: PATIO COVER - RESIDENTIAL
Property Zoning: MEDIUM HIGH DENSITY RES
Application valuation: 9895
T,iht 4, XP Q"
Applicant: Architect or Engineer:
�Y*� vtrr � v \p
------------------
LICENSED CONTRACTOR'S DECLARATION
BUILDING &SAFETY DEPARTMENT
BUILDING PERMIT
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with
Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect.
License Cla s: C 1 8 License No.: 937811
Date: omractor-.
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 ($500).:
(_) 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.).
(_) 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:
Owner:
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
Owner:
SEYMOR RESIDENCE
81651 BRITTLEBUSH RD
LA QUINTA, CA 92253
(
Contractor:
VALLEY PATIOS
37897 CHESTERFIELD STREET
BERMUDA DUNES, CA 92203
(760)534-4634
Lic. No.: 937811
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 6/10/14
CITY GF LA QUWTA
-----------------------------------------------
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
_ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
ssued.
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 EVEREST NTL INS Policy Number 760013315141
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 Cgde�llith�y with those provisions.
Date: Ui n Applicant: rI
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 cou tyjto� ter pon the above-mentioned grope for ins ection purposes.
Date: 1 V nature (Applicant or Agent):
I
LQPERD1IT
Application Number . . . . . 14-00000807
Permit . . . PATIO COVER 2013
Additional desc .
Permit Fee . . . . 95.81 Plan Check Fee 00
Issue Date Valuation . . . . 9895
Expiration Date 12/07/14
Qty Unit Charge Per Extension
1.00 95.8100 EA MISC PATIO COVER, STD 95.81
----------------------------------------------------------------------------
Special Notes and Comments
26'1"X24'10"X31'8" PATIO COVER TOTAL OF
744 SQUARE FT PER APPROVED PLANS. 2012
IBC 2013CBC.
--------------------------------7-------------------------------------------
Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 1.00
PLAN CHECK, PATIO COVER 94.38
STRONG MOTION (SMI) - RES .99
Fee summary
----------------
Permit Fee Total
Plan Check Total
Other Fee Total
Grand Total
Charged Paid Credited Due
95.81 .00 .00 95.81
.00 .00 .00 .00
96.37 .00 .00 96.37
192.18 .00 .00 192.18
1'
1
.Driveway
'-10"
Seymour Residence
81651 Brittlebush 'Rd
La Quinta, CA 92253
Proposed Alumawood
Covered Courtyard
CITY OF LA QUIN-TA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE , BY
Bin #
Qty Of La Quinta
Building & Safety Division
P.O. Box 1504, 78-495 Calle Tampico.
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address: 1
Owner's Name:
A. P. Number:
Address:,S'
'
Legal Descri tion:
x
City, ST, Zip:`
Contractor.
Telephone:
^«a:`'°:>:;-<> .<>:t•.'::<'
Address: *
Project Description:
City, ST, Zip: 20
O.
Telephone:
:::::<4;i:<;.5<.:•: >>�::!;! :.;:.;;:;>:.
State Lie. #
City Lie. #...
,21 ]`�H
�n 1
Arch., Engr., Designer:
Address:
City., ST, Zip:
Telephone::::::
Construction Type: Occupancy:
State Lie. #:
Alter Repair DemoProJect type circle one): New n
Name of Contact Person:
Sq. Ft.: u
# Stories:
# Units:
Telephone #,of Contact Person:Estimated
Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
H
Submittal
Req'd
Rec'd
TRACKING
PERMIT FEES.
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance •
Title 24 Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
god Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:
'"' Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
e
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS INC.
J`
GENERAL NOTES: DESIGN REQUIREMENTS:
pfO~O •S. •'91,01
Adv^ m
Ex ' C
O •• CI i • �'
to • .•ao=
a ••� •1d41
:S GN_OF_ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH
TERNATIONAL BUILDING CODE, 2013 CALIFORNIA BUILDING CODE, ASCE/SEI 7 -10 -MINIMUM
FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010 ALUMINUM MANUAL -ADM 1-10. CI
2. ALL -ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE.
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABItITY.
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 DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES AND PROCEDURES.
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
AVAILABLE 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. MINIMUM 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, SECTION 6.5.13.
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
ASCE/SEI 7, SECTION 6.5.7.1.
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS'OPEN STRUCTURES' AND
'PARTIALLY ENCLOSED," RESPECTIVELY, IN ACCORDANCE WITH ASCE/SEI 7, SECTION 6.5.13.
17. THE RATIO (HIP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT),
SHALL NOT EXCEED ONE (1).
1 B. THE RATIO (LIP), 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, RUST-O-LEUM OR EQUAL PAINTED OR
ELECTROPLATED AND CONFORM TO ASTM A-446 GRADE C. STAINLESS STEEL MEMBERS SHALL CONFORM TO
ASTM A653, GRADE 40.
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 HILTI KWIK-BOLT TZ CS
AND KWIK-BOLT TZ SS316. SEE PLANS FOR LOCATIONS (ICC -ES ESR -1917 FOR CONCRETE).
26. ALL 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.
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2,
EXCEPTION 2.
29. SIMPSON WOOD SCREWS ARE IN ACCORDANCE WITH ICC -ES EVALUATION REPORT ESR -2236.
30. OMG, INC. TIMBERLOK SCREWS ARE IN ACCORDANCE WITH ICC -ES EVALUATION REPORT ESR -1078.
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND
SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 50 AND 51 FOR SPAN REDUCTION FACTORS.
UsersldaIN)ocuments\DURALUMUAPMO 0195\2-28-14\2-28-14A l An. 3/162014 222:55 AM, Tablold
RESIDENTIAL APPLICATIONS - CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER I.
ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
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 psf)
ADDITIONAL DESIGN REQUIREMENTS:
1. TABULATED SPANS FOR SNOW LOADS ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C. .
3. WIND OCCUPANCY CLASSIFICATION AND IMPORTANCE FACTOR II, 1.0.
4. SEISMIC BASE SHEAR 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER
5. SEISMIC DESIGN PARAMETERS:
IMPORTANCE FACTOR: 1.0
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.50, S,= 0.6, S os= 1.0, S o,= 0.50
RESPONSE MODIFICATION FACTOR, 81.25
6. DESIGN ASSUMPTIONS:
A. MINIMUM BUILDING HEIGHT. OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
B. 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 O.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TABLES.
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.
SHEETINDEX:
SHEET # SHEET TITLE / DESCRIPTION
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 /FAN BEAM
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
13-16 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10# Ll, 110-130 MPH
17-19 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20# Ll, 110-130 MPH
20-22 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25# Ll, 110-130 MPH
23-26 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30# Ll, 110-130 MPH
27-29 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40# Ll, 110-130 MPH
30-32 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50# Ll, 110-130 MPH
33-35 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10# Ll, 110-130 MPH
36-37 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20# Ll, 110-130 MPH
38-39 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25# Ll, 110-130 MPH
40-41 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30# L.' L, 110-130 MPH
42-43 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40# L.L. 110-130 MPH
44-45 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50# Ll, 110-130 MPH
46 ...........INSULATED ROOF PANEL ATTACHMENT DETAILS
47 ...........SNOW DRIFT DESIGN
48 ...........SPAN REDUCTION FACTOR TABLES
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NOTE: SEE SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM.
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION
* SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2" X 6 1/2" SIDE PLATES
ALUMINUM
ROOF PANEL
SEE SCHEDULE
FOR SPANS
H." NOT TO -EXCEED 25% —
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ALLOWABLE SPAN
SEE DETAIL FOR SPLICE BFB
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POSSPAN/
POSTS, SIZE VARIES FFSCMFn �N
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CFNGTH Op STRuC�RF
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BEAM - SEE SCHEDULE
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FOOTINGS ✓ ��
SEE SCHEDULE FOR — —
FOOTING CUBE SIZE NOTE: EACH COMPONENT IS INTER -
12 x 9" STEEL ROD CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
NOTE: SEE SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM.
TYPE "C" FREESTANDING W/ CANTILEVER OPTION
.___wemnacumsnts%DURA UM'APMO 01 95%2-28-W2-28-14 A lift, 3115201411:4222 PM, Tabloid
"O.H." NOT TO EXCEED 25%
BEAM - SEE SCHEDULE
OF ROOF PANEL
FOR POST SPACING
ALLOWABLE SPAN
H.
SEE DETAIL 11,
BF,
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ALTERNATE:
3 12" SLAB SINGLE POST
SHEET 12 FOR SPLICE
POST SPAN/
MAY BE USED SEE SCHEDULE
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BEAM - SEE SCHEDULE
1
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FOR POST SPACING
POSTS, SIZE VARIES
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POST AND AT END BAYS.
C EDT TO
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OST
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ATTACHMENT
SINGLE
Sp
MAY BE USED
SEE SCHEDULE
WHERE PERMITTED.
SEE SCHEDULE
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NOT�NOPLICE AT EXTERIOR POSTS
FOOTING WHERE REQUIRED
SEE SCHEDULE
FOR FOOTING CUBE SIZE
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
NOTE: SEE SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM.
TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
* SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2"X 6 1/2" SIDE PLATES.
ROOF.PANEL MIN. 0.25" SLOPE PER FT. 0 LENGTH OF SuCTt/RE
SEE SCHEDULE V�FS
FOR SPANS
"O. H.' NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
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FOOTINGS
SEE SCHEDULE FOR
FOOTING CUBE SIZE NOTE: EACH COMPONENT IS INTER -
12 x 9" STEEL ROD CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
NOTE: SEE SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
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JsersWeiNDocuments%DURALUMIIAPMO 019512-2&1412-28-14 A 1.dwg, 3/15201411:44:30 PM, Tabbid
OPEN LATTICE STRUCTURES
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LENGTH OF STRUCTURE VARIES
DETAIL 11, SHEET 12 'Cr �O•
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NOTE: EACH COMPONENT IS INTER- p0 Fqy
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NOTE: THIS' OPEN LATTICE -TYPE STRUCTURE
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SEE SCHEDULE
w p
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MAY NOT BE COVERED.
FOOTING WHERE REQUIRED,
e
SEE SCHED. FOR FOOTING CUBE SIZE
y.
TYPE "E" ATTACHM:SINGLE SPAN—IATTICE STRUCTURE
TYPE "F" ATTACHED MULTISPAN
LATTICE STRUCTURE'
* SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2"X 6 1/2" SIDE PLATES.
* SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2"X 6 1/2" SIDE PLATES.om
Lu
!y w
00
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
#4"
rr
RAFTER SEE TABLE MAX- PROJ.
FOR SIZE SEE SCH U
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAX PROD.
SEE SCHEDULE
E
AND SPACING MAY NOT BE COVERED.
MAX. 0 . O H
?Sa0
RAFTER, SEE TABLE
FOR SIZE
8
E
=
W LE
AND AND SPACINGm
m
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PoSTSp
MAX. O.H.
25% OF RAFTER O.H.
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LENGTH OF STRUCTURE VARIES
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LENGTH OF STRUCTURE VARIES
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POST CR SS -SECTION,
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> 9 o m
NOTE: EACH COMPONENT IS INTER-
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CHANGEABLE WITH ANY OTHER
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CHANGEABLE WITH ANY OTHER
SCHEDULE
FOOTING WHERE REQUIRED
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FOOTING WHERE REQUIRED
SEE SCHED. FOR FOOTING CUBE SIZE
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TYPE "G" FREESTANDING SINGLE
SPAN LATTICE STRUCTURE
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
x
JsersWeiNDocuments%DURALUMIIAPMO 019512-2&1412-28-14 A 1.dwg, 3/15201411:44:30 PM, Tabbid
�O NAL -'::A,,,
r \
L A Q
v
�• No. 1741
l;
TI- ON! S Y
CAMPBELL .
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS
110/120/130 MPH EXP. B & C
ALUM. ALLOY 3004-H36 OR EQUAL
1
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
_ FOR ROOF PANELS . .
ROOF PANEL TYPE 10
ROOF LIVEISNOW LOAD, psf
20 25 30 40 50
24• TRI -1r PAN
- 0.88 0.83 0.75 0.80
24WAx0.018- 0.85
0.80 0.65 0.65 - -
L.L=
PANEL -r
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
(PSF)
(IN.)
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
13•-9-
17 7
10•-3-
10'3•
10.3'
10•-3•
10'3•
10.3•
.018
13'-7'
13'-T
13'-7'
13'-T
13'-r
174'
02a
11r
g-0•
a s•
e•_r
a_1•
s-2•
r -s -
153•
1r3•
173•
173•
1r3•
1r3•
1r3'
o3z
10
.02a
15 -r
1-r
5
15T -
15-r
o 32
13'-r
13•-0•
1r -r
10'-4•
9'-9'
9'-9•
9•-Y
9'-3'
8'-7'
1T -r
14'3'
14'3•
14'3•
14'-3'
14'-3'
14'3'
1T -T
1T -T
.o3z
1T -r
1T -r
1S-0'
14'-9'
14'-9'
1r -s-
1r -r
1r -r
1r -r
11.3-
1o• -a-
19•-r
I T 7"
8.4•
8.4•
8.4'
8'4'
8'4•
8.4•
10'-2•
.018
10 -r
11'-0'
ozo
10-10'
11'-0•
17 7-
16 8•
16'-9•
T-9'
T5'
T-5•
T -Y
T -Y
6'-10'
11.3•
10'-1•
10'-r
10'-1•
10•-1•
1 o• -r
1 o' -r
024
20
.024
20
10'-1'
10-1'
9'6•
9'-0•
B' 8'
8'4•
8' -5'T
E
mL9•-11'
032
-9-
1 r-6•
17-r
7-1•
171,
Ir -i"
12-1"
12'-1'
.032
>1'0_w"
11-10•
11' 4'
11•-6'
11'-Y
10'-9'
10'-9'
1 o' -s'
1 a3•
10'4•
s' -a•
s• -s•
g -s-
14•-15•
14'-8•
T3'
r3•
T-3•
r3'
r3•
T3'
12'-6'
.018
13'-0'
12'-10'
13-0'
17 4'
17-0'
13'3•
1r-9'
17-9•
T-8•
T4•
T4'
T-1'
T-1'
6'-10'
16'3•
a•-9•
S.-9•
8•-9'
8'-9'
8•-9•
8'-9-
9'-0'
25
.024
8' W
8'-3•
8'3•
T-10-
9'-7"
91-8'
.024
14'-T
8•-8•
8'4•
8'-51
8•-1 •
8•-1'
r-9"-
-9'
9•-8'
9.
9•-8'
9' 8•
9' 8'
9' 8•
9'4r
s' -r
9-7•
032
s'3•
8'-10•
25
13•-0'
o3z
9'-10'
9'-3"
9'-5'
8'-11'
10'-r
10-Y
9-7'
9 8'
9-2*
1z -U•
12'-0•
s• -r
V 7"
6'-r
67'
s-7-
s• -r
10-10'
.018
-
04U
17-3•
12'3'
11'-0'
10 -T
10'$'
T3'
r-0'
T-0'
6-s'
6'-10•
'-r
T -7-
13'-r
13'-2•
-3"
8'3'
8'-3'
8'3'
8'-3•
8.3•
11•-9•
30
.024
020
9'-3•
9-3•
13'-1'
1 r -T
12'-8'
8'3-
8•-0•
8'-0'
r-9•
T-9•
TS'
14'-2'
9'-1'
t8'
9•-1•
9•-1•
9'-1•
9'-1'
9•-1•
.032
9 9'
9 -9•
9 9•
9'-9'
r9'-3'020
15-0'
14'4'
14'-2'
9'-10'
9' 6"
9' 6'
9'-1•
9'-r
8'-10•
1
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
_ FOR ROOF PANELS . .
ROOF PANEL TYPE 10
ROOF LIVEISNOW LOAD, psf
20 25 30 40 50
12•x3yZ x0.020• -
- 0.88 0.83 0.75 0.80
24WAx0.018- 0.85
0.80 0.65 0.65 - -
24 x7,)�'x0.024' 0.90
0.88 0.70 0.65
2a-x2Yxo.032- 0.90
0.88 - -
NOTE 1: MULTI -SPAN REDUCTION FACTORS ARE
ONLY APPLICABLE TO THOSE ROOF PANEL TYPES
SHOWN IN TABLE 1.
NOTE: PANEL FASTENERS
ARE SHOWN IN TABLES 1.2 AND 3, SHEET 4
FOOTNOTE: *SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
..---..-anLsDVRALUMWMO 01 9 512-28-1 4'2-26-14 A 1.dwg, 3115✓2O1411:46:08 PM, Tabloid
ALUM. ALLOY 3004-H36 OR EQUAL
8' x 2 Yz' FLAT PAN
ALUM. ALLOY 3004-H36 OR EQUAL
6"x 2 V FLAT PAN
L.L=
(PSF)
12• x 3 1/2' W PANEL
110 MPH SPAN
120 MPH SPAN
LL=
PANEL -r
110 MPH
SPAN
120 MPWIT-T
0 MPH
SPAN
(PSF)
(IN.)
EXP.B
EXP.0
EXP.B.B
12•-6•
1151-11"
EXP.0
e o
o N
19'-4• 19-4• 19.4' 19'4' 19'-4' 19'4-
13•-9-
17 7
13'-9•
1o3•
13'-9'174r
s'-0•
.020(1)
02a
13'-7'
13'-T
13'-7'
13'-T
13'-r
174'
02a
11r
112••-r
s'-10•
s' -s
9'-1 r.024
13'3' 13'-3• 13.3• 13'-3' 133' 13'3•
-11l-2'
1r -r
153•
1S-0•
153•
1 r3•
15.3•13r
15'-0•
o3z
15-T
15-r
15 -r
1-r
5
15T -
15-r
o 32
13'-r
13•-0•
1r -r
1ra•-0-
11._1.
10
13'-1•
IT 7-
1T -r
IT -7'1T
-r
1T -r
1T -r
040
032
1T -T
1T -T
1T -r
1T -r
1T -r
1S-0'
14'-9'
14'-9'
14'-0'
14'-1'
13'3'
14'-10• 14'-1'
14'-2
19'-r
19•-r
I T 7"
19'-7'
19'-T
9'-T
19'7-
10-r
.040
.040
10'-2•
10'-2•
10'-Y
10 -r
11'-0'
ozo
10-10'
11'-0•
17 7-
16 8•
16'-9•
15-9'
16 -0'
15-0'
T-11'
13'-r
11.3'
11.3•
11'3-
11'3'
11'3•
11'3•
11'4•
020 (1)
024
20
10'-1'
10-1'
9'6•
9'-0•
9'-0'
9'-1'
8'8'
E
mL9•-11'
032
17-6'
1 r-6•
1 r-0'
12'
1 r-0'
17.6•
032
.024
11-10•
11' 4'
11•-6'
11'-Y
10'-9'
10'-9'
10'3'
10'-4'
9'-10•
20
14' 6'
14'-0•
14•-15•
14'-8•
14•-8•
14'-0"
14'-0•
13'-2•
.032
13'4•
12'-6'
12-7'
13'-0'
12'-10'
13-0'
17 4'
17-0'
13'3•
1r-9'
17-9•
1r-4•
12'4•
11•-r
9'-9•
9'-9-
16'-3'
16'3•
16'3•
16'3'
16'3-
16'3"
9'-6•
.040
9'-0'
8'-11'
8
8' W
8'-3•
8'3•
T-10-
9'-7"
91-8'
.024
14'-T
13'-8'
14'-1'
13'-Y
10'4'
10'4•
.024
11'-1•
11'-1'
11'-1'
9'-10'
.020 (1)
s' -r
9-7•
9'-2•
s'3•
8'-10•
25
13•-0'
o3z
9'-10'
9'-3"
9'-5'
8'-11'
9'-0'
8'-8"
032
8'-3-
1r-0'
1z -U•
12'-0•
12•-0•
17-0•
17-01
11'3'
.02a
10-9'
10-10'
10'4'
-
04U
17-3•
12'3'
11'-0'
10 -T
10'$'
10 -2'
10'-3'
W-91
25
_c�i
13•-2'
13'-r
13'-2•
13'-r
13'-2'
I T T
17-3'
.032
11•-9•
020
9'-3•
9-3•
13'-1'
1 r -T
12'-8'
17-2'
173'
11'-0'
14'-2'
14'-2'
14'-2"
14'-2-
14'-2"'
14'-2'
.040
9 -9'
9 9'
9 -9•
9 9•
9'-9'
r9'-3'020
15-0'
14'4'
14'-2'
13'-7'
13'-a'
13'-0"
9 6'
10•-0"
101-W
10'-6'
10'-0•
10'-6"
10•-6"
020 (1)
10'-9•
10'-9'
10•-9'
1o'-9•
.032
9'-2•
8'-9'
8'-11'
8'-5'
8'-6-
8'-2'
10'$'
10'-9'
11'3'
11'3"
11'3-
11'-T'
11'-3"
11'3'
1 r -r
.024
11'-r
11-r
11-T
11'-r.040
040
10'-6'
10'-1'
10'-2'
9'-T
9'-9•
9'-2•
30
1 r -s•
IT -6-
1Z
1 7-6•
12' 6'
1 r-6•
12•-0-
8.4•
.032
84•
8.4•
8'4-
8'4•.020
020
12'-6'
1r-1'
11'-10'
11'-0•
11'-6'
11'-1'
13'4'
13.4•
134"
13.4•
13'4'
13'4•
9 •
.040
024
14'-2'
13'-8-
13'6'
13'-0'
13'-3•
1r-0'
032
9-1•
9.1.
91 1•
9, 1
91 1•
91-1•
032
020 (1)
10'-2'
9'-10'
91-10'
8 3•
81-1"
g•-1'
T-10•
T-10'
Thi•
1017,1017,
10'-3'
10'-3'
10'-3•
10'3'
10'-3'
10'-3'
.024
11' 6'
11'-2'
11'-2'
10 B'
10 -10•
10'-6'
'
9'-1•
8'-10'
8'-10'
8'-T
40
T-5•
11'4•
11'4•
11'4-
11'4•
11'4'
11'4"
.032
11'-3•
11'-1'
11'-0'
10'-7-
10' 8'
10'3"
12'-2•
1 r -r
117-2'
17-2•
1 n2-
1 r-2•
8'-3•
.040
8'3-
8•-3-
.024
1r -S•
174•
12'4•
1r-1•
1z-1'
11•-8•
T-0'
6'-11"
8'-r
8'-2'
8•-2"
8'-2"
8'-2'
8•-2-
2'.020(1)
.020(l)
9•-1•
.032
B'-9'
T-1'
T-1'
5-11'
6'-11'
6'-9'
9'-2'
9'-
912•-
9'-Y
9-2-
sT
91-9"
.024
9'-9•
8' -0'
Tr10'
T10'
T-8.
r -8.B'
50
1o' -r
10•-r
1o' -r
10'-7'
10'-r
10'-7'
.032
s' -r
g -r
s• -r
s'3•
s' -s
a'-1 r
11'3•
1 r3•
1 r3• 1V-3-
1 r3•
1 r3•
.oao
111-0'
10'-10•
10-10'
101-7'
10' 8•
10'4"
8' x 2 Yz' FLAT PAN
ALUM. ALLOY 3004-H36 OR EQUAL
6"x 2 V FLAT PAN
110 MPH SPAN 120 MPH SPAN 130 MPH SPAN
EXP.B I EXP.0 EXPB I EXP.0 EXP.B EXP.0
14'-r 14'-7' 14'-r 14'-r 14'-7• 14•-r
17-8• 17-01 17-0• 1 1 r4- 11'-05• 1o•-9•
-o- 14'-2*
L.L=
(PSF)
PANEL r
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
LL=
PANEL-•
(IN.)
EXP.B EXP.0 EXP.B I EXP.0 EXPA EXP.0
(PSF)
o2u
1 r-6•
17.6•
12•-0•
17-0•
17-W
12•-6•
1151-11"
o�
e o
o N
19'-4• 19-4• 19.4' 19'4' 19'-4' 19'4-
1 T-6'
10-10•
10•-1•
1o3•
9'-s-
s'-7•
s'-0•
12'-r 1r -r 1r-11 17-1- 1z-1• 194•
02a
13'-7'
13'-T
13'-7'
13'-T
13'-r
174'
02a
10.3•
s' -s•
s'-10•
s' -s
10
13'3' 13'-3• 13.3• 13'-3' 133' 13'3•
-11l-2'
1r -r
1r4•
1T-6*
10'-9-W-10"
1 r3•
to -1
10
15'-0•
o3z
15-T
15-r
15 -r
1-r
5
15T -
15-r
o 32
13'-r
13•-0•
13-1'
12' 8'
16•-8' 16•-8- 6'-0' W -W 16'-0' 16'-8'
14'-1'
13'-1•
13'4'
17-4'
17.6•
1r-0•
is
15 6-
040
1r -r
1T -T
1T -T
1T -r
1T -r
1T -r
15-T
14'-10•
14'-10• 14'-1'
14'-2
13'-0'
9'4•
y W
1' 11'-1'
10-r
10 -r
10'-2•
10'-2•
10'-Y
10 -r
11'-0'
ozo
10-10'
11'-0•
10•-0'
9'-1'
8'-9•
8'-9'
8'-4'
8'-6'
T-11'
13'-r
12'-4'
024
11'3-
11•-4'
11'-4'
11'-4'
11'4•
11'4'
024
20
10'-1'
9' 8'
7-9'
9'-3'
9-5'
8'-11•
20
E
mL9•-11'
032
13'0•
13'-0'
13'-0'
13'-0'
13'-0•
13'-0'
032
to•4• 10'4• 10'4•
11-10•
11' 4'
11•-6'
11'-W
11•-0-
10'-6•
10 -0'
9'-11'
2 -2-
Lu I,_ *
14' 6'
14' 6'
14'-0•
14'-6-
14'-0-
14'-0'.040
040
13'-2•
13'4•
12'-6'
12-7'
13'-0'
12'-10'
13-0'
17 4'
17-0'
11'-10'
14'-1'
f4'-1•
13•-7'
U m d s
QQ N
.020
9'-9•
9'-9-
9'-9'
91-9'
g• -g-
9'-9•
a o m m
.02D
9'-6•
91-W
9'-0'
8'-11'
8
8' W
8'-3•
8'3•
T-10-
9'-7"
91-8'
.024
10'4'
10'4'
10'-4•
10'-4•
10'4'
10'4•
.024
uiow..
10'3'
10•-1'
10'-1'
9'-10'
9-11'
s' -r
9-7•
9'-2•
s'3•
8'-10•
25
13•-0'
o3z
1 r4•
1 r4•
1 r4•
1 r4 .
11 -a•
1 r4•
032
8'-3-
r e•
r -r
r a•
rs•
11'-10
11'3'
11'3'
10-9'
10-10'
10'4'
-
04U
17-3•
12'3'
12'3'
12'3•
173'
173'
.040
-
101•-0s9
_c�i
10'4• 1(r4• 10'4• 104• 104• 10'4.U)
1 r -1o•
1 r -r
13.3'
17-9•
17-9"
17-3'
174•
11•-9•
020
9'-3•
9-3•
9'-3•
9-3•
9'-3'
a5•
8'-r
8•-r
r-9•
r -1o•024
9 -9'
9 9'
9 -9•
9 9•
9'-9'
r9'-3'020
:024
30
9 6'
91'
9'2'
8'-10'
8•-11•03210'-9'
10'-9•
10'-9'
10•-9'
1o'-9•
.032
11'-1'
10'$'
10'-9'
10.4'
10'4'
10'-0•
1 r -r
11'-r
11'-r
11-r
11-T
11'-r.040
040
17-r
1r -Y
1 z -Y
1 r a•
1 r -s•
1 r3•
8.4•
84-
84•
8.4•
8'4-
8'4•.020
020
-6'
T-6-
024
91-0.
9' •
9
910. -9
•
9 •
9' -
024
8'-3'
8'-0'
8'-1'
r-10'
032
9 9.
91-9'
9•-9•
9'-9.
9'-9-
9'-9•
032
10'-2'
9'-10'
91-10'
9'-r
9'-r
9'-3'
oao
1017,1017,
lo. -r 110
7'
10'7"
1V-7'[
- oao
11' 6'
11'-2'
11'-2'
10 B'
10 -10•
10'-6'
T-5•
T-5•
-5"5T-5'
T -s020
.020
ss
6s•
s'3•
6-r
.024
8'3-
8'-3•
WT
8'3-
8•-3-
.024
r4'
T-3'
T-0'
6'-11"
.032
9•-1
9'-1.
9'-1.
9•-1•
.032
B'-9'
8 -7'
8' 6'
8'-S
8'4•
8•-3'
040
9. 9•
I
9 9•
9, 9.
919•
91-9•
91-9"
040
9'-9•
s -s'
9-5•
9'-7'
9'-2•
110 MPH SPAN 120 MPH SPAN 130 MPH SPAN
EXP.B I EXP.0 EXPB I EXP.0 EXP.B EXP.0
14'-r 14'-7' 14'-r 14'-r 14'-7• 14•-r
17-8• 17-01 17-0• 1 1 r4- 11'-05• 1o•-9•
-o- 14'-2*
13'-4-
134'
1r-0•
17 -9
1r -r
LL
as
18•-0 18•-0' 1 b'-0• 18•-0' 18•-0• 18'-0•
16'-Y
15$'
1 S -T
15-0•
1151-11"
14'-W
e o
o N
19'-4• 19-4• 19.4' 19'4' 19'-4' 19'4-
1 T-6'
16•-10'
1 T-0•
16•-4'
16'-6"
16'-0'
c
o 0
12'-r 1r -r 1r-11 17-1- 1z-1• 194•
10'-10•
10.4•
10.3•
s' -s•
s'-10•
s' -s
o
8
13'3' 13'-3• 13.3• 13'-3' 133' 13'3•
-11l-2'
12 2•
1 rte•
111-15
1 r3•
1 o'
Ld
15'-0•
1S-0'
15.6'
15-6'
1S-6•
15-6•
14'-2'
13' 9'
13'-r
13•-0•
13-1'
12' 8'
16•-8' 16•-8- 6'-0' W -W 16'-0' 16'-8'
is
15 6-
15-2•
1 S -r
[1(r-4.
14'-10'
14'-10'
14'3-
s a
i1
1a4• 104• 10'4• 10•-4• 10'-4•
o-0•
10 -r10'3•
1515•
9'-s•
9'4•
y W
1' 11'-1'
� a
1r-0'
11'-0'
11'-7-
10-10'
11'-0•
10•-0'
a 3
17-1• 17-r tr-1• 1r-1- 17-1' IT -11"14'-1'
13'-r
13'4'
1T-1•
13'-r
12'-4'
13'-1'
13'-1•
13'-1'
E
154•
15-1'
15-1-
14'-1•
E
mL9•-11'
t1T-I'l,3T_I'13'-1'
9'9'9'-9' 9'-9' 15'_15•
9'-T
9'-T
8'-11'
LL r10.4•
� U
to•4• 10'4• 10'4•
aZwo,
11'4'
10'-9'
11'-0'
10 4'
10 -0'
9'-11'
2 -2-
Lu I,_ *
11'4• 11'4• 11'4• 11'4• 11'4' 11'4'
13'-2•
1r-0'
13'4•
12'-6'
12-7'
11'-10
j a
1 r-3' 173' 12'3' 1 r3' 173" 1Z-3"
14'-9'
14'6'
14'-r
14'-1'
f4'-1•
13•-7'
U m d s
QQ N
9•-0 g-0' 0. 9-0' 9-0' 9'-0•
9 1'
8'-10•
8'-10'
8'-T
8' 6'
8'-1•
a o m m
9'-0•
9'-6•
91-W
9'-0'
V-6-
91-W
10'-2•
9'-10'
9'-10'
9'-7"
91-8'
9'3•
0
Z v
1r -1'1Y-9' 12-9' 1T4' 12'3• 1Y-1•
uiow..
10'3'
10•-1'
10'-1'
9'-10'
9'-10'
9'$'
m o m
z a W W
11'-2• 11•-2• 11•-2• 11'-r 11'-2' 11'-r
13'-0•
13'4•
13'-6-
13•-0'
13-1•
1r-7'
111 N
a
OO41 R'
8'-3•
8'3-
8'3•
8'3•
8'3'
8'-3-
r e•
r -r
r a•
rs•
r s•
r-2•
v
-
' - 8'9'
a'
-
8'4-
8•'
LL8'98'9'
,$•9'$•9'-0•9-819•9''9104•
-
101•-0s9
_c�i
10'4• 1(r4• 10'4• 104• 104• 10'4.U)
1 r -1o•
1 r -r
1 r s•
1 r-6•
1 r.6"
1 r -Y
Is
AS
PEN -L -ATTICS COMM
0.024• 6I
0.032---t-
0.042*
.03r
0.04r
4--2.0---�
* 3"x8" RAFTER 1* 2"x6.5" RAFTER
3.0'
MAX.
*IRI 2"x6.5" RAFTERS
ALUM. ALLOY 30044436 OR ALUM. ALLOY 30044136 ALUM. ALLOY 30044136 OR
EQUAL OR EQUAL EQUAL
* NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
24° O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED.
O.H.
CD ui
10'-7"
10'-7" 10'-7"
3" x 8"
RAFTER
10'-7-
14
z
16"
2" X 6 1/2" RAFTER
1 19
20
"T°
z
¢ U
3
4 4 5
5
-11'7"
11'-7" 11'-7-
11--6"
11'-6°
a �
9
024
10
8'-1"
8'-1"
110
MPH
120
MPH
130 MPH
7
L,L =
•Ta
110
MPH
120
MPH
130
MPH
2'
(IN.)
No
(PSF)
(I N.)
wo
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
14'-4'
14'-4"
-
29'-8°
29'-6°
29'-8"
28'-9-
29'-3"
26'-3"
11 11
12
12
16'-0"
15'-10"
16'-0"
15'-0"
15'-9'
13--8-
25
.032
16"
26'-3"
26'-0"
26'-3"
26'-3"
26'-3"
25'-7-
14
15
16"14'-2-
24°
14'-2"
14'-2"
14'-2"
14'-2°
13'-9"
10
�2
14
024
12'-1" 12'-1"
24'-2" 24'-1° 24'-2- 23'-6" 24'-0' 21'-0"
12'-0-
13'-1"
13'-0"
13'-1"
12'-3"
12'-10'
11'-2"
17'-4"
17'-4"
24°
21'-6°
21'-6°
21'-6°
21'-6°
21'-6"[-:21'-0"
24°
17'-9"
17'-9" 17'-9"
17'-7"
17'-8"
17'-1"
n
25 -6
.042
23'-0" 23'-0- 23'-0" 23'-0" 23'-0" 22'-9°
13'-3'"
13'-3" 13'-3"
20'-3" 20'-2" 20'-3" 19'-8" 20'-1"
18'-2'
13'-3"
1'-10'
a
16
21'_10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
"
16
18'-0"
18'-0"
18'-0"
18'-0"
18'-0°
17'-7"
20
.042
10
.032
INDICATES-
18'-9' 18'-9" 18'-9- 18'-9" 18'-9" 18'-9"
15'-10"
16'-7'
16'-60
16'-7°
16'-1"
16'-40
14'-10"
16'-3"
16'-3"
24"
17`-10°
1 T-10"
17'-10°
1 T-10"
1 T-10'
1 T-10"
13'-4"
13'-2'
24
14'-8"
14'-8°
14'-80
14'-8"
14'-8'
14'4"
N'-�3"
19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8°
9'-3"
24'-6° 24'-4" 24'-6" 23'-90 24'-3"
23'-2'
9'-3"9'-3'
16"
21'-6"
21'-0"
21'-6"
21'-2"
21'-3"
20'-8"
20'-2"
20'-2"
16°
21'-9°
21'-9"
21'-9°
21'-9"
21'-9"
21'-2°
25
.042
.042
20'-9"
16'-1" 16'-1' 16'-1" 16'-1' 16'-1" 16'-1"
q•
20'-1"
20'-0"
20'-1°
19'-6"
19'-9"
19'-0°
16'-7"
16'-7"
24 °
1 T-7"
17'-7"
17'-7"
17'-4"
1 T-6°
16'-10"
24 -
17'-9"
17'-9"
17'-9'
17'-9"
17'-9"
17'-3"
16'-9"
16'-3-
18'-1"
18'-1"
18'-1"
18'-1'
18'-1"
18'-1"
24'-6"
16"
12'4"
12'-4'
12-4"
12'-4"
12--4-
12'-4'
16-
25'-1°
25'-1"
25'-1"
25'-1"
25'-1'
19'-1°
20'-0"C
16°1
11'-9"
.11'-9-
11'-9'
11'-9"
11'-9"
11'-9"
30
�2
024
13'_9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9"
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
10'-1"
20'-6"
24 "
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
24"
9'-8"
9'-8"
15'-10° 5'-10' 15-10" 15'-10" 15'-10" 5'-10-
15'-8" 15'-8" 15'-8" 15'-8" 15'-8"
15'-8"
16"
16'-8"
16'-8-
16'-8"
16'-8"
16'-8"
16'-8"
160
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
40
.042
20
.032
12'-1"
12'-1°
12'-1-
12'-1"
12'-1"
12'-1"
12'-10-
12'-10"
12'-10°
12'-10"
12'-10"
12'-9"
24"
13'-8-
13'-80
13'-8"
13'-8"
13'-8"
13'-8"
,;
24
12'-3°
12'-3"
12'-3"
12'-3"
13'-4- 13'-4" 13'-4" 13'4"
19'-0" 19'-0" 19'-0° 19�---1
18'-10"
16
[1!�3�'4"13'-4°
15'-0"
15'-0°
15'-0"
15'-0"
15'-0"
16"
18'-1"
18'-1"
18'-1'
18'-1"
50
.042
042
10'-3°
10'-3"
10'-3"
10'-3°
10'-3"
10'-3"
15'-6"
15'-6"
15'-6"
15'-6-
15'-6"
15'-6-
24 "
11'_2"
11'-2-
11'-2"
11'-2"
11'-2"
11'-2"
24"
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
0.024• 6I
0.032---t-
0.042*
.03r
0.04r
4--2.0---�
* 3"x8" RAFTER 1* 2"x6.5" RAFTER
3.0'
MAX.
*IRI 2"x6.5" RAFTERS
ALUM. ALLOY 30044436 OR ALUM. ALLOY 30044136 ALUM. ALLOY 30044136 OR
EQUAL OR EQUAL EQUAL
* NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
24° O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED.
.024
.032
024
20 1 .032
042
.024
25 1 .032
:�ZYa
TRIBUTARY WIDTH TABLE - CLEAR_ SPAN (FT.)
O.H.
6
10'-7"
10'-7" 10'-7"
10'-7"
10'-7"
10'-7-
14
15 16
16"
18
1 19
20
21
0
3
4 4 5
5
-11'7"
11'-7" 11'-7-
11--6"
11'-6°
11'-2°
9
024
10
8'-1"
8'-1"
8'-1"
8'-1°
8'-1"
6
7
7
8
24"
9 9
10
10
11
11
12
2'
5 -"
9'-6"
9'-6" 9'-6"
9'-6"
9'-6"
9'-2"
9
10 10
11
14'-4"
14'-4" 14'-4"
14'-4
14'-4'
14'-4"
-
7 7 8
16"
9
9
10
10
11 11
12
12
13
14'-9"
14'-9" 14'-9"
14'-6"
14'-7"
14'-2"
25
.032
10
11
11
12 12
13
13
14
14
15
5'
24°
_ _ _
_
11
11
12
12
13 13
14
12=1"
12'-1" 12'-1"
11'-10"
12'-0-
11--7-
17'-3°
17'-3°
1 T-3°
17'-4"
17'-4" 17'-4"
17'-4"
17'-4"
17'-4"
26'-8"
26'-8"
16"
16"
_
17'-9"
17'-9" 17'-9"
17'-7"
17'-8"
17'-1"
n
25 -6
.042
25-6a
13'-3'"
13'-3" 13'-3"
13'-3"
13'-3"
13'-3"
1'-10'
21'-10"
24°
24"
-7
14'"
14'-7-' 14'-7"
-4
14'"
14'-6"14--O'
20'-10"
20'-10"
- FOOTNOTE: 'SAMPLE'
20'-10-
FIGURE
INDICATES-
—a
15'-10"
15'-10"
15'-10"
15'-10'
ATTACHED
16"
16'-3"
16'-3"
16'-3"
16'-l"
FIGURE INDICATES
15'-8"
FREESTANDING
13'-4"
13'-4"
.024
.032
024
20 1 .032
042
.024
25 1 .032
:�ZYa
TRIBUTARY WIDTH TABLE - CLEAR_ SPAN (FT.)
O.H.
6
7 8 9
10
11
12
13
14
15 16
1 17
18
1 19
20
21
0
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
13
3'
-
7 7 8
8
9
9
10
10
11 11
12
12
13
13
14
4'
_
- - 9
9
10
10
11
11
12 12
13
13
14
14
15
5'
_
_ _ _
_
11
11
12
12
13 13
14
14
15
15
16
._-.. A.mnomMVnt5\DURALUHNAPMO 019512-28-1412-28.14 A 1.dwg, 3/15201411:4923 PM, TabW
rZF
28'-2"
'DBL. 2" x 6 1/2"
28'-2"
-4
27'"
T-10"
26'-8"
24"
25'-1"
z
a
110 MPH
L L
130 MPH
24'4"
-120 -MPH
17'-4"
17'-4"
17'-4"
.�lo
EXP. B
I EXP.0
EXP. B
{EXP.0 J
EXP. B
EXP.0
22'-0"
22'-4"
22'-6"
21'-1"
22'-2'
19'-2"
16"
19'_10"
19'-10"
19'-10"
19'-10-
19'-10'
14'-2"
18'-4°
18'-3"
18'-4"
17'-3'
18'-2"
15'-8"
24"
16'-3°
16'-3"
16'-3"
16'-3"
16'-3°
15'-10'
28'-7"
28'-6'
28'-7°
27'-9°
28'-3"
25'-7'
16"
25 -W
25'-3-
25'-3"
25'-3°
25'-3°
24'-8'
22'-0"
23'4"
23'-3'
23'-4"
22'-8"
23'-1
0'-10'
24"
21'-1'
18'-1"
18'-1"
18'-1°
18'-1"
p
20'-07"
20'-80
p
20'-8"
/� p
20=-8"
p
20'-O"
20'-2"
34'-7"
34'4"
34'-7"
33'-7"t
34'-2"
3Z-8'
16-
17'-3"
17'-3°
17'-3°
1 T-3°
PROJECTION
SPAN
O.H.
TRIBUTARY 1+0.H.
fl
WIDTH 1 1TRIBUTARY=
I
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
EQUAL TO CENTER SPAN TO CENTER SPAN
28'-2"
28'-1"
28'-2"
-4
27'"
T-10"
26'-8"
24"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1-
24'4"
17'-0"
17'-4"
17'-4"
17'-4"
17'-4"
1 T-3°
16-
16'-7"
16'-T
16'-7"
16'-7"
16'-i
16'-7°
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
24"
13'-7-
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
22'-1"
22'-1"
22'-1"
22'-1"
22'-1°
22'-0"
16°
21'-1°
1"
21'-1"
21'-1"
21'-1"
21'-1'
18'-1"
18'-1"
18'-1°
18'-1"
18'-1"
18'-0"
24"
17'-3"
1 T-3"
17'-3"
17'-3°
17'-3°
1 T-3°
26'-8"
26'-8"
26'-8"
26'-8"
26'-8"
26'-7"
16"
25'-6a
25-6n
n
25-6
n
25 -6
25-6n
25-6a
1'-10"
1'-10"
1'-10"
1'-10'
21'-10"
21'-9"
24"
20'-10"
20'-10"
20'-10"
20'-10"
20'-10°
20'-10-
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10'
16"
16'-3"
16'-3"
16'-3"
16'-l"
16'-2"
15'-8"
13'-4'
13'-4"
13'-4"
13'-2'
'-9"
24"
N'-�3"
9'-3"
9'-3"
9'-3"
9'-3"9'-3'
20'-2"
20'-2"
20'-2-
20'-2"
20'-2"
20'-2"
16"
20'-9"
20'-9"
20'-9"
20'-6"
20'-7"
19'-10
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
24"
17'-0"
17'-0"
17'-0"
16'-8"
16'-9"
16'-3-
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
16"
25'-1"
25'-1°
25'-1"
25'-1"
25'-1"
25'-1'
20'-0"C
20'-0"C
20'-0"
20'-0"
20'-0"C
20'-0"
24"
20'-6"
2U'-6"
20'-6"
20'-6"
2U'-6"
20'-6"
PROJECTION
SPAN
O.H.
TRIBUTARY 1+0.H.
fl
WIDTH 1 1TRIBUTARY=
I
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
EQUAL TO CENTER SPAN TO CENTER SPAN
1. I
a s� IF 4
yo OF,pP��v
1'9S 1. CPQ
N•
I t':` �n.�
_- L `I O
C,� .t n
:z
E I;: 7
. m
�•� C
Users1deiNDocumentskDURALUMUAPMO 019512-28-1412-28-14 A 1.dwg, 3H5/201411:48:15 PM, Tabloid
MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED
AND FREESTANDING SOLID COVERS
o
Z
w
TABLE 1
TABLE 2
TABLE 3
W
o
s
(2) 2"x6 %2" AND
WALL HANGERS, 3"x8" AND
EXTRUDED AND 3"x8" WITH
W
6Y2"
ROLL FORMED BEAMS
STEEL HEADERS
STEEL
INSERT HEADERS
m
0C3uj
a
NUMBER
OF N0.14 TEK OR SMS SCREWS
NUMBER OF NO. 14 TEK OR SMS SCREWS
NUMBER
OF NO. 14 TEK OR SMS SCREWS
a a
PER FOOT OF BEAM LENGTH
F
PER FOOT OF WALL HANGER AND BEAM LENGTH
PER FOOT OF BEAM LENGTH
o
i110
§
tu .
MPH
120 MPH
130 MPH
110 MPH 120 MPH 130 MPH
110 MPH
120 MPH 130 MPH
~
~
~
a
O5
EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C
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 1 1 1 2
1 1 1 1 1 1
1 1 1 1 1 1
5
1
2 2 2
2 2
5'
1 1 1 2 2 2
5,
1
1 1 1 1
1
�W
0
U
6,—j
1 --211 1 2 2 2
6'
1 1 1 1 1 1 2
6'
1 1 1 1 1 1
2
2 2 2
2 3
2'2 2 2 2
1
1 1 1 1
1
7
1
1 12 2
2
7
1 1 1 2 2 2
1
1 1 1 1 1
as
2 2 2 3 3 3
2 2 2 2 2 2
1 1 1 1 1 2LL
8
1 2 2 2 2 2
8
1 2 2 2
1 2 2
8'
1 1 1 1 1 1
2
2 2 3
3 3
2 2 2 3 3
1
1 1 2 1
2
-
c! C;
g-
2 2 2 2 2 2
g,
1 2 2 2 2 2
g,
1 1 1 1 1 1
2
3 3 3
3 4
u 2
10
2 2 2 2 2 3
10'
1 2 2 2 2 2
10'
1 1 1 1 j----2'; 1
2
3 3 3
3 4
2 2 2 3 3 3
1
2 2 2
2
0
W
_
11'
2 2 2 2 2 3
11'
2 2 2 2 2 3
11.
1 1 1 1 1 2
3
3 3 4
4 4
2 3 3 3 3 3
1
2 2 2 2
2
12
2 3 3 3 3
12'
2 2 2 2 2---
12'
1 1 1 1 1 2
3
3 3 4
4 5
2 3 3 3 23 4
2
2 2 2 2
2
Z
13'3
r2
2 2 3 3 3
13
2 2 2 3 3 3
13
1 1 1 1 1 2
4 4 4
4 5
2- 3 3 3 3 4
2
2 2 2 2
2m
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
�
FIGURE INDICATES FREESTANDING
8
wE
m a�m
o U
-'
FAN BEAM
U
Qzw�
W W w
IS
FAN BEAM (19'-0" MAX SPAN)
r
>aaN
wo
FAN BEAM
FAN BEAM
o N
-i
HEADER
~ m m
maws
0
z CEILING FAN AND/ T=.075" 2 1/1• . 21re z Ire
�- TYP.
OR
LIGHT
FIXTURE
X
'L
( MAX.
30 Ibs.)
#12 S.D.S. SCREW
u'sLu }
mIzo
a
#14 x 3 1/2"
S.D.S. SCREW
= w w
FAN BEAM AT BEAM
AT HANGER CHANNEL
9 N 2
O cc
ALUM. ALLOY 6063-T6 ATTACHMENT AT HEADER "
ATTACHMENT AT HANGER CHANNEL
Go
't
NOTE 1: WHERE
MULTIPLE SPANS
OCCUR, MULTIPLY
,� p
TABULAR SPAN BY THE APPROPRIATE FACTOR SHOWN
0 v
IN TABLE 1, SHEET
T-1.
a
w
x
w
Users1deiNDocumentskDURALUMUAPMO 019512-28-1412-28-14 A 1.dwg, 3H5/201411:48:15 PM, Tabloid
"F
1Users\defP0owmems\DURALUMVAPMO 01 95\2 -28 -14\?. -28-14 A I -dw9, 311520141159:05 PM, Tabloid
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION. DETAILS
A34 FRAMING ANGLE
NOTE:
1. EXISTING ROOF OVERHANG DESIGN LOADS:
I 0 3/78• STEEL NOTE: BRACKET CAN BE LOCATED
1/4.0 HOLES,TW. Alf EREONEAVE-
i
SEE TABLE 2
RDL = 3 psf (MIN)TO 8 psf (MAX) RLL = 20.25.30.40. & 50 psf
O
2 EXISTING RAFTER ALLOWABLE BENDING STRESS IS 1200 psi.
7E PROVIDE WATER
I
Lu
FASTENERS, SEE TABLE 2
F
/�8i'
0 TYP, BRACKET
ET T10
PROTEC1� METAL FLASHING
L /.� AT EVERY 2x CAUCK JOINTS MID SLOPE
Z zW o
R.F. OR EXT. HANGER
' "^ "
n
-
'-
8
0 o TO DRAIN
7
CHANNEL, 2X OR 3X
RAFTER BRACKET
LEDGER OR WALL HANGER - -
FASTENERS PER TABLES
- — -
o EXISTING EAVE
OVERHANG
ALLOWABLE PROD. TO BEAM
SEE TABLE 1
¢ 2
v ? m
WTTFI
2x WOOD STUD,
MASONRY OR
1 1/4'
(24- MAX)
2xsORa®LEDGER
W E S
f
I 11 MItt
CONCRETE WALL
< Q g
ALUM. PANEL 2X OR
3x ALUM. RAFTER
EXIST. RAFTERS AT
374•
`,
RAFTER
14x3 12' W.
-i tu O
24' O.C. AT
ROOF
m
co
EXIST. FASCIA BOARD
OVERHANG
I t' MIN.
+
ALLOWABLE PROJ. EXISTING EAV
v ao
TO BEAM
SEE TABLE 1
OVERHANG
(24' MAX.)
I
NOTE PLACE'SIKA FL$(3,)-.9
R SILAR
MATERIAL BETWEEN BRACKET AND COMP.
NOTE: BRACKET MAY BE
O
F
SHINGLE ROOFING TO PROVIDE SEAL
MOUNTED BELOW RAFTER
W/ SAME CONNECTIONS.
w
EAVE CONNECTION
WALL CONNECTION
ALTERNATE
EAVE CONNECTION
NOTE: WALL: LEDGER IS NOMINAL LUMBER
SIZE 2'X6' (AT 2�B )4'
MINIMUM RAFTERS), NOMINAL 2'x8' (AT 3'x8' MINIMUM RAFTERS)- --
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
OR KILN -DRY WOOD -FILLED 2-B )4' OR 3'x8' ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM DESIGN LOAD.
LL
N S
TABLE 1
TABLE 2
TABLE 4 ANCHORS INSTALLED
as
TYPE AND NUMBER
OF FASTENERS REQUIRED AT ROOF PANEL
INTO CONCRETE WALL
C;"
OR RAFTER
CONNECTED TO EXISTING ROOF
OVERHANG
WITH 64NCH MIN.THICKNESS
aa
N o
EXISTING
MAXIMUM PROJECTION
(A) - PALLOW (F1) SIMPSON A35 FRAMING ANCHOR USING SD9112 SCREWS
COVER
NUMBER AND TYPEo
FRAMING MEMBER
WIND SPEED (MPH) AND EXPOSURE
COVER
AT ROOF
(B) - PALLOW (F1) (2) SIMPSON A35 FRAMING ANCHOR USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB
L.L.
OF FASTENERS
a §
L.L.
OVERHANG
FULL LENGTH OF RAFTER TAIL
o o
110, B
110, C
120, B
120, C
130, B
130, C
O
3/e 0 x 1 )V POWERS WEDGE BOLT -
STAINLESS STEEL AT 16'0.C.
� o
5
>-
10# L.L.
20# L.L.
25# L.L.
30# L.L.
40# L.L.
50# L.L.
2' x 4" FULL
26'-0'
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
25'-7"
25'11"
21'-2"
o
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
m
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
20
%'0 x 1)V POWERS WEDGE BOLT -
m
"
2"x6 FULL OR
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
1 O
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
STAINLESS STEEL AT 16• o.c.
oQ
m o
2"x8" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26 '-0"
5'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
25
/' 0 x 1)6" POWERS WEDGE BOLT -
2"x10" NOTCHED
6'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
STAINLESS STEEL AT 1T D.C.
Z
0
w
2" x 4" FULL
26'-0'
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
7.
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
30
WEDGE BOLT -
2" 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
x
STAINLESS STEELR T
O c
N 0
X
8
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
FULL
ZO
2'k6" OR
2 x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
W
9,
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)%
40
BOLT -
2"x8" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
10'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
E
STAINLESS STEELR T SEDGE O.C.
2"x10" NOTCHED
s
r 01
m01
11'
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)E(B)
BOLT-
2" x 4 FULL
"
26'-0'
26'-0 "
26'-0"
25'-2"
25'11"
20'-7"
JO
STAINLESS STEEL 8EO.C.
0
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
12'
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(BIB
(B)
(B)
(B)
(B)
(B)
ci
25
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26-0"
26'-0"
26'-0"
26'-0
TABLE
3 TYPE AND
NUMBER OF FASTENERS REQUIRED
AT LEDGER
y d
2"x8" FULL OROR
ROOF PANEL RAIL TO EXISTING WOOD STUD WALL FRAMING
as
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
W a. -c
2" x 4" FULL
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
(C) - (2) OMG TIMBERLOK
(D) - %" DIAMETER LAG SCREW
o z A
2" x 6" NOTCHED
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
(E) - %" DIAMETER LAG SCREW
0 4 a
FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
302"x6"
(F) -1" DIAMETER LAG SCREW
a m
.2" m
}
L.L.
20# L.L.
25# L.L.
30# L.L.
40# L.L.
50# L.L.
2"x8" FULL OR10#
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
j o
O—
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
2" x 4" FULL
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
it
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
W W "
w
>�om
2" x 6" NOTCHED
15'-0"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
2"x6" FULL OR
5'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(G)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
40
Z S W
3 W "'
2"x8" NOTCHED
19' 6"
19'-6'
19'-6"
19'-6"
19'-6"
19'-6"
o N11
6'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
7'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(G)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
2" x 4" FULL
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(E)
(E)
(E)
0 0
2" x 6" NOTCHED
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
9'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(E)
(E)
(E)
5JO
2"x6" FULL OR
15'_3"
15'-0"
15'-3"
15'-3"
15'-3"
15'-3"
10'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(E)
(E)
(E)
(E)
(E)
(E)
2"x8" NOTCHED
tu
11'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C).
(C)
(C)
(C)
(E)
(E)
(E)
(E)
(E)
(E)
2'x8" FULL OR
2"x10" NOTCHED
20'-9�2V-9-
20'-9"
20'-9"
20'-9"
20'-9"
12'(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(E)
(E)
(E)
(E)
(E)
(E)
1Users\defP0owmems\DURALUMVAPMO 01 95\2 -28 -14\?. -28-14 A I -dw9, 311520141159:05 PM, Tabloid
C3
FYP. OW3117
ALUM. 3004-H36
FASTENERS
SEE SHEET 8
1.75 ALU Y
O ROLL FORMED OEXTRUDED
HANGER HANGER
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf.
(3) Y"0 LAG SCREWS
f5Ei ST #14 SDS,
•- ,9 J 3 PER SIDE
e.S I• 1.
A. '' , z
�o : m fn
W - Exp: : �c X
LU
Od . 3•
Nu.18�1 1'
3N8" ALUM. `-- 3"x8" ALUM.
2>4' RAFTER HEADER.
PENETRATION BRACKET
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
THREADED PORTION OF SHANK COMPLETE
PENETRATION INTO EXISTING CORNER STUD.. .
HEADER BRACKET 2
1 12" OR 2"LATTICE
ALTERNATEI2"
BOLT CONNECTION
#8 S.M.S.
DOUBLE RAFTER -
PLAN 2
ALTERNATE:
4414 S.A.S. EACH
RAFTER TO COL
CONNECT. (B -TOT.)
I s 45-09e"
3"x 3"STLPOST (247 ° AL7iRNATE:
INSERT ATTACHED OR (2)-2x6:5" OR -
37c WSTL POST COLUMN (2) 3WHEADER
FOR FREESTANDING
(2)-12BOLT
2Sc 6.5" SIDEPLATE
DBL. RAFTER / DBL. HEADER CONN. 40
%OURALUMWMO 0195%2-28.14%2-28-14 A 1.dwg, 3/1620141204:46 AM, Tabloid
Usars%delPDocumerds
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
SEE SHEET 4
T
L_ 2 EACH 1/4'0 x 3-1/2" LAG SCREWS LL=10 psf
2 EACH 12"0 x 3-12" LAG SCREWS LL.=20, 25 AND 30 psf
2 EACH 518"0 x 3-12" LAG SCREWS LL=40 AND 50 psf
(2' MIN. PENETRATION INTO EXISTING WOOD STUD)
NOTE USE LEDGER WHERE RAFTER SPACING
EXCEEDS EXISTING STUD SPACING
SEE TABLE 2, SHEET 8
RAFTER TO WALL CONNECTION (3
#8 S.M.S. EACH SIDE . .
r--- LATTICE 1 12" OR 2'
274.5" OR 3'x8" RAFTER
ALTERNATE: 12" BOLT
ALTERNATE:
(2} #14 S.M.S. EACH RAFTER
TO COLUMN CONNECTION
(4 -TOTAL)
- --- — - ,_
(2)- 2x6.5' OR (2)-3'x8' HEADER
ALTERNATE:
3'x3'x0.024' (1) -12' BOLT OR
CONNECTOR (2)- #14 S.M.S. EACH RAFTER
STUB COLUMN T464DtiBLE-HEADER CONN. O
EXISTING
SHEATHING
2 -4X -A.024-
FASTENERS.
ALUMINUM MEMBER WITH
T=.060' - w
WOOD FILL OR
SEE SHEET B 3�' 078
2x6* NOMINAL LEDGER
FASTENERS
(NEW OR E)aSTING)
.25'R.05
5/8" 0 ACCESS HOLES
SEE SHE
INSTALL 6 - #14 X Y4"
FASTENERS.
LONG SDS Q EACH
3' SQL POST
Q
_ HEADER TO COLUMN
SEE SHEET 8
(12 FASTENERS PER
�
CONNECTION)
s•
* O
o m
tu-
$ui
DOUBLE HEADER TO
A
COLUMN DETAIL O7
cyl
O
CONTINUOUS A, RAIL
- - ROOF PANEL (INHERE OCCURS)
FASTENERS,
1.880• SEE SHEET 4
FASTENERS, ALUM.ALLOY
SEE SHEET 8 6063-T6
ALUM.ALLOY
6063-T6
OC I.R. HANGER
WALL CONNECTION 1O
10# L.L.=(2)1/14 SMS EA. SIDE
_
1 12 20#,25#;30# L.L.=(3)#14 SMS EA. SIDE
40#,50# L.L.=(4)# 14 SMS EA. SIDE
_+3/4" OR 1 1/2"----
1 I 2'x612"OR
5' MIN. 3"x 8" ALUM.
I RAFTER
3/4' OR 1 12"
U -BRACKET
EXISTING WOOD STUD FRAMING
L_ 2 EACH 1/4'0 x 3-1/2" LAG SCREWS LL=10 psf
2 EACH 12"0 x 3-12" LAG SCREWS LL.=20, 25 AND 30 psf
2 EACH 518"0 x 3-12" LAG SCREWS LL=40 AND 50 psf
(2' MIN. PENETRATION INTO EXISTING WOOD STUD)
NOTE USE LEDGER WHERE RAFTER SPACING
EXCEEDS EXISTING STUD SPACING
SEE TABLE 2, SHEET 8
RAFTER TO WALL CONNECTION (3
#8 S.M.S. EACH SIDE . .
r--- LATTICE 1 12" OR 2'
274.5" OR 3'x8" RAFTER
ALTERNATE: 12" BOLT
ALTERNATE:
(2} #14 S.M.S. EACH RAFTER
TO COLUMN CONNECTION
(4 -TOTAL)
- --- — - ,_
(2)- 2x6.5' OR (2)-3'x8' HEADER
ALTERNATE:
3'x3'x0.024' (1) -12' BOLT OR
CONNECTOR (2)- #14 S.M.S. EACH RAFTER
STUB COLUMN T464DtiBLE-HEADER CONN. O
EXISTING
SHEATHING
2 -4X -A.024-
ALUMINUM MEMBER WITH
E
WOOD FILL OR
0
2x6* NOMINAL LEDGER
w
z+
ofla rm
(NEW OR E)aSTING)
F
m
5/8" 0 ACCESS HOLES
X \w
INSTALL 6 - #14 X Y4"
(2) SIMPSON SDS25600
j EXISTING
1" STUCCO OR EQUAL
2.5' PENE. INTO EACH WOOD STUD
EXIST. STUCCO / LEDGER
ATTACHM`DETAIL O6
ALUM. ALLOY . .
6063-T6
"H" BRACKET
DBL. 30(80(.042 BEAM
OR DBL 20(6.50(.032" BEAM
0
O 2_ z E
UO D
Q 7 m m
a02E
k
E
I°
0
w
z+
ofla rm
uj
W iO
5/8" 0 ACCESS HOLES
°�oo
INSTALL 6 - #14 X Y4"
LONG SDS Q EACH
3' SQL POST
_ HEADER TO COLUMN
(12 FASTENERS PER
CONNECTION)
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THOMAS IRA
CAMPBELL ,
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13 -
Z
SIMPLE SPLICE FULL MOMENT ` W
�• 24' OPTIONAL DECORATIVE FASCIA Z
3' 1 1 3' 1' 8' I ( WOOD, ALUM OR HAPDBOR-1 Z w
4 (2)#10 S.M.S.@ EA N
VALLEY, TYP. (12) - 014 x 1? SNI.S. EACH SIDE OF 3' Q n
(8 TO m, II #12 S.M.S. II SL POST E: 1/4.0
Ir TYP. THICKNESS = .035 (24 TOT EA. sloe of 3*SO. BPOSTw/ WASHER (OR a
&�, TYP. TIiICKN�SS = .035' __- y v
a J a
LA
II I( O a0gz
+ n + + ++ + + 11 ++ ++ w - IE_ _-3 _j Z.
u1 0 6
ALUM. ALLOY 3004-H36 w a cc
ALUM. ALLOY 3004-H36 + 11D• g o: 3
OR 6063-T5 FOR EXTRUDED OR 6063 -TS FOR EXTRUDED 7 I O ¢ z 0
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR I i + I i I g z
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS�71 - L — — 3• so Posy o
ui
NOTCH I -BEAM FLANGE 2r• 0:
SPLICES - ROLLFORMED &EXTRUDED FASCIAS I -BEAM ALUM ALLOY AS NEEDED TO CLEAR
(6061-76) ALTERNATE SQ. POST,CONNECT WEB
S
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE GPLICE (ONE SIDE OF WEB) MAY BE USED. STL. C BEAM TO POST W/ (2) -5/8-0 0
i c
3" -1 TOTAL= (8)-12'0 BOLTS THRU-BOLTS @ 4- I -BEAM. 4-#14 x ire S.M.S. EACH SIDE OF 3•
SQ. POST AND (3) - 5/8.0 THRU BOLTS SO. POST (�TOTAU
A @ r I -BEAMS ALTERNATE 1/4'e BOLT W/ WASHER
1.00' EA SIDE OF W SO. POST rn =
O �—f1 O O . o IL GUTTER FASCIA o �
e cs .
3.00' 3' SQ. POST MAG BEAM
SPUCE WHOM 4" 200' OR 240' 3 -SO. S - BEAM CIF
OCCURS .o%o• -
TYP ° ° H - BRACKET TO POST 14 RAFTER "TAIL" TO GUTTER 15
4�
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf W o
ALUM. ALLOY
.3"x 8"x.042" BEAM, ROOF LIVE AND SNOW LOADS =
6063-T6 1� 1 3 ` RF MEL OR
T1
'3�
Z
777
d
, I�
co .
---- -
"L" FASTENERS
1'-0" 4-#14 SDS
WCE � y
�W
g w
� =� Exp:
c�
' Cl
IL
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Pio. 17
THOMAS IRA
CAMPBELL ,
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13 -
Z
SIMPLE SPLICE FULL MOMENT ` W
�• 24' OPTIONAL DECORATIVE FASCIA Z
3' 1 1 3' 1' 8' I ( WOOD, ALUM OR HAPDBOR-1 Z w
4 (2)#10 S.M.S.@ EA N
VALLEY, TYP. (12) - 014 x 1? SNI.S. EACH SIDE OF 3' Q n
(8 TO m, II #12 S.M.S. II SL POST E: 1/4.0
Ir TYP. THICKNESS = .035 (24 TOT EA. sloe of 3*SO. BPOSTw/ WASHER (OR a
&�, TYP. TIiICKN�SS = .035' __- y v
a J a
LA
II I( O a0gz
+ n + + ++ + + 11 ++ ++ w - IE_ _-3 _j Z.
u1 0 6
ALUM. ALLOY 3004-H36 w a cc
ALUM. ALLOY 3004-H36 + 11D• g o: 3
OR 6063-T5 FOR EXTRUDED OR 6063 -TS FOR EXTRUDED 7 I O ¢ z 0
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR I i + I i I g z
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS�71 - L — — 3• so Posy o
ui
NOTCH I -BEAM FLANGE 2r• 0:
SPLICES - ROLLFORMED &EXTRUDED FASCIAS I -BEAM ALUM ALLOY AS NEEDED TO CLEAR
(6061-76) ALTERNATE SQ. POST,CONNECT WEB
S
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE GPLICE (ONE SIDE OF WEB) MAY BE USED. STL. C BEAM TO POST W/ (2) -5/8-0 0
i c
3" -1 TOTAL= (8)-12'0 BOLTS THRU-BOLTS @ 4- I -BEAM. 4-#14 x ire S.M.S. EACH SIDE OF 3•
SQ. POST AND (3) - 5/8.0 THRU BOLTS SO. POST (�TOTAU
A @ r I -BEAMS ALTERNATE 1/4'e BOLT W/ WASHER
1.00' EA SIDE OF W SO. POST rn =
O �—f1 O O . o IL GUTTER FASCIA o �
e cs .
3.00' 3' SQ. POST MAG BEAM
SPUCE WHOM 4" 200' OR 240' 3 -SO. S - BEAM CIF
OCCURS .o%o• -
TYP ° ° H - BRACKET TO POST 14 RAFTER "TAIL" TO GUTTER 15
4�
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf W o
ALUM. ALLOY
.3"x 8"x.042" BEAM, ROOF LIVE AND SNOW LOADS =
6063-T6 1� 1 3 ` RF MEL OR
T1
'3�
Z
777
_ r 3C-
MOMENT CSPU
O
---- -
"L" FASTENERS
1'-0" 4-#14 SDS
WCE � y
�W
g w
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE GSPLICE (ONE SIDE OF WEB) MAY BE USED.
c�
F-- 4'
1 25•lLi
2'-0" 6-#14 SDS
FASTENER TO FASCIA -SEE TABLE
T-0" 12-#14 SDS FASTENER TO RAFTER TAILS -SEE TABLE
FASTENER SPACING = 3/4' r „r— OPTIONAL LATTICEU
TRF
.e�0
'a z
ooh
a ~
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\
AT OVERHANG
#14 x 12' S.M.S. TOPco
i—(6}#14 SDS @ EA. SIDE
& BOTT. (2) -TOT.
TOP $ BOTT. TOT.=24
E
sPucE WHERE
OCCURS
4.5"
°
11'
TYP•
00
ROOF PANEL o (i FASTENER 6 12-
.o E
co GROUP
}
-
O O
ROLLFORMED OR 00
EXTRUDED GUTTER
vim'
k(
ALUM. BRACKET X
o
d ri 0
LL
3" X 3" ALUM. OR
#14 S.M.S. @12"O.0
v,
16' r
ALUM. ALLOY
STEEL POST
FASCIA'
ui m
6063-T6
3'-0'
6 1/2 x2'x024 2- 1- "L' SEE TABLE
U o
7" I-BEAMMOMENT
CSPLICE
"U" BRACKET - RAFTER TO BEAM
RAFTER
y o w
°0 U.
1 Y2" SQ. OR 2" LATTICE TUBE P�
2"x3" LATTICE TUBE P2
LATTICE TUBE TO RAFTER 16
11U" BRACKET RAFTER TO BEAM 17
o
> a W "
-
O_jzs.
U5aw
3.125' FOR 3 x RAFTER
� e
9M
2.125• FOR 2 x RAFTER
Q, m m
EL 0
m
ALUM. ALLOY 3105-H25
1 1/2' SQ., 2- SQ.,
ALUM. ALLOY 3105 H25
OR 2'x3' LATTICE
#8 x 2'SMS, 212' @ 3" O.C. MIN.
t = .040" 6063-T6
1 1/2" @
0
w
500 1.50"
OR 3 12', TYP: I UP TO 6'O.C. MAX
c zp >
280 2 " "
" n
3
_ _ _
> m
zaZij w
(6) - #14x Y4' TEK SCREWS
3 a S
MIN.
o o
1 .0180
0 8"
i
BRACKET TO RAFTER �1/2'
rwn a
I
RAFTER
O
/�
O
Q
LL
O
0 cy
(6) - #14x W TEK SCREWS .7
w
BRACKET TO BEAM
x
v
IserMdeRDocumenlskDURALUMUAPMO 019512-28-1412-28-14 A 1.dWg, 3/162014122031 AM, 11 x 17
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ENSE
Y�O
�SI.G
BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS
ATTACHED 8,
10# LIVE LOAD
FREESTANDING SOLID COVERS
- 110,120,130 MPH - EXP. B $ C
,
. t
z
w
1
6.5" ROLLFORM
Q�)ALUM. ALLOY
SPLICE
WHERE
o oH7s I II 3.0•
TYP. I I
L - - - J
3.0•
MAG BEAM
A ALUM. ALLOY
6063-T6
0.61•
1•
6s 2
0.73•OCC
.038''
2
293'
OLLFORM
@>�A LUM. ALLOY
6063-T6
WHERE S
OCCURS
0070• a.o•
3.0'
4" I -BEAM
C ALUM. ALLOY
6063-T6
cvrrER
ExT.CUP
WHERE
OCCURS
a.s•
o.ass•
T�
2.04"
- -
1.00'
0.14' R
TYP. 3
028• 0.oa8•
TYR
�3.0 -�I
3" SQ. STEEL BEAM
E As Am
GRADE 40
6063-T6
i
z z o
W N
tai m
O
vi
Q Q
°�° o
W o a
aScQ� rc
U Z 2
O -o aq
g
v
=
^
LL
O
J
,J
O
r
MAXCOL.
SPACING
ON SLAB *
>
o_
r
ATTACHED SOLID
FREESTANDING SOLID
>
_o
3
r
MA ST FTG
SACIN
( SPAN) (IN')
MIN.
POST
TYPE
MAX.POST FTG.MIN.
SPACING
(SPAN) (w•)
POST
TYPE
n
9 -0
/
5
p
11'-9" 16
11'-9" 20
B
"
11-9 26
11'-4' 28
G
,
5
6,
7, cn
Kl
61
10'-9' 18
10'-9° 21
B
10'-9" 26
10'-4' 27
G
1 n
61-5-
-5
1
%
10'-0" 19
10'-0" 21
B
10'-0" 26
9'-$" 27
G
1
7'
4.00'
4.5" MAG GUTTER
' D ALUM. ALLOY
6063 -TB
n
5 -8
$
9'-4" 19
9'-4" 22
B
'
9 -4 26
9'-1" 26
G
8
51-0n
9'
$'-10' 20
8'-10" 22
B
8'-10" 27
8'-7" 26
G
91
4'-6"
10
20
g'{• 23
B
8'-6' 27
8'-1" 27
G
10,
o.37s
SPLICE
WHERE ALUM
OCCURS 6063 -TB
6.656• 7.0' 8.0'
0.110• 0.042" ss o.032• 6.5 0.042•
TY• TYP. TYP. TYP.
0.375 I I I I
7s I �z.a•_4_��z.o•-- I F-z.o---l- �2.0•-- I I I
A MAX.I- 3.0•- - I
DBL. 2'x6.5"x0.042" DBL. 2"x6.5"x0.032" 3"x8"x0.042" BEAM
7"I -BEAM ALUM. ALLOY 3004-H36 `� ALUM. ALLOY 3004-H36 K ALUM. ALLOY 3004-H36
F ALUM. ALLOY
6063-T6 OR EQUAL OR EQUAL OR EQUAL
4'-1"
11'
8'-1" 21
8'-1" 23
C
8'-1" 27
T-9" 28
G
11'
g
v C
O o
w z
N
E
i
1_ n
31-9"
,
12
7'-8" 21
7'-6" 24
C
7'-8' 28
7'-6' 28
G
12
C
c
O
N
r
MAXCOL.
ON SSPACINGLAB *
So_
3
ATTACHED SOLID
FREESTANDING SOLID
Qs
DQ
F 3
MAX.POST FTG
(SPAN) SPACING (IN')
MIN.
POST
TYPE
MAXPOST FTG.
SPACING (IN')
(SPAN)
MIN.
TYPE
cc -6 i 0
O
o w F
o Q W 2
._, � w 6
y Q LL m
8,�n
5,
11'-9° 19
1 1'-7" 21
B
11'-9" ." 28
0'-10 29
G
5,
n
7'-2-
1
6
10'-9" 19
10'-7" 22
B
10'-9" 27
10'-0" 28
G
,
6
6'-20
7
10'-0" 20
9'-10 22
B
10'-0" 27
9'-3" 28
G
7
5,_5
8,
9'-4" 20
9'-2' 23
B
9'-4" 26
8'-8" 27
G
8,
W/ 1 'C" INSERTn
ALUM. ALLOY.
6063-T6
W/ 2 "C" INSERTS
Th2 OR
I 1 ALUM. ALLOY 14 c�a
r�
6D63 T6 T=12 OR ATTy
14 ca GRADE �
NOTE: ASTM
WHERE'CSPLICEOCCURSAS.SHOWNIN 8.0' 7.8 S GRADE50 B'C
SPAN TABLES, R SHALL_BE INSTALLED THE 0.042' 042•
FULL LENGTH OF THE T I -BEAM. TYP. TYP'
J
.,
O
r
n
4'-1o
91
8'-10" 21
B
8'-10" 27
8'-2" 28
G
91
E
m 9
u- � 1
g O o
¢ Z Lu'm
F
yUQ�o
4'-4"
10'
8'-6" 2118'-6"-----27
w
8'-3 4
B
w
7 -9 28
G
10'
3'-11"
11'
8'-1' 21
7'-10 24
B
8'-1" 27
7'-6" 29
G
11'
, n
3 -7
,
12
�7'-8" 22
7'-7" 25
C
T-8" 28 -
T-2" 30
G
1
12
It 0.625
I I I
�3.0'�X- X3.0• ---moi 2.875 3.0•� 3.0'1
MAX
DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3"x8'x0.042" BEAM
M W/ 14 GA. STL. INSERT O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36 ASTM GRADE 50 ALUM. ALLOY 3004-H36
OR EQUAL OR EQUAL
y0
wo
H > a go
a o m
a
C
MAXCOL.
SPACING
ON SLAB *
>ATTACHED
rj o
m -Q
r
SOLID
FREESTANDING SOLID
m
MAX•POST FTG
SPACING (IN)
(SPAN)
MIN.
POST
TYPE
MAX.POST FTG.
SPACING (I 1.
(SPAN)
MIN.
POST
TYPE
, n
8 -0
1
5
w
11-1 1'-2" 22
B
_ w
11' 10'-6" 30
G
1
5
3"x8°x0.042" BEAM DBL. 3"x8"x0.042° BEAM
N W/ 12 GA. STL. INSERT W/ DBL. 12 GA. STL. INSERT
ASTM GRADE 50 P ALUM. ALLOY 3004-H36
NOTE WHERE 12 AND 14 GA STEEL INSERTS OR EQUAL
OCCUR AS SHOWN IN THE SPAN TABLES, NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
THEY SHALL BE INSTALLED THE FULL LENGTH SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
O
M
r
W
w N Z
m °z p
�' • •
N
S W J w
o U U,
6'-8"
g'
10'-9" 20
10'-2° 23
B
10'-7" 28
9'-7" 30
G
61
51-8"
1
7
10'-0" 21
9'-6" 23
B
9'-9" 28
8'-10 29
G
,
7
51-0,;
1
8
9'-4" 21
8'-10' 24
B
9'-2" 27
8'-3" 29
G
,
8
°D
i1 p
0 ,�
=
y
OF THE 37x8' BEAM. THE FULL LENGTH OF THE 3'c8' BEAM.J
NOTE:
FOOTING SHOWN REPRESENTS LENGTH OF FOOTNOTE: "SAMPLE'n
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
WHERE SLAB OCCURS, CUBED FOOTING SIZE FIGURE INDICATES
THE MAXIMUM COLUMN SPACING ON EXISTING SLAB SHALL EXPOSURE B
MAY BE REDUCED BY 6' FOR FREESTANDING ONLY.
BE THE SMALLER OF THE MAXIMUM SPACING SHOWN IN FIGURE INDICATES
SEE ALTERNATE FOOTING TABLES THIS COLUMN OR THE MAXIMUM POST SPACING SHOWN EXPOSURE C
SHT. 10 FOR ATTACHED COVERS FOR THE SELECTED BEAM. WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C.
J
O
r
4'_5 n
9,
8'-10" 22
8'-4' 24
B
8'-8" 27
7'-10 29
G
1
9
4!-0"
-
,
10
8'-6° 22
8'-0" 25
B
8'-3" 28
7'-6' 30
G
,
10
3,-8n
11,
$'-1" 23
T-7" 25
B
C
7'-10' 29
7'-2" 31
G
,
11
3'-4"
12'
7'-$ 7'-1 ■ 225
C
7' 6'-9" 231
G
12'
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