14-0697 (PAT)P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
Property Address:
APN:
Application description:
Property Zoning:
Application valuation:
Applicant:
. T4ht 4 4 QuAIM
14-00000697
61210 CACTUS SPRING DR
764-280-999-20 -300235-
PATIO COVER - RESIDENTIAL
MEDIUM HIGH DENSITY RES
2160
Architect or Engineer:
r't� k) /w-
------------------
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 Class: B License No.: 770843
ta: Contractor:
0 - DER DECLARATION
I hereby a irm 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 70001 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).:
1 _ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
and who does the work himself or herself through his or her own employees, provided that the
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
improve for the purpose of sale.).
1 _ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed
pursuant to the Contractors' State. License Law.).
1 _ I I am exempt under Sec. , BAP.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:
GERALD PETERSON
61210 CACTUS SPRING DR
LA QUINTA, CA 92253 //
(
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 5/27/14
Contractor: v
LIFETIME PATIOS���
PO BOX 5806 Qjy. f
LA QUINTA, CA 92253
Lico)61-30 Noo:5770843 QpC�ORp�rq �
-----------------------------------------------
WORKER'S COMPENSATION DECLARATION
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
sued.
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 MID CENTURY Policy Number A09461818
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
*W41A
the Labor Code, I shall forthwith comply with those provisions.
Date:Pft-. T—
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the
conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose request and for
whose benefit work is performed under or pursuant to any permit issued as a result of this application,
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and employees for any act or omission related to the work being
performed under or following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not commenced
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
permit to cancellation.
I certify that I have read this application and state that the above information is correct. I agree to comply with all
city and county ordinances and state laws relating to building construction, and hereby authorize representatives
of this county to enter upon the above-mentioned property for inspection purposes.
Date:::::��Signature�nt or Ag �—
Application Number . . . . . 14-00000697
Permit . . . PATIO COVER 2013
Additional desc . .
Permit Fee . . . . .95.81 Plan Check Fee
.00
Issue Date . . . . Valuation . . .
. 2160
Expiration Date . . 11/23/14
Qty Unit Charge Per
Extension
1.00 195.8100 EA MISC PATIO COVER, STD
95.'81
----------------------------------------------------------------------------
Special Notes and Comments
PATIO COVER - APPROXIMATELY 180 SQ. FT.
DURALUM ALUMAWOOD PATIO COVER PER
,
APPROVED PLANS AND SPECIFICATIONS. 2013
CALIFORNIA BUILDING CODES.
----------------------------------------------------------------------------
Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473)
1.00
PLAN CHECK, PATIO COVER
94.38
STRONG MOTION (SMI) - RES
.50
Fee summary Charged Paid Credited
---------------------------------------------=-----------
Due
Permit Fee Total 95.81 .00 .00
95.81
Plan Check Total .00 .00 .00
.00
Other Fee Total 95.88 .00 .00
95.88
Grand Total 191.69 .00 .00
191.69
LQPERMIT
Bin #
City of La Quinta
Building a.'Safety Division
Box _1504, 78-495. Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
' Building Permit Application and Tracking Sheet
Permi #P.O.
/�
J 7
(�
Project Address: • Ctf>r%S w
Owner's Name:
A: P. Number: f-
Address: 0
Legal Description:
City, ST, Zip: w Z Zs3
Contractor:
Telephone:
Address: �® .�OXgQ�
Project Description:
City, ST, Zip: a01k7—)q, eA
ulAkd
Tele hon
_ Q
State Lic. # : %3 "7700 T 3. City Lic. #: �ag
Arch., Engr., Designer:
Address:
City, ST, Zip:
Telephone: _ ?' `
State Lic.
Name of Contact Person: ��'�eS l &(
Construction Type: Occupancy:
Project type (circle one): New Add'n . Alter Repair Demo
Sq. Ft.: F Q # Stories: #Units:
Telephone # of Contact Person: 7b0 b6$ T70D
Estimated Value of Project: Q °=
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACKING .
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Sfructural Cales.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Energy Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
21d 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
1�1a�•ruA a S' �we� � . "
3.
ouPL.• s � e
tt4 ►�
�C e�teR Qeickso►-� '2cs.
C.1 a 10 CAc�v%
j (:A�uL- rAA �ZZ43
f -)-
CITY,-)-
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
DATE6 -L11(ey
It
T
Trilogy at La Quinta
60-750 Trilogy Pkwy
La Quinta, CA 92253
Ph: 760-777-6059
Fax: 760-777-1620
Thursday, May 22, 2014
Gerald O. Peterson / Celine Peterson
61210 Cactus Spring Dr
La Quinta CA 92253
RE: Design Review Modification Conditionally Approved
61210 Cactus Spring' Dr / Customer ID #: TRLAQ-0723-01
Dear Gerald O. Peterson / Celine Peterson:
Trilogy*
Trilogy at La Quinta'Maintenance Association
We are pleased to inform you that your plans for installation of an attached patio cover received on May 20,
2014, have been approved by the Design Review Committee with the following conditions: 1, 2, 3 and 19 (see
attached copy).
This approval does not constitute consent by the Association for the applicant to encroach, trespass, or build on
any property other than that of the applicant. This approval is related solely to the items reserved for approval by
the CC&R's in accordance with the Design Review Guidelines. The approval does not extend to the quality of
work done by your architect, or contractor, or to any structural engineering, soils engineering, or site grading and
drainage design. You are urged to obtain the services of a state licensed professional for consultation as needed.
The Design Review Committee is composed of volunteers. As such, it does not review applications to ensure
compliance with building codes, or other local or state laws. Please be advised that this approval does not relieve
you from obtaining any necessary building permits from the governmental agencies involved to ensure
compliance with these codes. Any violations of these ordinances will be your responsibility to correct. Thank you
for your patience in this matter and for complying with the Association's policies and standards.
Sincerely,
For the Design Review Committee,
Mima Hernandez
Asst Manager On -Site Property
Enclosures
cc: Board of Directors
Design Review Committee
_ Tip ',0AjjpAY •
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODU
GENERAL NOTES:
GOVERNING CODES:
1. THE, DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
2012 INTERNATIONAL BUILDING CODE, 2013 CALIFORNIA BUILDING CODE, ASCE/SEI 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 WITH 2012 IRC AND 2013 CRC SECTION AH105.2.
DRAWING NOTES
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 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 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).
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 1806.2 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 HILT[ 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.
Users\dell\Documents\DURALUM\IAPMO 0195\2-28-14\2-28 14 A 1.dvug, 3/162014 232:55 AM, Tabloid
INC.
DESIGN REQUIREMENTS:
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W
_ _
RESIDENTIAL APPLICATIONS - CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER I.
I
z
z
z
ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf) _ _ . _
Z o
COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
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ROOF LIVE AND SNOW LOADS: 20, 25.30, 40 & 50 psi. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 pSi)
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ADDITIONAL DESIGN REQUIREMENTS:
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1. TABULATED SPANS FOR SNOW LOADS ADJUSTED FOR ROOF APPLICATIONS.
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�¢ a d
2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C.
06 P Z
3. WIND OCCUPANCY CLASSIFICATION AND IMPORTANCE FACTOR 11, 1.0.
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4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER
m W
5. SEISMIC DESIGN PARAMETERS:
g rc
IMPORTANCE FACTOR: 1.0
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SITE CLASS: D
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SEISMIC DESIGN CATEGORY: D
O _<
MAPPED SPECTRAL RESPONSE COEFFICIENTS: S3= 1.50, S,= 0.6, Sas= 1.0, S .F 0.50
r rr
RESPONSE MODIFICATION FACTOR, 81.25
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITE-SPECIFIC DESIGN LOADS.
6. DESIGN ASSUMPTIONS:
p
A. MINIMUM BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHTr 20'
E. APPROPRIATE STRUCTURAL DETAILS.
B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
20-22
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10'
SP AFG 1 1 DEPT.F.
rBUILDING
T-1...........TITLE SHEET, DESIGN LOADS, GENERAL NOTES
LL
CL
o
2 ............OPEN LATTICE STRUCTURES
0
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
SPANS TRI -V, W -PANEL & FLAT PAN
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EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
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THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
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EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
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FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
UA
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A. TITLE SHEET AND GENERAL NOTES.
H
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B. STRIICTURAL CONFIGURATION O.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
�"
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C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
Z A
_
TABLES.
o
13-16
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITE-SPECIFIC DESIGN LOADS.
®� L_ Q U I NTA
17-19
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20# L.L, 110-130 MPH
E. APPROPRIATE STRUCTURAL DETAILS.
20-22
OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
SP AFG 1 1 DEPT.F.
rBUILDING
23-26
JURISDICTION.
ED
w WAP-1PRO
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40# L.L, 110-130 MPH
W
Z o W
30-32
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50# L.L, 110-130 MPH
> o m
=oZ
Boz
SHEETINDEX•
/ L
oz
SHEET # SHEET TITLE / DESCRIPTION
g
o W
c�
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25# L.L, 110-1301.11 11
DATE ____-_I-By
40-41
T-1...........TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1 ............SOLID PANEL STRUCTURES
o
2 ............OPEN LATTICE STRUCTURES
E
3-4 .........PANEL
SPANS TRI -V, W -PANEL & FLAT PAN
m m
5 ............MINIMUM FASTENERS / FAN BEAM
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6 ............RAFTER
SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
a z m
7 ............HEADER
BEAM TYPES, COLUMN / POST TYPESui
�; a
8 ............EXISTING
EAVE CONNECTION DETAILS
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9 ............HANGER
CHANNELS AND MOUNTING BRACKETSo
H
10 ..........COLUMN
/ POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
�"
o
11 ...........LATERAL
FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
Z A
12 ...........BEAM
TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
o
13-16
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10# L.L, 110-130 MPH
a:3 n m
17-19
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20# L.L, 110-130 MPH
a o .
20-22
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25# L.L, 110-130 MPH
23-26
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30# L.L, 110-130 MPH
27-29
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40# L.L, 110-130 MPH
W
Z o W
30-32
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50# L.L, 110-130 MPH
> o m
33-35
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10# L.L, 110-130 MPH
9zo
w N
36-37
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20# L.L, 110-130 MPH
o N
38-39
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25# L.L, 110-1301.11 11
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# L.L, 110-130 MPH
~
46 ...........INSULATED
ROOF PANEL ATTACHMENT DETAILS
a u
47 ...........SNOW DRIFT DESIGN
a N
48 ...........SPAN
REDUCTION FACTOR TABLES
ATTACHMENT CHANNEL
SEE DETAIL A, B & C.
ALUMINUM SHEET 9
ROOF PANEL
SEESCHEDULE
FOR SPANS
O. SPA►
�i "O.H.' NOT TO EXCEED 25%
= OF ROOF PANEL
1— q ALLOWABLE SPAN
• SEE DETAIL 11, B
SHEET 12 FOR SPLICE PpSTSPAIy/
E _ POSTS, SIZE VARIES SEFSCyEn ��
`OWN LEO/�'�`
`J`
>Y
a 48 8
O �
qS 1• GP
SOLID PANEL STRUCTURES
- ry OF S.
Rp ECs� V�FS
n0N man/
BEAM - SEE SCHEDULE
FOR POST SPACING
3 1/2" SLAB III ALTERNATE:ATT
MAYACHM ENTBE USED IUIJI SINGLE POST SLE SPAN
WHERE PERMITTED. r SEE SCHEDULE
�>
SEE SCHEDULE
NOTE: NO SPLICE AT IOR POSTS
FOOTING WHERE REQUIRED
SEE SCHEDULE
FOR FOOTING CUBE SIZE NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
ROOF
OVERHANG,
OR WOOD,
CONCRETE OR
MASONRY WALL
SEE SHEET 8
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 v� OFST
ROOF PANEL 0 H
RU
SEE SCHEDULE e
FOR SPANS �►—
H." NOT TO EXCEED-25%-
XCEED-25%OF
yr STRU
SCMIN. 0.25" SLOPE
OFROOF PANEL
Ch/RF VgR/ES
SEE SCHEDULE
ALLOWABLE SPAN
FOR SPANS
SEE DETAIL FOR SPLICE
PA
BE,yM
SPAN
"O.H." NOT TO EXCEED 25%
POS07. S
OF ROOF PANEL
BEAM - SEE SCHEDULE
ALLOWABLE SPAN
POSTS, SIZE VARIES
SEEsCyE�U G
/'O
FOR POST SPACING
MI/
C//yG
CES
BEAM - SEE SCHEDULE
FOR POST SPACING
POSTS, SIZE VARIESSEESCHF
DUCES
g
NOT TO
3 1/2' SLAB
ALTERNATE:
SINGLE POST
OFB
.q�Ow�1
N
112'
SEE SCHEDULE
(FSPR
MAY BE USED
SEE SCHEDULE
O�
CSSp
MAY USED
E
TO CONSTRAIN
TO CONSTRAIN
1
FOOTING, SEE
FOOTING, SEE
SCHEDULE
NOTE: NO SPLICE AT THIS
SCHEDULE
NOTE: NO SPLICE AT THIS
POST AND AT END BAYS.
FOOTINGS
SEE SCHEDULE FOR
FOOTING CUBE SIZE
NOTE: EACH COMPONENT IS INTER -
1/2 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
•.,'-."n....,,men1s\DURALUM\jAPMO 0195\2-28-1412-28-14 A I An, 3/15201411:4222 PM, Tebbid
ALUMINUM
ROOF PANEL
SEE SCHEDULE
FOR SPANS
ATTACHMENT CHANNEL
SEE DETAILS
MIN. 0.25' SLOPE PER FT
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11,
SHEET 12 FOR SPLICE
POSTS, SIZE VARIES
3 1/2" SLAB
ATTACHMENT
MAY BE USED
WHERE PERMITTED.
SEE SCHEDULE
MAX. HT.= 12'
FOOTING WHERE REQUIRED
SEE SCHEDULE
FOR FOOTING CUBE SIZE
�i�
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
ROOF
OVERHANG,
OR WOOD,
CONCRETE OR
MASONRY WALL
SEE SHEET 8;d,
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.
. ALUMINUM
yr STRU
SCMIN. 0.25" SLOPE
PER FT. O.H
Ch/RF VgR/ES
SEE SCHEDULE
FOR SPANS
O.H.
PA
SPAN
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL FOR SPLICEBEgMSP
/'O
MI/
C//yG
BEAM - SEE SCHEDULE
FOR POST SPACING
POSTS, SIZE VARIESSEESCHF
DUCES
°'H NOTT�II
112'
ALTERNATE:
SINGLE
OFS3 ,0
ALL
SEE SCHEDULE
O�
CSSp
MAY USED
E
TO CONSTRAIN
1
FOOTING, SEE
SCHEDULE
NOTE: NO SPLICE AT THIS
POST AND AT END BAYS.
FOOTINGS ✓ �_
SEE SCHEDULE FOR
FOOTING CUBE SIZE NOTE: EACH COMPONENT IS INTER -
1/2 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
C5
Ix
.z
QJ
F 242 A
0
aQd
0
woe
IL tu
Q U
0
V�zgv
0a
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W
0
U
zw
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M. zo
za�w
T+111 � N
F Q
AGWK
CD
v
LL
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W
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V V
Or- K�F
T F'
Cf=- LL .O
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E p: . m
CI
Users\dell\Documerns\DURALUM\IAPMO 0195\2-2&1412-2&14 A t.dwg, 3/15201411:48:15 PM, Tabbld
MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
z
w
TABLE 1
TABLE 2
TABLE 3
z
W s
�� 1 "
2x6 /2 AND
WALL HANGERS 3"x8" AND
EXTRUDED AND 3"x8" WITH
cy
W
(2)
6Y2" ROLL FORMED BEAMS
STEEL HEADERS
STEEL
INSERT HEADERScn
m
>-
a a
NUMBER OF NO. TEK OR SMS SCREWS
NUMBER OF NO.14 TEK OR SMS SCREWS
NUMBER OF NO. 14 TEK OR SMS SCREWS
F r
PER FOOT OF BEAM LENGTH
F
PER FOOT OF WALL HANGER AND BEAM LENGTH
PER FOOT OF BEAM LENGTH0
co 9
a. W
110 MPH 120 MPH
130 MPH
110 MPH I 120 MPH 130 MPH
110 MPH
120 MPH 130 MPH
~
600
EXP. B EXP. C EXP. B EXP. C EXP. B I 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
0-41
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 I 2 2 2
5
1
1 1 1 1
1
W
6
1 1 1 2 2 2
6,
1 1 2 1 1 1 2
61
1 1 1 1 1 1
2 2 2 2
2 3
1 2 2 2 2
1
1 1 1 1
1
7
1 1 1 2 2
2
1 1 1 2 2 2
7
1
1 1 1 1 1
LL
2 2 2 3
3 3
2 2 2 2 2 2
1
1 1 1 1
2
as
Ro
'
8
1 2 2 2 2 2
$'
1 1 2 2 2 2
8'
1 1 1 1 1 1
2 2 2 3
3 3
2 2 2 2 3 3
1
1 1 2 1
2
0 0
91
2 2 2 2 2
2
g�
1 2 2 2 2 2
g�
1
1 1 1-4 1 1
o
2 3 3 3
3 4
2 2 2 3 3 3
1
1 1 2 2
2
00
a z
0 Ix
10
2 2 2 2 2 3
10'
1 2 2 2 2 2
10'
1 1 1 1 1 1
2 3 3 3
3 4
2 2 2 3 3 3
1
2 2 2 2
2
Ix_
11
2 2 2 2 2
3
11'
2 2 2 2 2
11'
1
1 1 1 1 2
2
'
J
3 3 3 4
4 4
2 3 3 3 33 3
1
2 2 2 2
12'
2 2 3 3 3 3
12'
2 2 2 2 3
12'
1 1 1 1 1 2
3 3 3 4
4 5
2 .2 3
3 3 2 4
2
2 2 2 2
2
_
z
[13-3
3 3�45
2 2�44
13 ,
2 �2� 2 3 3 3
13
1 1 1 1 1 2
4
2 3 3 3 3 4
2
2 2 2 2
2
<m
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
E
8
E
N �
m � ?
0
� .os
FAN BEAM
a
'n
>- 70 y <
0
FAN BEAM (19'-0" MAX SPAN)
. 0
—r FAN BEAM
+
FAN BEAMo
>MLug
CL N
J
s3
HEADER----'-
EADER
Qjmm
a o m
o
021/2'
z CEILING FAN AND/ T=.075" z 1rz• . z 12' 2 1/2"
n'P-
OR LIGHT
FIXTURE
Z
w
_(MAX. 30,Ibs.)
#12 S.D.S. SCREW
uj s w
miaow
i W W
#14 x 3 1/2"
S.D.S. SCREW
z
AT BEAM
AT HANGER CHANNEL
9
k
FAN
BEAM
0882cc
ALUM. ALLOY 6063-T6 ATTACHMENT AT HEADER
ATTACHMENT AT HANGER CHANNEL
NOTE 1: WHERE MULTIPLE SPANS OCCUR, MULTIPLY
LL
u 0
TABULAR SPAN BY THE APPROPRIATE FACTOR SHOWN
IN TABLE 1, SHEET T-1.
.
R
=
co
Users\dell\Documerns\DURALUM\IAPMO 0195\2-2&1412-2&14 A t.dwg, 3/15201411:48:15 PM, Tabbld
It
i4AL
Exp`
S� ,NAL ENni
oak. EN - I -
E10
� v
Q
RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
21'-1
18'-9"
13'-4"
—21'-10'
18'-9"
1T 10
1
21'-6"
16'-l"
18
13
15'
16'-8"
1
13�
10'-3"
/ 2-
130 MPH
L.L.=
"T"a
z ui
z
cwi
a.o
3" x 8" RAFTER
110 MPH 120 MPH
EXP. B I EXP.0 EXP. B EXP.0
29'-3"
26'-3"
16"
29'-8" 29'-6" 29'-8" 28'-9"
18'-9"
'
10
.042
18
26'3' 26'-0' 26'- 3" 26'-3"
24°
24'-1' 24'-2" 23'-6"
21'-1
18'-9"
13'-4"
—21'-10'
18'-9"
1T 10
1
21'-6"
16'-l"
18
13
15'
16'-8"
1
13�
10'-3"
/ 2-
130 MPH
L.L.=
r
16"
`2 '"
(PSF)
20
29'-3"
26'-3"
21'-10'
17'-6"
18'-9"
25'-7`
16
1.042
18
19
a
24"
24'-0"
21'-6'
15'-7"15'-7-
MPH
21'-0"F21'-0°
10'
15'-10"
15'-10"
110
19'-8"
120
MPH
130
MPH
16'
(PSF)
(IN.)
25
.042
13'-4"
21'-6"
EXP.0
16'-1'
10'-3"
10'-3"
10'-3"
11'-2"
11'-2"
11'-2"
24'
10
11
22'-6"
22'-4"
22'-6"
1 T -T
22'-2"
19'-2-
16'
16'
14'-2"
14'-2"
30
.042
14'-2'
13'-9°
11
13'-9"
16"
19'-10'
13
30
-
7
24"
8
8
13'-1" 13'-0" 'IT -1" 12'-3" 12'-10" 11'-2"
9
18'-4" 18'-3" 18'-4" 17'-3" 18'-2'
15'-T
24"
11'-7"
11'-7"
15'-10"
11'-7"
11'-T
11'-3'
4'
16"
24"
16'-3'
40
.042
16'-3"
16'-3'
5'-10"
11
12
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2'
13
13
28'-7" 28'-6" 28'-7" 27'-9' 28'-3'
25'-7-
24"
5'
-
-
-
-
13'-8"
11
11
16"
12
13'-4"
13
14
14
16'
15
16
50
.042
18'-0"
15'-0
18'-0"
10
.032
25'-3"
25'-3"
25'-3°
24 "
25'-0'
24'-8"
16'-7" 16'-0" 16'-7" 16'-1" 16'-4■ 14'-10"
11'-2
21'-1
18'-9"
13'-4"
—21'-10'
18'-9"
1T 10
1
21'-6"
16'-l"
18
13
15'
16'-8"
1
13�
10'-3"
/ 2-
130 MPH
L.L.=
r
EXP. B
EXP.0
(PSF)
I (IN.)
29'-3"
26'-3"
17'x"
17'-6"
26'-3"
25'-7`
16
17
18
19
a
,024
24'-0"
21'-6'
15'-7"15'-7-
MPH
21'-0"F21'-0°
15'-10"
15'-10"
15'-10"
23'-0" 23'-0" 22'-9"
21'-10" 21'-10" 21-10" 10 .032
18'-9" J 18'-9" 18'-9'
17'-10" 17'-10" 17'-10"
0.oza• fis
0.%4;
0.04r
I -2.0• �x
* 3"x8" RAFTER * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-1136 OR ALUM. ALLOY 30044iM ALUM. ALLOY 3004-H36 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.
.042
024
20 1 .032
.042
024
25 1 .032
042
110/120/130 MPH
EXP. B & C
z ~
19'-8"
19'-8"
6 1/2"
21'-3"20'-8"
8
9
10
z
17'x"
17'-6"
16'-10'
1/2" RAFTER
16
17
18
19
a
13'-9"
13'-9"
13'-9"
15'-7"15'-7-
MPH
15'-T'
15'-10"
15'-10"
15'-10"
110
16'-8°16'-8"
120
MPH
130
MPH
N o
(PSF)
(IN.)
13'-4"
13'-4"
13'-4"
EXP. B EXP.0 EXP. B EXP.0 EXP. B
EXP.0
6
10'-3"
10'-3"
10'-3"
11'-2"
11'-2"
11'-2"
0.oza• fis
0.%4;
0.04r
I -2.0• �x
* 3"x8" RAFTER * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-1136 OR ALUM. ALLOY 30044iM ALUM. ALLOY 3004-H36 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.
.042
024
20 1 .032
.042
024
25 1 .032
042
110/120/130 MPH
EXP. B & C
z ~
TABLE - CLEAR SPAN (FT.)
2"X
6 1/2"
RAFTER
8
9
10
z
12
DBL.
2" x 6
1/2" RAFTER
16
17
18
19
a
21
110
MPH
120
MPH
130
MPH
L.L.=
"f"
110
MPH
120
MPH
130
MPH
N o
(PSF)
(IN.)
ti o
4
EXP.13 EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B EXP.0 EXP. B EXP.0 EXP. B
EXP.0
6
16'-0-
15'-10"
16'-0"
15'-0'
15--g-
13-8°
10
10
11
22'-6"
22'-4"
22'-6"
21'-1
22'-2"
19'-2-
7
16'
14'-2"
14'-2"
14'-2°
14'-2"
14'-2'
13'-9°
11
024
16"
19'-10'
13
30
-
7
7
8
8
13'-1" 13'-0" 'IT -1" 12'-3" 12'-10" 11'-2"
9
18'-4" 18'-3" 18'-4" 17'-3" 18'-2'
15'-8"
24"
11'-7"
11'-7"
11'-7"
11'-7"
11'-T
11'-3'
4'
-
24"
16'-3'
16'-3"
16'-3"
16'-3"
16'-3'
5'-10"
11
12
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2'
13
13
28'-7" 28'-6" 28'-7" 27'-9' 28'-3'
25'-7-
16"
5'
-
-
-
-
-
11
11
16"
12
13
13
14
14
15
15
16
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
jr-7-
10
.032
25'-3"
25'-3"
25'-3°
25'-3°
25'-0'
24'-8"
16'-7" 16'-0" 16'-7" 16'-1" 16'-4■ 14'-10"
23'-4" 23'-3' 23'-4" 22'-8" 23'-1'
0'-10"
24"
24"
14'-8"
14'-8"
14'-8"
14'-8"
14'-8'
14'-4"
20'-8"
20'-8"
20'-8"
20'-8'
20'-8
20'-2"
24'-6" 24'-0" 24'-6" 23'-9" 24'-3" 23'-2'
34'-7" 34'-4' 34'-7" 33'-7" 34'-2"
32'-8"
16 "
21'-9"
21'-9"21'-9"
21'-9"
21'-9"
21'-2"
.042
16 "
30'-8°
30'-8"
30'-8"
30'-8"
30'-8"
29'-10"
20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0'
28'-2" 28'-1" 28'-2" 27'-4" T-10"�6'-
24 -
24
17'-9"
17'-9"
17'-9"
17'-9"
17'-9"
17'-3"
25'-1"
25'-1"
25'-1'
25'-1"
25'-
12'-4'
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-3"
16"
16-
11'-9°
11'-9"
11'-9'
11'-9"
11'-9°
11'-9"
024
16'-T
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1"
14'-2' 14'-2" 14'-2" 14'-2" 14'-2'
14'-2"
24"
9'-8"
9'-8"
9'-8-
9'-8-
13'-7`13'-7"
13'-7"
13'-7°
13'-T
13'-7"
15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8"
22'-1' 22'-1" 22'-1" 22'-1" 22'-1"
22'-0"
16"
16"
0"
0"
15'-0"
i5'-0"
15'-0'
15'-0"
20
.032
21'-1"
21'-1"
21'-1"
21'-1"
21'-1'
21'-1"
12'-10" 1 2'-10" 12'-10" 12'-10" 12'-10" 12'-9"
18'-1" 18'-1" 18'-1" 18'-1" 18'-1"
18'-0"
24"
24-
12'-3"12'-3"12'-3"
12'-3"
12'-3"
12'-3"
17'-3"
17'-3"
17'-3"
17'-3"17'-3"1
T-3"
19'-0" 19'-0" 19'-0" 19'-0" 191-0" 18'-10"
26'-8" 26'-8- 26'-8" 26'-8" 26'-8'
2�26
16"
16"25'-6"
1"
18'-1"
18'-1"F18'-1"
18'-1"
,042
25'-6"
25'-6"
25'-6°
25'-6'
15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6"
1'-10" 1'-10" 1'-10" 1'-10" 21'-10"
21'-9"
24
■14'-9"
24-
14'-9"
14'-9"
14'-9"
14'-9"
20'-10"
20'-10"
20'-10"
20'-10"
20'-10"
20-10"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
-10""
15'-10"
15'-10"
15'-10'
15'-10"
16"
16"
11'-7"
11'-7"
11'-7"
11'-6'
11'-6"
11'-2"
024
3"
16'-3°
16'-1'
16'-2°
15'-8`
8'-1" 8'-1" 8'-1"
13'-4" 13'-2" 13'-3°
WV
12'-9"
24"
24"3"
r14'-4"
9'-6"9'-6"
9-6"
9-6"
9'-2"
9-3"
9'-3"
9'-3"
9'-3"14'-4"
14'-4" 14'-4" 14'-4" 14'-4"
20'-2" 20'-2" 20'-2"
20'-2"
16"
16"
14'-9"
14'-9"
14'-6"
14'-7"
14'-2"
25
.032
20'-9"
20'-9"
20'-9"
20'-6"
20'-7"
19'-10
11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1"
16'-7" 16'-7" 16'-7" 16'-7` 16'-7'
16'-T
24"
24-
12'-1"
12'-1"
12'-1"
11'-10"
12'-0"
11'-7"
17'-0"
17'-0"
17'-0"
16'-8"16'-9"
16'-3"
17'-4" 1 T-4" 17'-4" 17'-4" 17'-4' 17'-4"
24'-6" 24'-6" 24'-6" 24'-6" 24'-6"
24'-6-
16"
16 "
9"
17'-9"
17'-9"
17'-7"
17'-8"
17'-1°
042
25'-1"
25'-1"
25'-1°
25'-1"
25'-1"
25'-1"
13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3"
20'-0" 20'-0" 20'-0" 20'-0" 20'-0'
20'-0"
24-
24-
14'-7"
14'-7"
14'-7"
14'-4"
14' 6"
14'-0"
20'-6'
20'-6"
20'-6"20'-6"
20'-0"
FOOTNOTE:
'SAMPLE'
FIGURE
INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
TRIBUTARY WIDTH
TABLE - CLEAR SPAN (FT.)
O.H.
6
7
8
9
10
11
12
13
14
15
16
17
18
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
30
-
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
1415
5'
-
-
-
-
-
11
11
12
12
13
13
14
14
15
15
16
\DURALUMVAPMO 019512-28-1412-2&14 A 1 AM, 3115201411.4923 PM, Tabloid
___%eiMocumen�
PROJECTION —
S
O.H. PAN
t:::::
TRIBUTARY TRIBUTARY=
V I
T WIDTH 1/2 SPAN + O.H.
11 1
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
EQUAL TO CENTER SPAN TO CENTER SPAN
IL
S�Ot4A FN
OkF. \'GENE,_
Jsers\delr%Documents\DURALUM\IAPMO 019512-28-14\2-28-14 A 1.dwg, 3M51201411:59-05 PM, Tabloid
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION
DETAILS
NOTE:
A34 FRAMING ANGLE
1. EXISTING ROOF OVERHANG DESIGN LOADS:
ROL = 3 psf (MlNj TO 8 psi (MAX) RLL = 20.25.30.40. & 50 psf
8" 0 3/16• STEEL NOTE: BRACKET CAN BE LOCATED
1/4'0 HOLES,TYP. ANYWHERE ON EAVE
p
z
°5
SEE TABLE
2
2. EXISTING RAFTER ALLOWABLE
BENDING STRESS IS 1200 psi.
0 -
OTE: PROVIDE WATER
z
FASTENERS, SEE TABLE 2
0 TYP. BRACKET PROTECTION METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
ti o „
?
R.F. OR EXT. HANGER
8
0 0 TO DRAIN
w
w
CHANNEL, 2X OR
3X
LEDGER OR WALL HANGER
0 EXISTING EAVE
EAM
!-
Q
RAFTER BRACKET
WITH FASTENERS PER TABLES
2x WOOD STUD,
OVERHANG
)
SEE TABLE 1
U m
MASONRY OR
11/4'
(24°
W OR2.8 LEDGER
w
m�
1"MIN.•
CONCRETE�it
< a
ALUM. PANEL 2X OR
3x ALUM. RAFTER
EJOST. RAFTERS AT
3
RAFTER
(3}#14x3112' W.
7
-I � o
w o
24"
O.C. AT
ROOF
mo ra
EXIST. FASCIA BOARD
OVERHANG
t' MIN.
CL ¢ v
ALLOWABLE PROD. EXISTING EA
T--
v z =
TO BEAM
SEE TABLE 1
OVERHANG
(24' MAX.)
NOTE: PLACE'SIKA FLEX' OR SIMILAR
NOTE: BRACKET MAY BE
z
p a ga
F
MATERIAL BETWEEN BRACKET AND COMP.
SHINGLE ROOFING TO PROVIDE SEAL
MOUNTED BELOW RAFTER
¢
LIP
W/ SAME CONNECTIONS.
EAVE CONNECTION
WALL CONNECTION
ALTERNATE
EAVE CONNECTION
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2'x6' (AT 25x6 Y2'
MINIMUM RAFTERS), NOMINAL 25x8' (AT 35X8' MINIMUM RAFTERS)
NOTE THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
OR KILN -DRY WOOD -FILLED 25x6 YZ OR 35x8' ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM DESIGN LOAD.
cc
TABLE 1
TABLE 2
TABLE 4 ANCHORS INSTALLED
o 0
TYPE AND NUMBER
OF FASTENERS REQUIRED AT ROOF PANEL
INTO CONCRETE WALL
o 0
-OR RAFTER
CONNECTED
TO EXISTING ROOF
OVERHANG
WITH 6 -INCH MIN.THICKNESS
"N
N
EXISTING
MAXIMUM PROJECTION
(A) - PALLOW (171) SIMPSON A35 FRAMING ANCHOR USING SD9112 SCREWS
COVER
NUMBER AND TYPE
FRAMING MEMBER
o
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 N
L.L.
OVERHANG
FULL LENGTH OF RAFTER TAIL
o N
110,13
110,C
120,B
120,C
130,B
130,C
3j8 O x 1 Ys* POWERS WEDGE BOLT -
STAINLESS STEEL AT 16'O.C.
WO
a =
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'-4"
21'-2"
F- 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 Ye" POWERS WEDGE BOLT -
uj
2"x6" FULL OR
�
110
120
130
110
120 130
110
120
130
110
120
130
110
120
130
110
120
130
10
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
STAINLESS STEEL AT 16" O.C.8.
2"x8" NOTCHED
oa
a
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 Ye' POWERS WEDGE BOLT -
6'
(A)
(A)
(A)
(A)
(A) (A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
2"x10" NOTCHED
STAINLESS STEEL AT 12• o.c.
00
W W
z z
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
8 x 1 Ye' POWERS WEDGE BOLT -
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
8'
(A)
(A)
(A)
(A)
'(A) (A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
ST
STAINLESS STEEL AT 12' o.c.
L
ZO
2"x6" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
9,
(A)
(A)
(A)
(A)
(A) (A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
40
BOLT -
2 x8 NOTCHED
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)
STAINLESS STEEL AT 8' O CE
2"x10" NOTCHED
s
>
11'
(A)
(A)
(A)
(A)
(A) (A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
%• 0 x 1 Ye' POWERS WEDGE BOLT -
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
50
STAINLESS STEEL AT 8' o.c.
a
@I
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)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
LL v
252'x6"
FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE 3
a z W m
2"x8" NOTCHED
TYPE AND
NUMBER OF FASTENERS
REQUIRED
AT LEDGER
2"x8" FULL OROR
ROOF PANEL RAIL TO EXISTING WOOD STUD WALL FRAMING
I° O D A
2"x10" NOTCHED
26'-0"
26'-0"
26'-W
26'-0"
26'-0"
26'-0"
} o
� a a
2"x 4" FULL
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
2" x 6" NOTCHED
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
- 4 61AMETER LAG SCREW
O
2x6 FULL OR
" "
26'-0 "
26'-0"
"
26'-0"
"
26'-0"
"
26'-0"
"
26'-0"
30
(F) - 1" DIAMETER LAG SCREW
Qa'v
2"x8" NOTCHED
W m
10# L.L.
20# L.L.
25# L.L.
30# L.L.
40# L.L.
50# L.L.
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
< 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)
W
2" x 4" FULL
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
cc
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
Z s W
2" x 6° NOTCHED
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
..
74" FULL OR
5'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
40
z W
2x8" NOTCHED
19-6"
19,- 6"
19-6"
19'-6"
19-6"
19'-6"
a� w
ooa s
6' (C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
2"x8" FULL
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)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
v
2" x 4" FULL
8'-11"
8'-11"
8'-11"
V-11"
8'-11"
8'-11"
8'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(E)
(E)
(E)
o
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)
rJO
u- ,
2�x6� FULL OR
15'-3"
15'-3"
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
z
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"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
x
12 (C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(E)
(E)
(E)
(E)
(E)
(E)
Jsers\delr%Documents\DURALUM\IAPMO 019512-28-14\2-28-14 A 1.dwg, 3M51201411:59-05 PM, Tabloid
EXP. 03r-"1/
'4
ALUM.ALLOY
6063-T6
•
S i •
. O �
o i °� _
O EXTRUDE
,.
Z
m
W Exp:
.•
GIV
d'
(2) -1/2 -BOLT
ALUM. 3004-H36
- -1.50
FASTENERS
SEE SHEET 8
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
4, 2,740 SEE SHEET 4
FA078
T=.060' W SE.300"
6
FASTENERS O .05
SEE SHEET 8 o 7ROOFPANEL;y
TENERS,
Q SHEETS
Z) 5.
c S A- RAIL
O URS)
T
-}—}- 175 .
If
'4
ALUM.ALLOY
6063-T6
IFASTENERS,
1.880" SEE SHEET 4
ALUM.ALLOY
6063-T6
FASTENERS,
SEE SHEET 8 ALU063-T6 Y
6063-T6
ALUM. ALLOY
6063-T6
O ROHANGERED
O EXTRUDE
O I.R. HANGER
WALL CONNECTION O
"H" BRACKET
FOR FREESTANDING
HANGER
(2) -1/2 -BOLT
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
10# L.L.=(2)#14 SMS EA. SIDE
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
_
1 1/2 20#,25#,30# L.L.=(3)#14 SMS EA. SIDE
AT ROOF LOADS EXCEEDING 30 psf.
40#,50# L.L.=(4)#14 SMS EA. SIDE
(3) VO LAG SCREWS
- - - - --- --- --
#14 SDS,
_T 3/4" OR 1 1/2"
3 PER SIDE
I f 2" x 61/2" OR
1'
I 5' MIN. 3"X 8" ALUM.
RAFTER
s
3/4" 1 1/2
U)
-OR _ _ _ —
— - =
W \
U -BRACKET
3"
EXISTING WOOD STUD FRAMING
�- 3"z8" ALUM.
"2r 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 1/2" OR 2"LATTICE#g S.M.S.
ALTERNATE 1/2"7 DOUBLE RAFTER -
2
ALTERNATE: PLAN 2
ALTERNATE:
4414 S.M.S. EACH
RAFTER TO COL
CONNECT. (8 -TOT.)
4s
Ell
. „,n„nlmernsoUFtA UM'ApMO 01 9 512-2 8-1 412-28-1 4 A 1.dwg, 3/16201412A4:46 AM, TabbW
— 2 EACH 1/4'0 x 3-1/2" LAG SCREWS LL=10 psf
2 EACH 1/2'0 x 3-1/2" LAG SCREWS L.L.=20, 25 AND 30 psf
2 EACH 5/8"0 x 3-1/2' 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'X3'x0.024"
CONNECTOR
#8 S.M.S. EACH SIDE
LATTICE 1 1/2" OR 2'
2"x6.5" OR 3"x8' RAFTER
• ALTERNATE: 1/2' BOLT
ALTERNATE:
(2} #14 S.M.S. EACH RAFTER
TO COLUMN CONNECTION
(4 -TOTAL)
ALTERNATE:
(2)- 2x6.5' OR (2}3"x8" HEADER
ALTERNATE:
(1) - 12' BOLT OR
(2)- #14 S.M.S. EACH RAFTER
STUB COLUMN TO DOUBLE HEADER CONN. O
EXISTING
SHEATHING
J \
3\
w
2'x6 Y2"X0.024"
ALUMINUM MEMBER WITH
WOOD FILL OR
2'x6' NOMINAL LEDGER
(NEW OR EXISTING)
SIMPSON SDS25600
r' EXISTING
1" STUCCO OR EQUAL
Z2.5"PENE. INTO EACH WOOD STUD
EXIST. STUCCO / LEDGER
ATTACHMENT DETAIL O6
DBL. 3"(8"X.042 BEAM
OR DBL. 2X6.5'X.032' BEAM
5/8' 0 ACCESS HOLES
INSTALL 6 - #14 X %"
3' SQ. POST _ LONG SDS @ EACH
HEADER TO COLUMN
(12 FASTENERS PER
CONNECTION)
DOUBLE HEADER TO
COLUMN DETAIL O7
3'x 3"STL.POST (24-
° ALTERNATE:
INSERT ATTACHED OR
(2)-2x6.5' OR
35r 3'STLPOST COLUMN
(2)-3k8'HEADER
FOR FREESTANDING
(2) -1/2 -BOLT
. „,n„nlmernsoUFtA UM'ApMO 01 9 512-2 8-1 412-28-1 4 A 1.dwg, 3/16201412A4:46 AM, TabbW
— 2 EACH 1/4'0 x 3-1/2" LAG SCREWS LL=10 psf
2 EACH 1/2'0 x 3-1/2" LAG SCREWS L.L.=20, 25 AND 30 psf
2 EACH 5/8"0 x 3-1/2' 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'X3'x0.024"
CONNECTOR
#8 S.M.S. EACH SIDE
LATTICE 1 1/2" OR 2'
2"x6.5" OR 3"x8' RAFTER
• ALTERNATE: 1/2' BOLT
ALTERNATE:
(2} #14 S.M.S. EACH RAFTER
TO COLUMN CONNECTION
(4 -TOTAL)
ALTERNATE:
(2)- 2x6.5' OR (2}3"x8" HEADER
ALTERNATE:
(1) - 12' BOLT OR
(2)- #14 S.M.S. EACH RAFTER
STUB COLUMN TO DOUBLE HEADER CONN. O
EXISTING
SHEATHING
J \
3\
w
2'x6 Y2"X0.024"
ALUMINUM MEMBER WITH
WOOD FILL OR
2'x6' NOMINAL LEDGER
(NEW OR EXISTING)
SIMPSON SDS25600
r' EXISTING
1" STUCCO OR EQUAL
Z2.5"PENE. INTO EACH WOOD STUD
EXIST. STUCCO / LEDGER
ATTACHMENT DETAIL O6
DBL. 3"(8"X.042 BEAM
OR DBL. 2X6.5'X.032' BEAM
5/8' 0 ACCESS HOLES
INSTALL 6 - #14 X %"
3' SQ. POST _ LONG SDS @ EACH
HEADER TO COLUMN
(12 FASTENERS PER
CONNECTION)
DOUBLE HEADER TO
COLUMN DETAIL O7
RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
F t .
Wo
T
&IA I. '
L :O
u. ; Exp: : m
0d, C VI
Irk•.mac
• ••ao
�•.184� �.
UsersldellWocumentsM)URALUM\IAPMO 019512-2&1412-2&14 A 1.dwg, 311520141151:41 PM, TabW
110/120/130 MPH
EXP. B & C
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
.Y
q,
°z
na v
. o
2"It
X 6 1/2" RAFTER
z
goUJ
h z.
DBL.
2" x 6 1/2" RAFTER
L.L.=
(Ps
(IN.)
110 MPH 120 MPH 130 MPH
L.L.-
(PSF)
"T"
(IN.)
110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
024
16"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
024
16"
14'-8"
14'-8"
14'-8"
14'-8"
14'-8"
14'-0'
24"
T-6° 7'-6" 7'-6" 7'-6" T-6" 7'-6"
81-6" 8'-0" 8'-6° 8'-6" 8'-6" 8'-6"
24"
11'-2" 11'-2" 11'-2" 11'-2" 11'-2"
11'-10 11'-10 11'-10 11'-10 11'-10"
11'-2'
11'-10
.032
16°
12'-6"
12'-6"
13'-1"
12'-6"
13'-1"
12'-0"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
.032
16"
18'-7"
18'-4"18'-4"
18'-7"
18'-7"
18'-4"
18'-7"
18'-7"
18'-T
30
30
24"
10'-2" ' 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
1
10'-8" 10'-8" 10'-8" 10'-8" 10'-8" 10'-8"
4°
24-
15'-3"
15'-1"
15'-3"
15'-1"
15'-3"
15'-1"
15'-3"
15'-1°
15'-3"
15'-1"
15'-3'
15'-1'
.042
16"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
.042
16"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22W
22'-2'
24"
12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3"
12'-10' 12'-10'12'-1012'-10' 12'-10 12'-10
24"
18'-6" 18'-6" 18'-6" 18'-6" 18'-6"
18'-2" 18'-2" 18'-2" 18'-2" 18'-2"
18'-0"
18'-2"
024
16"
8'-0"
8'-0"
9'-1"
8'-0°.
9'-1.
8'-0"
9'-1"
8'-0".
9'-1"
8'-0"
9'-1"
024
16„
2'-10"
12''8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
21-10"
12'-8"
24"
6'-2° 6'-2" 6'-2" 6'-2" 6'-2" 6'-2"
7'-2" T-2" 7'-2" 7'-2" 7'-2" 7'-2"
24„
9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
10'-4" 10'-4" 10'-4" 10'-4" 10'-4"10'-4"
9'-10"
.032
16"
10'-10"
1'-6"11'-6"11'-6"
10'-10"
10'-10"
10'-10"
11'-6"
10'-10"
1�1'-6"
10'-10
11'-6"
.032
16"
16'-4"
16' 1"
16'-4"
16'„1”
16'-4"
16'-1"
16'-4"�16'16'-4"
16'
16'-1"
40
40
24"
,
8 -3 8 -3 8'-3 8 -3" 8 -3 8 -3"
9'-4" 9'-4" 9'-4" 9'-4" 9'-4" 9'-4"
24"
12-6
13'-2°
12'-6"
13'-2"
12'-6"
13'-2"
12'-6"
13'-2"
12'-6"
13'-2"
12'-0"
13'-2"
042
16"
13'-2" -
13,_9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
042
16"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4°
24"
10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9"
11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
24"
16'-2" 16'-2" 16'-2" 16'-2" 16'-2"
15-10 15-10 15-10 15'-10" 15'-10"
[16'-2-
15'-10
024
16"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
7'-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
024
16„
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4°
24"
5'-2" 5'-2" 5'-2" 5'-2" 5'-2" 5'-2"
5'-9" 5'-9" 5'-9" 5'-9" 5'-9" 5'-9"
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9�,9'�" 9'-4" 9,4" 9-4.-
8'-3"
9,4"
.032
16 "
9'-9"
10'_3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
.032
16'
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
50
50
24"
7'-0" T-0" T-0" T-0" T-0" T_0'-
8'-4 8'-4" 8'-4" 8'-4" 8'-4" 8'-4"
24"11-10"
11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
11-10" 11'-10" 11'-10" 11'-10"
11--3-
11-10"
.042
16"
11'-9" `• 11'-9" 11'-9" 11'-9" 11'-9" 11'-9"
12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 12'-6"
042
16 "
17'-9"
17'-0"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17-
17'-6'
24"
91-0" V-0" 91-0" 9'-0" 9'-0�9,00,
24"13'-7"
13'-7" 13'-7" 13'-7" 13'-7"
14'-3" 14'-3"
13'-7"1
14'-3"
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
.Y
q,
�O J
`
qs 1. GP►
SPLICE
WHERE
0.075'
TYP.
A MAG BEAM
ALUM. ALLOY
6063-T6
6.5" ROLLFORM
@,_GUZER
FASCIA
M. ALLOY
3004-436
0.0427 ss
0.03r
Tw.
F_2.0'M(�t�-2.0'1
DBL. 2"x6.5"0.042"
ALUM. ALLOY 3004-H36
OR EQUAL
J
ABL.2"x6.5"x0.032"
ALUM. ALLOY 3004-436
OR EQUAL
,--T=12 OR
_
1,4 -GA.. _
ASTM
GRADE 50
.04r
TVP.
HEADER BEAM TYPES
C 4" I -BEAM
ALUM.ALLOY
6063-T6
K 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
D 4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
Q_!2BL .3"x8"x0.042" BEAMAUM. ALLOY 3004-436
OR EQUAL
-I 1.0(r r-
0.14" R--/
TYP.
3.0'
D21' 0.048'
TYP.
Fes----3.0'-moi
E 3" SQ. STEEL BEAM
ASTM A653 GRADE 40
4N
3x8"x0.042" BEAM
��AW/ 14 GA. STL. INSERT
STM GRADE 50
3"x8"x0.042" BEAM
NW/ 12 GA. STL. INSERT
ASTM GRADE 50
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'x8' BEAM.
0.375'
SPLICE
WHERE
A
OCCURSlir UM soffit -Ts
0.110',
TYP.
7" I -BEAM
ALUM. ALLOY 6063-T6
G W/ 1 "C" SPLICE
ALUM. ALLOY 6063-T6
H W/ 2 "C" SPLICES
ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' SPLICE OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE T 1 -BEAM.
1 -- --- ---- - -- -- - --- - - -- - COLUMN / POST TYPES NOTE (1) - COLUMN/POST HEIGHT LIMITED TO 10'-0" MAXIMUM. '
.032"
ALUM.
C3" SQ. ALUM. POST
B 3" SQ. ALUM POST 1 ALUM. ALLOY 3004-436
ALUM. ALLOY 30041136 3" SQ. STEEL POST
F ASTM A500 GRB (Fyr-46ksi)
0.024'
0.032"
PLASTIC
PLUGS
#10 SMS
24' 0.4
EA SIDE
3" SQ. ALUM. POST
@)WITH SIDEPLATES
ALUM. ALLOY 3004436
OR EQUAL
0.075•
TYP. 3'0'
E MAG POST
ALUM. ALLOY
6063-T6
DBL. 3"x8"x0.042" BEAM
W/ DBL. 14 GA. STL. INSERT
IH
O
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
W/ DBL. 12 GA. STL. INSERT
P
ALUM. ALLOY 3004-H36
:ioTE, AND
Ar8 HEADER BEAM TOL 8E CUT AT
OR EQUAL
36TTOM SNC' N WH ERE 3
NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
COLUMN
ACH INTERIOR UR. DO NOT
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL
OR MORE COLUMENO COLUMNS.
LENGTH OF THE 3'xB' BEAM.
.
CUT FLANGES A MO of 9512-28 t 412-2814 A 1 3/1520141153 33 PM, Tabloid
�-o.�welbDocum8"tsoUMLUMUAP
HEADER BEAM TYPES
C 4" I -BEAM
ALUM.ALLOY
6063-T6
K 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
D 4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
Q_!2BL .3"x8"x0.042" BEAMAUM. ALLOY 3004-436
OR EQUAL
-I 1.0(r r-
0.14" R--/
TYP.
3.0'
D21' 0.048'
TYP.
Fes----3.0'-moi
E 3" SQ. STEEL BEAM
ASTM A653 GRADE 40
4N
3x8"x0.042" BEAM
��AW/ 14 GA. STL. INSERT
STM GRADE 50
3"x8"x0.042" BEAM
NW/ 12 GA. STL. INSERT
ASTM GRADE 50
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'x8' BEAM.
0.375'
SPLICE
WHERE
A
OCCURSlir UM soffit -Ts
0.110',
TYP.
7" I -BEAM
ALUM. ALLOY 6063-T6
G W/ 1 "C" SPLICE
ALUM. ALLOY 6063-T6
H W/ 2 "C" SPLICES
ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' SPLICE OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE T 1 -BEAM.
1 -- --- ---- - -- -- - --- - - -- - COLUMN / POST TYPES NOTE (1) - COLUMN/POST HEIGHT LIMITED TO 10'-0" MAXIMUM. '
.032"
ALUM.
C3" SQ. ALUM. POST
B 3" SQ. ALUM POST 1 ALUM. ALLOY 3004-436
ALUM. ALLOY 30041136 3" SQ. STEEL POST
F ASTM A500 GRB (Fyr-46ksi)
0.024'
0.032"
PLASTIC
PLUGS
#10 SMS
24' 0.4
EA SIDE
3" SQ. ALUM. POST
@)WITH SIDEPLATES
ALUM. ALLOY 3004436
OR EQUAL
0.075•
TYP. 3'0'
E MAG POST
ALUM. ALLOY
6063-T6
SQ. STEEL POST
ASTM A500 GRADE B
a
z
a
W
W
z
Z i o
W E
N
O
Q D
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J W O
W2
OL co
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z 0
J
Lu
� V
Lu
0
0
U
0
w
Z a
uiow
WU, uu,,
W
QQHS•
OQONK
=3"SQ.xt=0.188"(1)
=3"SQ.xt=0.250" (1)
IH
=3"SQ.xt=0.313" (1)
=4"SQ.xt=0.188"
=4"SQ.xt=0.250"
SQ. STEEL POST
ASTM A500 GRADE B
a
z
a
W
W
z
Z i o
W E
N
O
Q D
'a z
J W O
W2
OL co
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z 0
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0
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QQHS•
OQONK
\GEN Ic'
0 ?�
L o -j
�qs " CP
-e,�wwlnDoeuments\DURALUM\IAPMO
MINIMUM NUMBER OF REQUIRED
COLUMNS FOR ATTACHED COVERS
>�
m 3
2"X6.5"X0.032" SIDE PLATES
110 MPH
120 MPH
130 MPH
EXP. 8
EXP. C
EXP. 8
EXP. C
EXP. 8
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
53
2"X6.5"X0.042" SIDE PLATES
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. 8
EXP. C
EXP. B
EXP. C
5'
2
2
2
2
2
3
6'
2
2
2
3
2
3
7'
2
2
2
3
3
3
8'
2
3
3
3
3
4
9'
2
3
3
4
3
4
10'
4
3
3
4
4
5
11'
3
3
4
4
4
5
12--3
---4--
- -4
5-
4
-5
13'
3
4
4
5
5
6
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
x
FORCE RESISTING SYSTEM (LFRS) FOR.ATTACHED COVE
AS AN ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS
/BEAM SPLICE TO
RO
INSULATE
INTERLOCKIP
WALL
HANGER
I
�1 OR f2 I
SEE NOTES — A
BELOW i 1 6 1/2" SIDEPLATE EA.
I SIDE SEE POST SCHED.
#14 SMS EA SIDE
TOP, MID HEIGHT 3"SQ. POST BETWEEN SIDE PLATES
AND BOTTOM.
BEAM TO POST CONNECTION 21
POST SCHEDULE
F-3" SQ. x .032" + (2}2" x 6 1/2" x 0.032" 3" SQ. x .032" + (2}2" x 6 1/2" x 0.042"
11 W/ (6)-#14 S.M.S. EACH SIDE. 1flW1 (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
ROOF PLAN
FASTENERS,
SEE SHEET 8
ROLL -FORMED
OR IRP '
SEE SHEET B
in ROOF HANGER
#14 SMS ® 32" O.C. MAX
(4 MIN. PER PANEL INTER!
OROLL-FORMED PANEL
INTERLOCKING SEAM
#14 SMS @ 32' O.C.
4 MIN. PER EACH JOINT
ALUMINUM S. _.._
TOP & BOTT. 0.024'
P
INSULATED ROOF PANEL
INTERLOCKING JOINT
0
Z
Ir
W
W
Z
65.
2 Z
W N
J
Q
I— p
aEm
W a Q
a°W°0
� D: U
¢cZo
�JQQz
� V K
o:
U
OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS
I @ 2 -POST UNITS
SCREW IS INSIDE
.PER SIDE
5"
#14 SMS MAY
BE USE AS
3.5"
3.5"
ALTERNATE TO
1/4"0 BOLTS
3.5"
3.5"
.
8" BEAM
5"
I •5"
RO
INSULATE
INTERLOCKIP
WALL
HANGER
I
�1 OR f2 I
SEE NOTES — A
BELOW i 1 6 1/2" SIDEPLATE EA.
I SIDE SEE POST SCHED.
#14 SMS EA SIDE
TOP, MID HEIGHT 3"SQ. POST BETWEEN SIDE PLATES
AND BOTTOM.
BEAM TO POST CONNECTION 21
POST SCHEDULE
F-3" SQ. x .032" + (2}2" x 6 1/2" x 0.032" 3" SQ. x .032" + (2}2" x 6 1/2" x 0.042"
11 W/ (6)-#14 S.M.S. EACH SIDE. 1flW1 (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
ROOF PLAN
FASTENERS,
SEE SHEET 8
ROLL -FORMED
OR IRP '
SEE SHEET B
in ROOF HANGER
#14 SMS ® 32" O.C. MAX
(4 MIN. PER PANEL INTER!
OROLL-FORMED PANEL
INTERLOCKING SEAM
#14 SMS @ 32' O.C.
4 MIN. PER EACH JOINT
ALUMINUM S. _.._
TOP & BOTT. 0.024'
P
INSULATED ROOF PANEL
INTERLOCKING JOINT
0
Z
Ir
W
W
Z
65.
2 Z
W N
J
Q
I— p
aEm
W a Q
a°W°0
� D: U
¢cZo
�JQQz
� V K
o:
U
ONAL F�
C 7 0�
x
rl1 EXP' 0313
GONIAL FN
EN8FO 4
a 4 8
O
y0�OF��Q�v
qs 1. CPM
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
o
Z
lu
W
W
_Z
• U � o
o
Z
• n = W N
J �
Q � b
aao
ATTACHED
ALTERNATE FTG.
T BRACKET @ 3 -SQ. POST
CUBE SIZE
I ALUM.TBRACKET USE WITH
FOOTING SIZE
W/ (4W4 SMS EA- SIDE OF POST
POST TYPE B,C,D, OR E.
18"
OR 1/2" M.B. THROUGH POST
3" SQ, POST
USE ((2 -3/8"0 HILTI
23' & 24" CUBED (1)
3"SQ. POST
31/4'
KWIK BOLTS OR EQUAL
M.
25' SQ.
16"
STEELTBRACKET USE WITH
(4)-VC0
I
24' 28' SQ. 2D"
POST TYPE B,C,D,E,F,G,H,J OR K
32" SQ.
23"
SEE NOTES BELOW
USE (2}3/8'0 HILTI KWIK
4'
(2)3/8'0 HILTI KWIK-BOLT
35" SQ.
BOLTS OR EQUAL
35' - 39' CUBED (1)
TZ-SS314, EACH
4 3/4"
2 Y4' EMBEDMENT DEPTH
32"
BRACKET TO SLAB.
30"
FOR KWIK BOLTS)
(4)-3WO
MINIMUM DISTANCE TO
34'
47" SQ.
32'
EDGE OF SLAB = 4' OR
36" 51" SQ. 34"
38' 55" SQ. 37"
40" 60' SQ. 39"
TO CRACK = 10"
44' 69" SQ. 43"
d
—�
(2' MIN. EMBEDMENT)
1
LLm
•a
x
INSERT
DEITH
G
, ,
POURED CONCRETE
�H
F e
°'"� "° ``` GOOD CONDITION
'p
FOOTING SEE NOTE
r o
x9" LONG, 1'
FOR SIZE
D- U) Q
a
3 1/2" MIN.
SEE FOOTING
p m
e
OF POST
SCHEDULE
QUA
e z
IN BEAM SPAN TABLE
_Z
O7 EXISTING SLAB
ATTACHED COVERS ONLY
POSTS TO CONC. FOOTING
O ATTACHED COVERS ONLY
ATTACHED
ALTERNATE FTG.
ATTACHED ONLY
FOOTING & ANCHOR BOLTS
CUBE SIZE
SQ 16' DEEP " CUBE FTG.
FOOTING SIZE
SINGLE POSTS
EMBED.
18"
18" SQ.
1r
BOLTS
23' & 24" CUBED (1)
(2)-112"0
31/4'
20" 21' SQ. 12'
M.
25' SQ.
16"
25' - 30' CUBED (1)
(4)-VC0
31/4'
24' 28' SQ. 2D"
26'
32" SQ.
23"
31' - 34" CUBED (1)
(4}548'0
4'
28"
35" SQ.
25"
35' - 39' CUBED (1)
(4/4'0
4 3/4"
30' 39' SQ. 28'
32"
43" SQ.
30"
40" - 4T CUBED (1)
(4)-3WO
4 3/4'
34'
47" SQ.
32'
NOTES: BOLTS SHALL BE HILTI KWIK BOLT TZ
STAINLESS STEEL, I.C.C. ESR -1917 OR EQUAL
1) REQUIRES USE OF ALTERNATE FREESTANDING
BASE PLATE
36" 51" SQ. 34"
38' 55" SQ. 37"
40" 60' SQ. 39"
42' 64" SQ. 41"
44' 69" SQ. 43"
' CUBE FOOTING W/4' SLAB
JsersldelMocumenLsIDURALUMUAPMO 0195\2-28-14\2-28-14 A 1.dwg, 31161201412:09:50 AM. 11 x 17
*8Z
STEEL POST ONLY:
w o a
I
USE POST TYPE
a D
I i
F, G, H, J OR K
oo
iJ
U a v
I
Z
1 1
OF v
a <� u-
1/2 DEPTH OF
(3}3/4"0 BOLTS
FOOTING OR
( 1
12' MIN. EMBD.
I
FOR POST TYPE J& K
o
=)OW m
0
—�
3° OR 4" SQ.
1
LLm
Lu
x
INSERT
LU
LLJ co
2 S
�H
(1}1/2'011.6.
'p
F- 02
r o
x9" LONG, 1'
�;
'.
D- U) Q
a
FROM END
E
m
p m
e
OF POST
e z
_Z
.POURED
SQUARE, SEE FTG.
0 QCO
LL o
SCHEDULE IN BEAM
FOOTING
SPAN TABLE
tu
J
POST
EMBED.
O9SQUARE
INTO FOOTING
? Z
JsersldelMocumenLsIDURALUMUAPMO 0195\2-28-14\2-28-14 A 1.dwg, 31161201412:09:50 AM. 11 x 17
az��
►=3o
I
U
NOTE: ALL COMPONENTS ARE INTERCHANGABLE UNLESS OTHER WISE NOTED
OZ� cc
a <� u-
(3}3/4"0 BOLTS
ujo
M � X.
w
FOR POST TYPE J& K
o
=)OW m
0
—�
3° OR 4" SQ.
" W z
415"
INSERT
16"
x 0.188"
ASTM A36
E
4 5"
STEEL
E
m
T.O.C.
LL o
U m
(4)- SS316 3/4°0 HILTI KWIK BOLT TZ STAINLESS
QZ w m
tu tu N
STEEL PER I.C.C. ESR -1917 OR EQUAL
}
(4 3/4" EMBEDMENT DEPTH)
�+$ u;
U.
uJ a.a
ALUM. ALLOY 3.00" OR
N
0:3 a
6063-T6 2.40"
2.0 °
INSERT TO
m
4
BASE PLATE 3/16"
a o
1.375"
7/16"0 HOLE
.516"
2 FLANGES
POST -- _
ru
0 75"
2 1/8" APART
ASTM GRADE 36 STEEL
INSTALL 1Y" x 1y" x Y" HDG
1.125"
2.5"
INSERT
; I
ui G W ..
> m o'z
p
WASHER PLATE AT ANCHORS
9" SQ. X 5/8" THK.
om
75"
75" BASE FLARES
THK. BASE PLATE
o uj �
1.60"
1.50
157°
TYP
TO 3"WIDE EA.
SIDE OF FLANGES
(ASTM A572 STEEL)
TYP.
1 1/2• 6' 1 1/2'
.090"
INSTALL 1Y° x 1Y' x Y°HDG
USE FOR 3" OR 4"
STEEL POSTS
1.75°
FOR 3" POST,
4" WIDE FOR 4" POST
v
WASHER PLATE AT ANCHORS
5.50°
U.
FOR 130 MPH
1-7/16"0 HOLE
WELDED STEEL BASE PLATE
Q
O
0 o
2- 5/16"0 HOLES
& 2-3/8" HOLES
TYP. EA. SIDE
�•
ALTERNATE FREESTANDING
X
ALUM
11 T BRACKET
STEEL
rr T BRACKET
n
BASE PLATE ANCHOR
JsersldelMocumenLsIDURALUMUAPMO 0195\2-28-14\2-28-14 A 1.dwg, 31161201412:09:50 AM. 11 x 17
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Ila 174"
THOMAS 1R
CtjWBELL
Jsers\del Woalments\DURALUM\IAPMO
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13 0
z
SIMPLE SPLICE FULL MOMENTz
O. W
FAS
Uzi
9' 24" OIOD,,AALUM- OR 1• DECORATIVE BOORDD)) �j p r�
3' 1 1 3' 1' 1' 8" Z z o
W cy
(2)110 S.M.S.@ EA. LU K o
>}10 S.MS VALLEY' TYP. (121- 814 x 1? S.M.S.))EACH SIDE OF 3• F ^
(e TOT. fl #12 S.M.S. II ALTERNATCST E- 1/14''0 WXT WI WASHER U
TYP. THICKNESS =.035' 638' (24 TOTTYP THICKNgpS =.035' .� EA SIDE OF 3' SO. POST W N 04
t t t ++ + + + + ++ 1" tu zo
s w o c
ALUM. ALL_lLOY 3004-H3fi w a w -1
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED I + 1'1D' a o 0
7 I O I C-)zx
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR I I + ; I I z
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS I L . - o
NOTCH I -BEAM FLANGE 235- T so. POST w
SPLICES - ROLLFORMED & EXTRUDED FASCIAS IBEAMALUMALLOY AS NEEDED TO CLEAR Lu
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 1Y SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED. (6061-T6) ALTERNATE ( SQ. POST,CONNECT WEB O
I STL. C -BEAM TO POST W/ (2) - 518' 0 0
3°— I THRU-BOLTS @ 4- I -BEAM,
\ I I TOTAL= (8}1!2'0 BOLTS SQ. POST AND (3) - 5/8.0 THRU BOLTS SO-POST
t&TOTALi ACH sroE OF 3r
@ T I -BEAMS ALTERNA ' 1/4'0 BOLT W/ WASHER
1 - EA SIDE OF 3- SO. POST a
m n-
O O O oM
GUTTER FASCIA c;_
SPLICE 200' O 2R 4M 3• SO. POST MAG BEAM n n
OCCURS 4" 3's0 STL BEAM , d
.070"
TYP. H - BRACKET TO POST 14 RAFTER "TAIL" TO GUTTER 15 o,Z
ri
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf > o
! ALUM. ALLOY 3" x 8" x .042" BEAM, ROOF LIVE AND SNOW LOADS :3x
6063-T6 1c 1. 3" SQ STEEL OR
YI
kL MAr, RFAM
) ,
T1
Z
71 19
4" 1-tiLAM
MOMENT CSPLICE
t
AT OVERHANG
#14 x 1/2' S.M.S. TOP
O
"L" FASTENERS
1'-O 4-#14 SDS
i" •
K�Q.
S �" w
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
4" --{
1 25"
TOP & BOTT. TOT.=24
2'-0" 6 - #14 SDS
STE 12 - #14 SDS
FASTENER SPACING = 3/4'
FASTENER TO FASCIA -SEE TABLE
FASTENER TO RAFTER TAILS -SEE TABLE
A� OPTIONAL LATTICTUBES
E
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2 w w
oz
0195\2-28-14\2-28-14 A 1.dwg, 31`1612131412213:51 AM, 11 x 17
O O O
t
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O
(6)414 SDS @ EA. SIDE
s BOTT. (2) -TOT. s
TOP & BOTT. TOT.=24
SPLICE WHERE
ocxuRs 4.5"
0
E
11'
TYP.
00
ROOF PANEL CL FASTENER 612'
:]>
3
— 00 GROUP
} Lo
O O
ROLLFORMED OR o o
m
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-
EXTRUDED GUTTER
ALUM. BRACKET
2 d.1
3"X 3" ALUM. OR
#14 S.M.S. @12-O.C.
in C3 �i -0
Q z w m
ALUM. ALLOY 16' r
STEEL POST
FASCIA
12-1-
w vi 2
6063-T6
6 l2'x2'x024 'L' SEE TABLE
7" I-BEAMMOMENT CSPLICE
"U" BRACKET - RAFTER TO BEAM
RAFTER
Z. 0 a
1)/2" SQ. OR 2" LATTICE TUBE P1
2"x3" LATTICE TUBE P2
LATTICE TUBE TO RAFTER 16
"U" BRACKET RAFTER TO BEAM 107
0 IZ s
-
6:5d
3.125' FOR 3 x RAFTER
g Q
2.125" FOR 2 x RAFTER
¢ m
comm
ALUM. ALLOY 3105-H25
1 1/2- SQ., 2' SQ.,
w
ALUM. ALLOY 3105-H25
OR 2'x3° LATTICE
t = .040" @ 6063-T6
"
#8 x 2'SMS, 21/2' @ 3' O.C. MIN.
1 1/2"
w
1.50" n
1.50
OR 3 1/2-, TYP. UP TO 6"O.C. MAX
o
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28" n
2 2n
n
.28 311 2"
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O18"
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BRACKET TO BEAM
0195\2-28-14\2-28-14 A 1.dwg, 31`1612131412213:51 AM, 11 x 17
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Np, 174
THO S1 Y
CWpI3ELL
BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS
ATTACHED A
10# LIVE LOAD
FREESTANDING SOLID COVERS
- 110,120,130 MPH - EXP. B & C
i
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SPLICE
MIERE
0.07s II 3.0'
TYP. I I
L
MAG BEAM
A ALUM. ALLOY
6063-T6
1.52"
1.79'Z
6S 2.
0.73 -OCCURS
.038'
2.
6.5' ROLLFORM
B ALUM. ALLOY
6063-T6
SPLJCE
O
4.0�
0.070-
TYP.
3.0'
4' I -BEAM
C ALUM. ALLOY
6063-T6
GTER
�
EXT.Gln
�RE
OCCURS
4.s•
o.o6s
WP.
2.
4.00
4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
1.00'
i
o.1a" P J
1Y 3.0'
028' 0.048'
TYP.
3" SQ. STEEL BEAM
E ASTM A653
GRADE 40
6.5' ROLLFORM
A ALUM. ALLOY
6063-T6
^
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G
Q
t
e�
J
J
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MAX.COL.
SPACING
ON SLAB +r
a
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r
ATTACHED SOLID
FREESTAND/NG SDUD
x
v
m
F
MAX.POST FTG.
SPACING (IN.)
(SPAN)
MIN.
POST
TYPE
MAXPOST FTG.
SPACING (IN_)
(SPAN)
MIN.
POSTWHERE
TYPE
g�_p•
5,
11'-9' 18
11-9 20
B
11'-9'
11'-4'
G
5
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6
r °
7 -6
r
6
10'-9" 16
-9" 21
B
10'-9"
k26
G
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7
^10'55
10'11" 19
10'-0` 21
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^10'-4'
1 U'-0"
9'-8"
7
5,-8n
V
pr
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9'-4" 19
9'-4" 22
9'-4" 26
9'-1' 26
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8'-10" 20
8'-10 22
8'-10" " 27
8'-7 26
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V
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4 -6 ■
10
8'-6' 20
8'�' 23
B
8'-6` 27
8'-1' 27
G
,
10
0.375-
SPLICEWHERE AWM.
OCCURS 8�0613�
6.656' 7.0' 8.0'
0.110- 0.042' 6s 0.032" 6.6" 0.042*
TY TYp. Typ. TYP.
0.373 I I
1.75' F�� a.o• _2.0•� �2.0� 4.0� �2.0•--( I +
I 0' MAX MAX
4.
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7" I -BEAM
F ALUM. ALLOY ALUM.OR EQUALAMOY H36 ALUM.OR EQUAL H36
H36 ALUM.ALLOY OR EQUAL
6063 -Ts
4'-1"
11'
s'-1" 21
8'-1' 23
C
8'-1` 27
7'-9" 28
G
11'
a
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3'-9"
12'
7'-8• 21
7'-6' 24
C
T-8" 28
7'-6" 28
G
12'
2
C'
CD
�
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ON SSPACLAB *
OING _
0
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FREESTANDING SOLID
>-
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11'-9" 28
0'-10" 29
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6
10'-9" 19
10'-7" 22
B
10'-9" 27
10'-0" 28
G
,
6
6'-2"
7,
10'-0" 20
9'-10 22
B
10'-0" 27
9'-3" 28
G
7,
5'-5"
8'
9��" 20
9'-2" 23
B
9'-4" 26
8'-8- 27
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V
ALUM. ALLOY 25.
6063-T6
Fi W/ 2 'C' INSERTS Th2OR
ALUM. ALLOY a GA
6063-T6 ;: GRADE 5
NOTE: ASTM
WHERE'C SPLICE OCCURS AS SHOWN IN 8.0' 7.8 S GRADE 50 042" 8.0'
SPAN TABLES, IT SHALL BE INSTALLED THE 0.042'
FULL LENGTH OF THE T I -BEAM. Tw. �'
PO625*
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4 -10
gr
8'-10" 21
8'-8" 23
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8'-10" 27
8'-2" 28
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8'-3" 24
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8'-6" 27
7'-9" 28
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1 1'
8'-1"
7'-107'-6"
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12'
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M W/ 14 GA. STL. INSERT @�_�AL�6A A. STL. INSERT
ALLOY 3004 H36 ASTM GRADE 50 M.LLOY 3004 H36
OR EQUAL OR EQUAL
3"x8"x0.042" BEAM DBL. 3'x8"x0.042' BEAM
&A�_ILA GA. STL. INSERT W/ DBL. 12 GA. STL. INSERT
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
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ATTACHED SOLID
FREESTANDING SOLID
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SP CNG FTG
(SPAN) (IN.)
MIN.
POI T
TYPE
SPC NG FTG'
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11'-2" 22
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9'-7' 30
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5 8
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7
10'-0" 21
9'-6" 23
B
9'-9" 28
8'-10 29
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5 0
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8
9'-4" 21
8'-10" 24
B
9'-2" 27
8'-3" 29
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x
OF THE 35c8" BEAM. THE FULL LENGTH OF THE 35c8' BEAM.
NOTE:
FOOTING SHOWN REPRESENTS LENGTH OF FOOTNOTE: "SAMPLE'
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB. FIGURE INDICATES
WHERE SLAB OCCURS, CUBED FOOTING SIZE
MAYBE REDUCED BY 6' FOR FREESTANDING ONLY. * THE MAXIMUM COLUMN SPACING ON EXISTING SLAB SHALL EXPOSURE B
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
J
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4'-5"
g'
8'-10" 22
8'-4" 24
B
8'-8" 27
7'-10 29
G
9
4'-0'
,
10
8'-6" 22
8'-0" 25
8'-3" 28
7'-6" 30
,
10
3'-8"
11'
8'-1' 23
7'-7" 25
B
C
7'-10' 29
7'-2' 31
G
,
11
3'-4"
12'
T-8 7'-1 ■ 225
�+
C
7' 231
G
G
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ATTACHED & FREESTANDING SOLID COVERS - 20# LIVE LOAD - 110,120,130 MPH - EXP. B & C
6.5" ROLLFORM
A) �ALUM. ALLOY
MAG BEAM
B ALUM. ALLOY
4" I-BEAM4.5"
C ALUM. ALLOY 6063-T6
MAG GUTTER
ALUM. ALLOY 6063-T6
3" SQ. STEEL BEAM
E ASTM A653 GRADE 40
Z
W
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6063-T6
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ATTACHED SOLID
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MAX.COL.
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MAXPOST FTG
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MAXPOST FTG
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MAXPOST FTG.
MIN.
MAXPOST FTG
MIN.
MAXPOST FTG
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SPACING (IN)
POST
SPACING (IN)
POST
SPACING (IN)
POST
(IN)
POST
(IN)
POST
m
5 m
2
ONS *
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
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TYPE
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TYPE
(SPAN)
TYPE
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TYPE
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TYPE
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51
9'10"-9'-10" 119
B
g'-109
227
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9'-99_9- 1719
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8-4-
226
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12'- 12,-3' 12p
B
11'40'
227
G
11'-111'-1' 12p
B
10'-9 0�-7" 227
G
8'-3"8,-3" 168
B
6�-8.6.-T 224
F
5,
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�-9"
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5'-2"
6,
9'-0"9'-0' 119
9'-0"___-8'-9' 227
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8,-1
119
7'-107
226
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11'-11-3" 121
C
10'-10'-2" 22g
Cj
10'- 1 ZO
B
10'- 2
C7
7,-9.7,-9" 169
B
6�-3.6'-2" 224
F
61
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8'-10"
B
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10'-2'
9'-10" 28
a W `�'
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4 5
7
8 -4 18
B
8 -4' 28
G
8'-3 18
Bjr
7'-T 27
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10-4 19
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9 -9' 29
G
9'-6' 19
C
9'-6" 29
G
7'-4" 17
B
6'-0 25
G
a o 0
8��• 20
8'-2" 27
8'-3' 20
7'-4' 27
10'-4" 21
9'-8" 29
9'-6' 21
9'-2' 29
7'-4" 19
5'-10" 25
z
NP
$'
7'-10• 18
C
7'-10' 28
G
7'-9" 18
B
7'-2' 27
G
9'-9' 20
C
9'-4° 29
G
8'-10" 19
C
8'-10" 29
G
7'-0" 17
B
5'-9" 26
G
$
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7'-10° 20
7'-s' 28
7'-9" 20
7'-1" 27
9'-9- 22
9'-3" 29
8'-10" 21
8'-7" 29
7'-0' 20
5'-8' 26
W
J
NP
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9
7'-4' 19
C
T-4" 29
G
7'-3' 18
C
7'-0" 28
G
9'-2" 20
E
9'-1' 30
G
8'-4' 19
C
8' 4" 29
G
6'-8' 18
B
T-6" 26
G
9
o
J
7'-4" 21
T-2" 38
7'-3' 21
6'-9" 28
9'-2" 22
8'-10" 30
8'�4' 22
8'-2" 29
6'-8" 20
5'-4` 26
NP
10,
7'-1.7.-1" 121
C
T-16'-10' 229
G
7, 0.7'-0" 121
C
s'-8 6'-7- 228
G
8'-9'8,-9" 223
E
8-9- '-7- 33,
G
8'-0'6�-0- 222
E
3 30
8'-0 7'
G
6' 3.6'-3` 120
C
5,x"5'-3' 227
G
10'
9"
N
NP
11
6'-9" - 19
C
6'-9" 29
G
6'-8■ 19
C
6'-6" 29
G
8'-4" 21
E
1
8'-4" 31
G
7'-T 20
E
7'-7" 30
G
6'-0" 18
C
5'-2" 27
G
11
_
s -s 21
s'-7" 2s
s' -s• 21
s'-4` 2s
8-4- 23
8•-2"
T -r 22
T -a" 3o
s' -o" 21
5'-1" 28
NP
12'
6'-6'6.-6"[?290
C
s' -s
329
G
s'-a"s'-4" 122
C
6'-a
329
G
8'-0"8'-0" 223
E
8'-07'-9- 331
G
7'-3'7,-3" 223
E
7�-37'-1- 3 31
G
5'-9"5'-9' 121
C
5' 1e5'-0' 228
G
12'
u.
21
6'-3"
6'-2"
N
ao
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o=
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLIDrMA
ED SOLID
FREESTANDING SOLID
MAX.COL.
¢c
S _o
CI T FTG.
SP CI T FTG•
POST �G'
SPAC
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SP
MIN.POST
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SP
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i MIN.
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POST FTG'
MIN.
POST �G
SP
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(IN')
Polsr
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POST
NG
(IN')
pplgT
CNG (iN')
CNG (IN')
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CL (IN')
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SPACING NG (IN')
POSTPOST
POST
CNG (IN.)
ppIST
ON SSPACLAB +t
��
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE(IN')
TYPE
(SPAN)
TYPE
F
a
a
6-2
5
9'-10" 18
B
9'-10' 27
G
9'-9' 17
B
8'-4' 25
G
12'-3" 19
B
11'-0' 27
G
1'-1" 18
B
10'-9" 27
G
17
B
6'-8" 24
F
,
5
9'-8' 20
9'-3' 28
9'-7" 20
8'-1" 27
12'-1" 21
10'-7" 29
11'-0' 21
10'-4" 29
19
6'-4' 25
5'-4"
6'
9'-0' 18
B
9'-0' 27
G
8'-10" 18
B
7'-10- 26
G
11'-3" 19
C
10'-3" 28
G
0'-2" 19
B
10'-2" 28
G
17
B
6'-3' 25
F
6
W o a
N
8'-10' 21
8'-7" 27
8'-9" 21
T 26
11'-1- 22
10'-0' 28
10'-1' 21
9%7 28
7'-8" 20
6'-1" 25
G
�0, a
r
4'-5"
7'
8'-4" 19
B
8'-4" 28
G
8'-3' 19
B
7'-T
G
10'-4" 20
C
9'-9' 29
G
9'-6" 19
C
9'-6' 29
G
T-4" 1 S
B
6'-0' 25
G
7'
0 ` W
a
8'-3" 21
7'-10' 27
8'-2" 21
T-3"
10'-3" 23
9'-6" 29
9'-3" 22
8'-10" 28
7'-3' 20
5'-9" 26
LL m
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8
7'-10" 19
C
7'-10' 28
G
7'-9' 19
B
7'-2"
g28
G
9'-9" 20
C
9'-4" 29
G
'-10" 20
C
8'-10" 29
G
7'-0" 18
B
5'-9' 26
G
,
8
7'-9" 22
7'-a' 28
7'-8" 22
C
7'-0"
9'-8" 23
E
9'-1" 29
8'-8" 22
8' 4" 29
6'-10" 21
5'-s" 27.
J
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9'-10" 19
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9'-8" 28
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9'-9' 19
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8'-3" 27
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12'-3" 20
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11'-1" 19
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10'-8" 27
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8'-3" 18
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9'-1' 29
9'-4" 21
7'-10' 28
11'-9" 23
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10'-3" 30
10'-8" 22
10'-2" 30
8'-0" 20
6'-3" 27
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6
9'-0" 19
8'-10' 27
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8'-10" 19
7'-10' 28
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11'-3" 21
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10'-2" 28
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10'-2' 20
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10'-0" 28
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7'-9" 18
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6'-1" 25
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8'-8' 22
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8'-3' 29
8'-T 22
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7'-6" 28
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9'-3' 29
7'-6" 21
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7
8'-4- 20
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8'-3" 28
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8'-3" 20
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7'-6" 27
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10'-4" 21
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9'-8' 29
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9'-6" 21
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9'-3" 29
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5'-9" 26
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8'-o" 22
7'-1" 27
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9'-1" 23
8'-8" 29
7'-1' 21
5'-8" 27
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7'-10' 20
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7'-9" 20
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7'-2" 27
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9'-9" 22
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9'-3' 29
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8'-10" 21
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8'-8" 29
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6'-9" 22
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7'-3' �- - 20
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10
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8'-9" 23
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6'-3" 20
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5'-2" 28
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6'-6' 30
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8'-1" 30
7'-8" 25
7'-3' 30
6'-1" 23
5'-1' 30
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6'-8" 29
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6'-8' 21
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6'-6" 29
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7'-6" 30
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6'-0" 20
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5'-0" 29
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6'-4' 24
6'-1' 31
8'-1° 26
7'-8" 31
7'-3" 25
7'-0" 31
5'-9" 23
4'-10" 31
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6'-4' 30
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6'-4' 22
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6'-3" 29
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3"x8"x0.042' BEAM
3"x8"0.042" BEAM
DBL. 3"x8'x0.042" BEAM
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ASTM GRADE 50
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26'-8" 28
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20'-1" 28
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12'-6" 26
E
12'-6' 31
H
12'-6" 26
E
12'-2" 31
H
13'-8" 27
E
13'-0" 31
17'-T
29
E
17'-2" 33
H
19'-2" 30
E
18'-9" 34
,
10'-0' 28
I VA" 31
0'-10" 28
10'-7" 31
11'-10 29
11'-7" 31
H
15'-Z" 32
4'-10" 33
16'-7" 33
16'-3" 34
11
=
5'-8"
12'
12'-0' " 27
E
1'-10 �- " 31
H
12'-0' 27
E
11'-8" 31
H 13'-1'
27
E
12'-9" 32
16'-9"
30
E
16'-6" 33
18'-4" 31
E
18'-0" 35
N
9'-10 28
9 8 31
10'-4" 29
10'-1" 31
11'-4" 30
11'-1" 31
1a-7 32
"
14-3' 33
15'-10 33
15'-7 34
"
12'