14-0808 (PAT)kO. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
14-00000808
Property Address:
51365 EISENHOWER DR
APN:
773-091-018- - -
Application description:
PATIO COVER - RESIDENTIAL
Property Zoning:
COVE RESIDENTIAL
Application valuation:
3924
T4hf 4 XP Q"
Architect or Engineer:
V
------------------
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 7 00) o Division 3 of the Business and Professionals Code, and my License is in full force and effect.
Lic se Class: C8 �' License No.: 937811
Date. Contractor:_
OWNER -BUILDER DECLARATION
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 Codel 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 _) 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 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
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 6/10/14
Owner:
MORGAN RESIDENCE
51365 EISENHOWER
LA QUINTA, CA 92253
( ��
Contractor: P
VALLEY PATIOS
37897 CHESTERFIELD S R ET v°' 1 )" `•.• • i
BERMUDA DUNES, CA 920 -
(760)534-4634 Ct-0f-LidU)t+!'I`Bi �
LiC. No.: 937811 L Ff44H EDEPT
------------------
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
issued.
_-I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
Code, for the performance of the work for which this permit is issued. My workers' compensation
insurance carrier and policy number are:
Carrier 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 sftQuld become subject to the workers' compensation provisions of Section
/ 3700 of the Labor Co , I shall forthwith reply with those provisions.
Dai D Applicant:
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 a4coy ordinances and state laws relating to bu' ding construction, and hereby authorize representatives
of t istp enter upon the above-mentionedpro�3;ction purposes.
DateSignature (Applicant or Agent)'
Application Number . . . . . 14-00000808
Permit . . . PATIO COVER 2013
Additional desc . .
Permit Fee . . . . 95.81 Plan Check Fee .00
Issue Date . . . . Valuation . . . . 3924
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
1416" X 2116" PATIO COVER TOTAL OF 295
SQUARE FT PER APPROVED PLANS. 2012 IBC
2013CBC.
----------------------------------------------------------------------------
Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 1.00
PLAN CHECK, PATIO COVER 94.38
STRONG MOTION (SMI) - RES .50
Fee summary Charged
Permit Fee Total 95.81
Plan Check Total .00
Other Fee Total 95.88
Grand Total 191.69
LQPERMIT
Paid Credited Due
.00 .00 95.81
.00 .00 .00
.00 .00 95.88
.00 .00 191.69
Iain #'
City Of La Qainta
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: �`
Owner's Name:
A. P. Number:
Address:
Legal Description:
City., ST, Zip: `�
Contractor:'
Telephone:
••: � r yi:'<;::%i: i iii iifv;>:s;;;i,:ii:>:
''%'• `nntr1`i :'s":s'' - =c?<<:
Address:Project
Description:
City, ST, Zip: 27 C)
Tele hone:
p
'r
State Lie. #:
City Lie. #..
Arch., Engr., Designer:
Address:
City., ST, Zip:
Telephone:
:<>:•:::.i>..
Construction Type: Occupancy:
StateLie. #
Project : New Add'n Alter Repair Demo
ProJ �'Pa (circle one)
Name of Contact Person:
Sq. Ft.:
# Stories:
#'Units:
Telephone #,of Contact Person:
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
N 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 Cala.
Called Contact Person
Plan Check Balance.
Title 24 Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2"d 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:-
'"' Rcyiew, ready for c6rrectionsrissue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fces
Morgan Residence
DRIVEWAY 51365 Eisenhower Dr.
La Quinta, CA
Proposed Alum -a -wood
Patio Cover
91 -CII
21'-6"
o C14'-6"
m on
n� G)o go
®�
z� 131-611
ate.
N PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES:
GOVERNING CODES
1. THE DESIGN OF
,ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
(20121NTERNATIONAL 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 ENCLOSABILIfY.
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 AUTHORED 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/SE17. 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 (UP), 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 ICG -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\delN)oaiments\DURALUMUAPMO 01 9 512-28-1 4\2-28.14 A 1.dwg, 3!162014 2142:55 AM, Tabloid
DESIGN REQUIREMENTS:
0
Z
as
E
w
RESIDENTIAL APPLICATIONS - CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER 1.
w
z
ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
? z
COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
vi `"
ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 pst. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 &50 psf)
a
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
O
ADDITIONAL DESIGN REQUIREMENTS:In
ppp��ccci m
1. TABULATED SPANS FOR SNOW LOADS ADJUSTED FOR ROOF APPLICATIONS.
Q J d
2. BASIC WIND SPEEDS: 110, 120.130 MPH, EXPOSURES B AND C.
ee z
3. WIND OCCUPANCY CLASSIFICATION AND IMPORTANCE FACTOR 11,1.0.
1 w
4. SEISMIC BASE SHEAR:17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER
m aii
5. SEISMIC DESIGN PARAMETERS:
g It v
IMPORTANCE FACTOR 1.0
U z i
SITE CLASS: DJ
Z
SEISMIC DESIGN CATEGORY: D
O a 4a
~
MAPPED SPECTRAL RESPONSE COEFFICIENTS: S g= 1.50, S,= 0.6, S 1.0, S.,= 0.50uj
it
RESPONSE MODIFICATION FACTOR, 81.25
a o m
6. DESIGN ASSUMPTIONS:
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20# Ll, 110-130 MPH
A. MINIMUM BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
E. APPROPRIATE STRUCTURAL DETAILS.
B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25# Ll, 110-130 MPH
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10'
23-26
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION. w
yak"
=oz
SHEETINDEX: FW
SHEET # SHEET TITLE/ DESCRIPTION 0
T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES
as
PANEL STRUCTURES
E
o �
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:16
o
�E
N
EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
r o
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
6 ............RAFTER
o ;,
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
7 ............HEADER
z
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
8 ............EXISTING
EAVE CONNECTION DETAILS
A. TITLF SHEET AND GENERAL NOTES.
9 ............HANGER
o a
B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED
10 ..........COLUMN
w p
C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
11 ...........LATERAL
_
TABLES.
12 ...........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
U�aH
o Q w
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10# Ll, 110-130 MPH
a o m
SITE-SPECIFIC DESIGN LOADS.
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20# Ll, 110-130 MPH
E. APPROPRIATE STRUCTURAL DETAILS.
20-22
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25# Ll, 110-130 MPH
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION. w
yak"
=oz
SHEETINDEX: FW
SHEET # SHEET TITLE/ DESCRIPTION 0
T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1 ............SOLID
PANEL STRUCTURES
E
2 ............OPEN
LATTICE STRUCTURES
o
�E
3A .........PANEL
SPANS TRI -V, W -PANEL & FLAT PAN
5 ............MINIMUM FASTENERS / FAN BEAM
LL cmJ
6 ............RAFTER
SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
a z � m
7 ............HEADER
BEAM TYPES, COLUMN / POST TYPES
8 ............EXISTING
EAVE CONNECTION DETAILS
~ E 0 A
9 ............HANGER
CHANNELS AND MOUNTING BRACKETS
co 0
10 ..........COLUMN
/ POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
o W N
11 ...........LATERAL
FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
o z A
12 ...........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
U�aH
o Q w
13-16
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10# Ll, 110-130 MPH
a o m
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
W
27-29
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40# Ll, 110-130 MPH
?
wow..
30-32
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50# Ll, 110-130 MPH
> m o m
33-35
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10# Ll, 110-130 MPH
N Z O
Z a w w
uj
......LATTICE
36-37
COVERS ATTACHED & FREESTANDING BEAM SPANS, 20# Ll, 110-130 MPH
o 9 y w
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
o
46
ROOF PANEL ATTACHMENT DETAILS4
u
...........INSULATED
47 ...........SNOW DRIFT DESIGN
N
48 ...........SPAN
REDUCTION FACTOR TABLES
NAL
.AY C
ALUMINUM
ROOF PANEL
SEE SCHEDULE
FOR SPANS
ATTACHMENT CHANNEL
SEE DETAIL A, B & C,
SHEET 9
0FS
Afd7�H pR0 - Ss VA�¢S
SON /
SOLID PANEL STRUCTURES
ROOF
OVERHANG,
OR WOOD,
CONCRETE OR
MASONRY WALL
SEE SHEET 8
ALUMINUM
ROOF PANEL
SEE SCHEDULE
FOR SPANS
ATTACHMENT CHANNEL
SEE DETAILS
MIN. 0.25" SLOPE PER FT.
C� °O.H." NOT TO EXCEED 25°% "O.H." NOT TO EXCEED 25°%
= OF ROOF PANEL . OF ROOF PANEL
1— ALLOWABLE SPAN ALLOWABLE SPAN
c3�
�Sp OF
SEE DETAIL 11,
SHEET 12 FOR SPLICE
POSTS, SIZE VARIES
3 1/2° SLAB
ATTACHMENT
MAY BE USED
WHERE PERMITTED.
SEE SCHEDULE
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 "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
O.
H." NOT TO EXCEED 25%-
OF
5%OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL FOR SPLICE
POSTS, SIZE VARIES —
3 1/2" SLAB
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
SCHEDULE
B�
p0� SpaN/
ALTERNATE:
SINGLE POST
SEE SCHEDULE
SrRV
CT11RE Vq�ES
�- BEAM - SEE SCHEDULE
FOR POST SPACING
Nor r0
0Fe
SCSAM
O x4LsSp%
1 1
`NOTE: NO SPLICE AT THIS
POST AND AT END BAYS.
FOOTINGS ✓ /
SEE SCHEDULE FOR NOTE: EACH COMPONENT IS INTER -
1/2 x 9 STEEL ROD
FOOTING CUBE SIZE 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
.._-_.aemnncumentslDORAL OM'APMO 019512-28-1412-28-14 A 1.dwg, 3/15/201411:4222 PM, Tabb ld
SEE DETAIL 11,
SHEET 12 FOR SPLICE
POSTS, SIZE VARIES
p� SPS/
� SPAC/IyG
SS\u�ES
OVERHANG,
OR WOOD,
VG -til OF CONCRETE OR
SHq(�
S7,/?(JC MASONRY WALL
r/iE RO FEl 'sFS SEE SHEET 8
BEAM - SEE SCHEDULE
FOR POST SPACING
` 0.y
Exc �°r ro
ore�?st
ATTACHMENT III ALTERNATE: SOW ete -
SINGLE POST
MAY BE USED Ililll
SEE SCHEDULE
WHERE PERMITTED.
SEE SCHEDULE
MAX. HT.- 12' NOTE: NO SPLICE 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.
ALUMINUM
ROOF PANEL
SEE SCHEDULE
FOR SPANS
"O. H." NOT TO EXCEED 25°%
OF ROOF PANEL
ALLOWABLE SPAN
MIN. 0.25" SLOPE PER FT.
SEE DETAIL FOR SPLICE
PS/'AN/
BEAM - SEE SCHEDULE
SFE SCNF CNG
FOR POST SPACING
POSTS, SIZE VARIES ° U`ES
0 H.
NO r rill
ALTERNATE:
SINGLE POST
OFB23,
ALLOW
MAY E USED SEE SCHEDULE
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
OPEN LATTICE STRUCTURES
RAFTER, SEE TABLE
- FOR SIZE
AND SPACING"'
.�^
WALL LEDGER
OR ROOF
UQO OVERHANG,
w
V z
ca o
z
MAX PROD.HG
SEE SCHEDULE
6: WALL LEVER
�//IrG �OR ROOF
MAX PROD.
NOTE THIS OPEN LATTICE -TYPE STRUCTURE SEE SCHEDULE
MAY NOT BE COVERED.
WG SEE DETAIL 3
SHEETS 8 8 9.
z
1D
w A
/MAX O.H. O.H
RAFTER
OVERHANG,
SEE,DETAIL3,
R SEE TABLE
FOR SIZE
o
ALLOWABLE
q� _O SPAN
SHEETS B & 9.
AND SPACING
>
0
OIYq@�_
`4C G
MAX O.H.
25% OF RAFTER
Q a
ca a z
Sp
ALLOWABLE
�p-
O SPAN
QST
w as
to Z5
CLa�.
La
G,
OqC
r
4YG
aQQ
SPICE -SEE
JBEAM
DETAIL 11, SHEET 12
G•
i
o
NO BEAM SPLICE AT
EXTERIOR POSTS
w
�9�0 � f.
!2 x
LENGTH OF STRUCTURE VARIES
G
BEAM SPICE - SEE G
DETAIL 11, SHEET 12
Q
ci
_
WITH SIDE PLATES
NO BEAM SPLICE AT p�
4
9
SPOST EE
EXTERIOR POSTS
O
LL
lo ii x
a
AO , /
S `Sp 9yj
�t
LENGTH OF STRUCTURE VARIES C'
6 3 12' SLAB ATTACHMENT
pp MAY BE USED WHERE
OST Sp
4N�
POST WITH SIDE PLATES *
o� n
NPTE: EACH COMPONENT IS INTER-
St Sp PERMITTED.
sFFT Dq�q�'i l SEE SCHEDULE /'
S Sp
�tq@ c/'�c
SEE DETAIL
r o
,��
CHANGEABLE WITH ANY OTHER
j�
o 0
COMPONTENT UNLESS OTHERWISE SHOWN.
FOOTING WHERE REQUIRED,i
SEE SCHED. FOR FOOTING CUBE SIZE
NOTE: EACH COMPONENT IS INTER- po �y
STS SA
31n• SLAB ATTACHMENT
MAY BE USED WHERE
o z
CHANGEABLE WITH ANY OTHER sFF pgQ�i
PERMITTED
Q
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
COMPONTENT UNLESS OTHERWISE SHOWN. Toe'►'c
` SEE SCHEDULE
z
MAY NOT BE COVERED.,-'
J
FOOTING WHERE REQUIRED,
FOR FOOTING
SEE SCHED. CUBE SIZE
TYPE "E" ATTACHED-SINGEEFSPAN--LATTICE STRUCTURE
TYPE "F" ATTACHED MULTISPAN
LATTICE STRUCTURE
*SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2" X 61/2" SIDE PLATES.
* SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2'X 6 1/2" SIDE PLATES.
Lu
k
3�
zf
aE
Om
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
RAFTER, SEE TABLE MAX PROD.
FOR SIZE SEE SCHE U
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAX. PROD.
SEE SCHEDULE
e
AND SPACING MAY NOT BE COVERED.
MAX O.H.
�y 25% OF RAFTER O.H
2s'OR
RAFTER. SEE FOR ABLE
OSIZE
'
E
8
m E
> ic
si ALLOWABLE
AND SPACING
m m
A O SPAN
OSTs
MAX. O.H.
25% OF RAFTER O.H.
(7 ¢u
qct G,
ALLOWABLE AN
%per
y U Q a
G
p
ApS
a Z
�uj�a
spAQ/Nc
Y o <X
_�
N
F
j LL
N
p.7 W o
Sj-•
O
x
():1 A
LENGTH OF STRUCTURE VARIES
�G� G
~ m m
Qa �o � m
G
�P• �6p•
7q
�S
ST CROSSSECTI
SEE POST DETAI
LENGTH OF STRUCTURE VARIES
G
S��tge
Lo
C/H
G 3 IM SLAB
/'p
STSp
POST CR SSSECTIO 1.
SEE POST DETAIL
Li o w ••
i o m
NOTE: EACH COMPONENT IS INTER-
MAY BE USED
A TO CONSTRAIN
SF
FT qc/
�� HV'
m a z o
z w w y
CHANGEABLE WITH ANY OTHER
sFsa FOOTING, SEE
FT 'q
3 1rr SLAB
a
COMPONTENT UNLESS OTHERWISE SHOWN.,oO
SCHEDULEMAY
BE USED
TO CONSTRAIN
o o w ¢
NOTE: EACH COMPONENT IS INTER-
sFSjOgQ
FOOTING,
CHANGEABLE WITH ANY OTHER
��
H DUG E
FOOTING WHERE REQUIREDCOMPONTENT
SEE SCHED. FOR FOOTING CUBE SIZESEE
UNLESS OTHERWISE SHOWN.
FOOTING WHERE REQUIRED
v
SCHED. FOR FOOTING CUBE SIZE
Q F
TYPE "G" FREESTANDING
' SINGLE SPAN LATTICE STRUCTURE
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
r
No. G31 at-�
EXP- 03/3
7b b phi
'9>•h
S i . C>
m
_ Exp:
" CIV L •�O
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C
ALUM. ALLOY 3004-H36 OR EQUAL
I
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS _
ROOF PANEL TYPE 10
ROOF UVEJSNOW LOAD, psf
20 25 30 40 50
24' TRU-•V• PAN
- 0.88 0.83 0.75 0.80
24"x2Yz•X0.018' 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
I EXP.0
EXP.B
EXP.0
S-10"
L.L=
10'3•
10'3•
10'3•
1 a3•
103•
10'3•
110 MPH SPAN 120 MPH SPAN
.018
(IN.)
EXP.B EXP.0
EYRE! EXP.0
EXP_B I EXP.0
�IrZ-r
(PSF)
(IN-)
EXP.B I
s-0•
8 s-
8'-r
a -r
8-r
T-5•
13'x•
173•
173•
173•
1z3•
1z3•
1r3'
10
.024
17-0"
17.6• 12'-6'
1T -T
IT 7'
4' -r 14'-T 14•-r 14'-r
1T -T
020 (1)
IT 7-
10-4-
9-9'
9=9'
9 Y
9=3'
8'-T
15-T
14'3'
14'3'
14'3'
14'3•
14'3'
14'3•
iz-0- 1 r -r
.032
10'-T 9-1 r
s
1 a-
103• 9'-0-
9'-r s -0•
1r 8•
1r-1'
12-r
1r -r
11'3-
1a-8•
14•-1'
8•-4°
8.4•
8.4"
8'-4'
8•-4"
8'-4-
16-Y
.018
15-1•
14'3-
o
19'-r
19'-r
T-9'
T-5'
T-5'
T -r
7 2'
6'-10'
1 T -r
10'-1"
10'-1"
10,P1711
1 a -r
10-1"
1 a-1•
19'4'
20
.024
19'4•
19.4-
o ff
8'-8"
8'-4'-
B'-1'
8'-1•
T-9`
1 11-r
1 z-1•
17-11
1 z-1'
12'-1•
14'-1 •
14 =2•
03z'
•040
16 $'
16'-0•
o
o 0
9' 8•
9-9'
9-9'
10'-2' 10'-2' 10'-2" 10'-2- 10'-Y 10'-2'
T-3'
T3'
T3'
T3'
T3-
T3'
.018
020
T$•
T-4'
T-4'
T-1 •
T-1'
6•-10•
8'-9•
8'-9•
8•-9•
8•-9'
8'-9•
8'-9'
25
.024
9'-s•
s-0•
s' -r
81-8•
9•-r
8-8-
8'-0•
8'u^
8-1`
8-1•
9•-8•
9'-8•
9'-8'
9' 8'
9'-8"
9'-8
Q
.032
17-6'
17.6"
17-61
12'-0'
12'-6'
17.6'
10'-x'
1 a-2'
10'-Y
9'-7'
s'-8'
9'-21
11'-4•
6'-r
6'-r
6'-T
s' -r
s -r
6'-r
:13'-3*
.018
024
i0-9•
is -9•
10'3•
104•
s-10•
T-0'
6-9•
6'-10•
6'-T
s'3•
8'3'
8'3•
8•-3•
8'-3'
B'-0•
8'3'
113•
30
.024
1o'-T2t
x
zo
20
14'-8'
8'3'
8'-0'
8'-0'
T-9`
7-9'
T-5-
13'-0'
9'-1'
9'-1•
9'-1•
9•-1•
9'-1•
9'-1•
15'-6'
15-6'
.032
15'-0'
15.8'
15-6'
s -i0•
s' -s•
s•-0•
s-1`
s -r
8-10-
I
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS _
ROOF PANEL TYPE 10
ROOF UVEJSNOW LOAD, psf
20 25 30 40 50
12"x3yx0.020• -
- 0.88 0.83 0.75 0.80
24"x2Yz•X0.018' 0.85
0.80 0.65 0.65 -
24"x2}2'k0.024• 0.90
0.88 0.70 0.65 -
24"x22 -X0.032" 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 -a
FIGURE INDICATES
FREESTANDING
. ' .. ^--.._.ntsxDUFiALUMW MO 019W -28-14%2-28-14A 1.dwg, 31151201411:46M PM, Tabloid
Jr
45'
TYP.
.09R
(ALL UNMARKED RADI1.06R)
T= (SEE TABLE BELOW)
.75•
130 MPH SPAN
EXP.B EXP.(
14'-r 14'-r
11.6• 10J
1 S3'
ALUM. ALLOY 3004-H36 OR EQUAL
15-3"
15'-3'
1 S3'
ALUM. ALLOY 3004-H36 OR EQUAL
13'-r
8' x 2 Y' FLAT PAN
13'-T
6' x 2 Y{ FLAT PAN
-r
12" x 3 1/2• W PANEL
LL=
PANEL -r
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
S-10"
L.L=
PANEL -r
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
LL=
PANEL -r
110 MPH SPAN 120 MPH SPAN
(PSF)
(IN.)
EXP.B EXP.0
EYRE! EXP.0
EXP_B I EXP.0
�IrZ-r
(PSF)
(IN-)
EXP.B I
EXp.0
EXP.B EXP.0
EXp.B EXP.0
(PSF)
(IN-)
ExP.B ExP.0 ExP_B EXP.(
13'x•
17-8-
13'-9- 17 9•
13'-9• 13'-9"
13•-9- 13'-9•
10
12'-6•�Z-6*17-0'
70
17-0"
17.6• 12'-6'
1T -T
IT 7'
4' -r 14'-T 14•-r 14'-r
1T -T
020 (1)
IT 7-
1 S -T
15-T
rT-1'
15�is-17z'15-T
OZO
15-T
18-0'
020
>1'7
18'-0•18-0'a
iz-0- 1 r -r
11 2• 10•-r
10'-T 9-1 r
s
1 a-
103• 9'-0-
9'-r s -0•
14'-0'
14'-1'
-W
1 r 8• 1 r-0• 1 r-0• 1 r�
130 MPH SPAN
EXP.B EXP.(
14'-r 14'-r
11.6• 10J
1 S3'
193.
15-3"
15'-3'
1 S3'
15'3-
13'-r
13'-T
13'-T
-7r__0'13'
-r
5-10'
I5-10-
5-10•
5-10'
S-10"
5-10•
.024
13-r
it -r
1r3•
it -1o•
it -0-
it -r
oza
�IrZ-r
ire•
1rs•
10-9•a-1•
>13'
10-r
024
1a -z•
1a�•
13'x•
17-8-
1z-9'
1r-11
10
10
70
LL
1T -T
IT 7'
ITT
1T -T
1T -r
IT 7-
1 S -T
15-T
rT-1'
15�is-17z'15-T
15-T
18-0'
1�16-rI64W
18'-0•18-0'a
s
032
14'-9'
14'-9'
14'-0'
14'-1'
13'-3•
o3z1S-0'
14•-1'
1z6•
17-0'
�218'-0'
16-Y
15$'
15-1•
14'3-
o
19'-r
19'-r
19'-r
19'-T
19•-r
19'-r
ITT
1 T -r
1 T-7'
1 T-7•
1 T -T
I T T
19'-4'
19'4'
19' 4'
19'-4-
19'4•
19.4-
o ff
.040
040
1 S -T
14'-10•
14'-10'
14'-1 •
14 =2•
13'x"
•040
16 $'
16'-0•
o
o 0
11'3- 11'3' 11'3" 11'3' 11'-3' 11'3'
10'-2' 10'-2' 10'-2" 10'-2- 10'-Y 10'-2'
1r-1" 17-1• 17-1• 17-1' 12'-1' 18'4'
c).020
020 1
020
z
1a -r
9-s•
9'-s•
s-0•
s' -r
81-8•
9•-r
8'-9"
8•-9•
8-4•
8'-6-
r -1r
10'-10•
1a-4•
1a3"
91-s-
T-10"
9'-5•
Q
17-6'
17.6"
17-61
12'-0'
12'-6'
17.6'
11'4'
11'.4-
11'-4-
11'-4'
11'4'
11'-4•
13.3"
13'-3"
13'3'
13'3'
13'3•
:13'-3*
w o
024
i0-9•
is -9•
10'3•
104•
s-10•
024
1a-1•
s'3•
s -s•
s'3•
s'S•
e'-11•
024
172•
11'3•
113•
11'-r
113•
1o'-T2t
x
zo
20
14'-8'
14'-8'
14'-8'
14'8'
14'-8•
14'-8'
13'-0'
13'-0°
13'-0'
13'-0'
13'-0'
13'-0'
15'-6'
15-6'
15-0'
15'-0'
15.8'
15-6'
032
032
032
13'3"
17-9•
12'-9'
12'-4-
12' 4'
11'-T
11'-10•
11'x'
11' 6'
11'-0•
11'-0'
1a 6•
14'-2'
13'-9'
13'-T
13'-0"
13-1'
12' 8'
16 -3'
16 3'
16'3"
16'3•
16 3'
16 3'
6'
14'-0•
14'-0'
14' 6•
16 8'
16 -0'
16 8'
1616
-0'
16 8'.040
.040
=14'-6"I4'-6.14'
.040+Qa15-1'
i4r
14'-T
136-
14'-1'
13'-r
i3-0'
17�'
176'
11'-10'
15-0•
15-2'
15-r
14'-10'
14-10'
14'3'
5
a
1 11-r 1 11-r 1 11-r 1 11-r 1 11-r 1 11-r
s -s• 91 9* s' -s• s' -s" s s• 91 -s•
1 a a• 10-0• 10'• 10 4• 10�• 1 ate•
.020(1)
9 10'
9-3'
9'-5'
8•-11"
9'-0"
8'-0'
.020
8'-11'
8'$•
8'-8"
8'-3'
8'3•
T-10"
.020
10'-0'
1a-1'
1a3•
9' 8'
9'-9'
9' 4'
y w
17-0'
17.0•
17-0'
12�210'-3"
-0•
17-0•
104•
10'4•
104•
10'-4•
10.4'
10•-4•
oza
1 11-r
11`1"
1 11-r
1 11-r
1 11-r
1 11-r
J
� 4
.024
11'-0'
1a-7'
10'-8'
91-9"
oza
9911'
9-r
9'-7'
9•-2-
9'3•
8'-10-
12'-0"
11'-0•
11'-T
to -10'
11'-0'
10'-0'
a
25
25
13'-2'
13'-Y
13' 2"
13'-2'
13'-r
13!-2>,]�2
11'--
11'4'
11'-0-
11'A'
V-4'_
11'-4'
17-1•
111-1'
17-1"
12'-1-
17-1'
17-1'
032
.
13•-r
17-r
1 z -0•
1 11-r
173•
ll' -6-1
1 11-10•
113•
1 11-3•
10-9•
1 a -t o•
10�•
1 a -r
13'-r
13 -0•
13'-r
13-11
1 11 4•
14'-2'
14'-2'
14'-Y
14'-2•
14'-2'
14'-Y
1z-3'
173.
12'3-
173•
173'
173'
13'-1-
13'-1-
13'-1'
13'-1'
13'-1'
13'-1'
E
.1340
8
.040
15-0•
14'4'
14'-2'
13'-7'
i3'-8-
13•-0'
13'3•
17-9'
17-9'
17-3'
17-0'
11'-9'
15-0'
15-1'
15-1'
14' 8'
14'-9'
14'-1•
} N
m e
10'-0- 1a-6- 10'-6' 10-6• 10'-0• 10'-0'
9•-3' 9•-3" 9'-3- 9'3" 9'-3' 9'-3-
9'-9" 91-9• 9'-0' 9'-9• 9'-9• 9'-9•
.020(l)
9'-2"
8'-9"
8-11'
8'-5'
B' 6'
8'-2'
020
8'-5"
8'-�,
8-1•
7•_9•
T-10•
T-0'
.020
9'-11•
9'-T
9'-T
9'-2'
9'-4'
8'-11'
LL
� 6s
11'3'
11'3-
11'3'
11' 3'
11'3'
11'3•
9'-9"
9'-9'
9'-9'
9'-9'
9-9'
9'-9"
10'x"
10'd'�O441.10'x'
1a a'
1a�'
Vdz30
azo
10-0•
10-r
10-2'
s• -r
s -s•
s -r
024
9-6-
s-1•
9-2•
8-1o•
8-111
8'-a•
�4
1V-4•
10 -
1a -a•
106-
9.11•
F F e
3
30
12'-6'
1z-6-
1 r-0"
12•-6-
17-6"
111.6'
1 a-9-
1a-9°
10'-9•
10•-9'
1a-9•
10 -9•
1 r-•
11'-a•
11'-4"
11'-4-
111-4•
111-4•
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12 6•
1T -r
111-1a
111-0•
111 s•
111-r
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111-r
10'-0-
101 s
1a a•
10-4•
10-0•
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13-2•
111 s•
13-0-
1z s-
17-T
111-10
N O , j �
13'-4-
13'-4"
13'-4'
13'4'
13•-'
13'4•
11'-T
11'-r
11•-T
11'-T
11'-T
11'-T
17-3'
173-
173'
173-
173'
173•
j a a s
W
040
1116'
�0
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12'-2'
i7-2•
11'-0'
11'-9•
11'3'
14' J'
14'-6•
14'-T
14'-1'
14'-1'
13'-T
U ? a N
14'-2"
13 8'
13'-0
13'-0'
13'-3'
-r
O
m()
_
9-1• 9-1' 9-1 9-1• 9-1•
8-4- 8-4' 8-4' 8-4' 8-4• 8-4•
9-0' 9�0.9'9-0•9-0•9'-0•
1
8'-3"
8-1-
B1'
T-10'
T-10'
T-6"
020
T 8'
T4i'
T 6'
T3"
T-2•
6'-11-
.020
9'-1'
B' -T
8'-0'
8'-1'
N
o om.020
101-3"
10•-3-
10'-3'
10'3"
10'-3'
10'3"
9'-0•
9'-0'
9'-0•
9'-0"
9'-0"
9�T_10_
9'-0-9-0-9-0-9'-0-9-0-
9•-W0249'S-
9•-1-
9'-1-
8'-10'
8'-10'
8'-T
024
8-8•
8'3-
8'-3'
8' 0"
8'1
D24
10'-r
9'-10'
9'-10'
9'-T
9'-8'
9'3'
40
o
11'x'
11' 4'
11-4'
11' 4"
11'x'
11'x'
9•-9'
9'-9'
9'-9•
9'-9"
9'-s'
9'-9'
17-1'
12 -9'
1 Y-9•
1�-i
12 -1'
Z
.032
032
.032
11'3'
11'-1•
11'-0-
10'-T
1a a-
1a3•
1a-2'
9'-10'
9'-10'
9'-T
9'-T
9'-3•
103'
1a-1'
1a-1•
91-W
g o m
x a W y
17-2- 17-r 1 11-Y 17-r 17-2• 17-r
1o' -T t o -T 1a -r 10 -r 1a -r 10'-r
1' 2* 1 11-2' 11'-Y 1 11-r 1 11-2• 1 V-2•
.040
.040
3 ui
.040
17 5'
174'
12'-4-
17-1•
12'-1'
11' 8"
11'-0-
11'-2"
11'-2'
1a 8'
to -10•
10' 6'
13'3'
13' 4'
13'-0'
13'-0'
13-i'
oom�
8'-r 8'-r 8'-Y 8'-Y 8'-2' 8'-2'
T-5' T-5' T-5' T-5* T-5" T -S
8'-3 • 8,3• 8 3• 8 3• 8.3•
8' 3'
020 (1)
02o
.020
T-1'
6'-11'
6'_11'
6'-9'
6-5'
6'S'
6'S'
83'
6'3'
6'-1'
T-8'
T -T
r-8'
TS'
T 6'
T-2'
9'-2' s•-2• 9'-2" 9'-r 9'-2• 9'-2'
8 -3" 8-3" 8-3' 8.3- 8-3- 8 -3'
8'-9' 8'-9- 8'-9- 8'-9" 8'-9- 8'-9"
.024
8'-0"
T-10"
T-101
T-8•
T 8'
T-0'
�4
T 4•
T-3'
T3-
T-1'
T-0'
6'-11•
.024
8'-9'
8'-11
8'-r
8'-5'
8'-0'
8'-1-
o O
so
so
soo3z
-
0'-r 10•-7• 10'-r 1o17. 1a -r 10'-7•
1.032
9.1. 9-r 9.1• 9'-1" 9•-1• s• -r
9'-8• 9'-0" 9•-0• s' -W 91-8' s 8•
.032
9 r
9-T
9'-T
9'-3'
9'-5"
8'-11'
8'-9'
8'-7-
8.6•
8'-0'
8'4'
8'-3'
1a�'
1a3'
10'3•
101-1•
1a-11
9'-9"
_
11'3•
11'3•
11'3-
1113'
11'3'
11'3'
9'-.040 9•
9'-9•
9'-9'
91-9-
9'-9•
9'-9'
1a-4-
1a-4'
1( 4•
10'-4"
10.4"
10'4•
N
11'-0'
1a-10'
10'-10'
10'-T
1a-0'
1a�'
9'-10'
9'-9'
9' 9'
9'-5'
9'-T
9'-2'
11'-10'
11'-T
11
11-6
11'-0•
11'-r
is
r 40 r
S� ,NA,L
EN`-'�O n�
80
* 3"x8" RAFTER
0.024• 6.s
0.o3r
0.047
�-2.0--�
* 2"x6 5" RAFTER
10'-7" 10'-7"10'-7" 10'-7" 10'-7" 10'-7" 15'-10" 15-10" 15'-10° 15'-10" 15'-10- 15'-10°
.024 16" 11'-7" 11'-7" 11'-7" 11'-6" 11'-6" 11'-2" .024 16" 16'-3" 16'-3" 16'-3° 16'-1" 16'-2" 15'-8°
8'-1" 8'-1" 8'-1° 8'-1- 8'-1- 8'-1" ° 13'-4° 13'-4" 13'-4- 13'-2" 13'-3° 12'-9-
24" r a 24 r■ r n n r a ■
TABLE - CLEAR SPAN (FT.)
O.H.
6
9'-6" 9'-6" 9'-6" 9 -6 9 -6 9 -2
8
9
10
9 -3 9 -3 V,-11 %1--a 9
0.024• s.s
0.03r
25
25
.032
16"
14'-4" 14'-4" 14'-4`' 14'-4" 14'-4" 14'-4"
14'-9" 9" 14'-9" 14'-6" 14'-7" 14'-2°
.032
16 "
20'-2" 20'-2" 20'-2" 20'-2" 20'-2° 20'-2"
20'-9" 20'-9° 20'-9" 20'-6" 20'-7" 19'-10'
24"
12'-1" 12'-1" 12'-1" 11-10 12'-0" 11'-7"
3
16'-7" 16'-T 16'-T 16'-7" 16'-7" 16'-T
17'-0" 17'-0" 17'-0"16'-8" 16'-9" 16'-3"
042
16"
17'-4" 17'-4" 17'-4" 17'-4" 17'-4' 17'-4'
17'-9" 1T-9" 17'-9" 17'-T 17'-8" 17'-1"
RAFTER
SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
24'-6" 24'-6" 24'-6" 24'-6" 24'-6" 24'-6"
25'-1" 25'-1' 25'-1" 25'-1" 25'-1° 25'-1'
110/120/130 MPH
8
EXP. B & C
24"
13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3"
14'-7" 14'-7" 14'-7" 14'-4" 14'-6" 14'-0"
24"
20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0"
20'-6" 20'-6" 20'-6" 20'-6" 20'-6" 20'-6'
2 0'
MAX
1'
* DBL 2"x6 5" RAFTERS
FOOTNOTE: 'SAMPLE'
5
6
6
7
7
8
8
9
9
10
10
11
11
12
2'
5
6
6
7
1 7
Z
8
9
3"x 8"
RAFTER
10
11
11
z
12
2"
X 61/2'
RAFTER)
7
7
8
z
9
DBL.
2" x 6
1/2" RAFTER
11
11
12
12
°T
a uj
0
_a v',
a v
110 MPH 120 MPH 130 MPH
L.L;_-
_"T*-
110 MPH 120 MPH 130 MPH
L,L.
^T
110 MPH
120 MPH
130 MPH
12
12
(IN.)
o
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP
(PSF)
(IN.)
�? 0_!16
B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
(PSF)
(IN.)
N z
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
i
-C
o
29'-8"
29'-6"
29'-8"
28'-9"
29'-3"
26'-3"
'-0"
15'-10"
16'-0"
15'-0"
15'-9"
13'-8'
22'-6■
22'-4"
22'-6"
21'-1"
22'-2"
19'-2°16'
26 -3-
26-3-
26 -3"
26'-3 a
26'-3"
25'-7'
- - -.
16"14'-2"
14'-2"
14'-2"
14^
13'-9"
024
16"
19'-10"
19'-10°
19'-10"
19'-10"
19'-10'
19'-4'
24'-2°
24'-1'
24'-2°
23'-6"
24'-0"
21'-0"
18'-4"
18'-3'
18'-4"
1T-3°
18'-2"
15'-8'
n
10
�2
24
13'-1' 13'-0° 13'-1" i2'-3°' 12'-10" 11'-2"
E
24 °
6°
21'-6°
21'-6°
21'-6"
21'-0"
21'-0"
11'-7"
11'-T
11'-T
11'-7"
11'-7"
11'-3°
24"
23'-0°
23'-0"
23'-0"
23'-0-
23'-0"
22'-9"
20'-2"
20'-3"
19'-8"
20'-1"
18'-2'
28'-T
28'-6"
28'-7"
27'-9'
28'-3''
25'-
16"
2_10°
21
21
1
1
16"
18'
-07
16"
5-3--:::-2;-3-
25-3°
24T'- 8'
20
.042
10j
J
.032
10
.032
■
18'-9 18'9"-18 -9 18'-9"18'-9" 18'-9"
° r■ r r a
16 -7 16-6 16 -T 16'-l"16-4 14'-10'23
n
-4
r
23 -3
r a
23-4
a
22 -8
23'-1 ■
0 -10 ■
24 "
17'-10"
17'-10-
17'-10"
17'-10-
17'-10'
17'-10"
_ `
24"
14'-8"
14'-8"
14'-8"
14'-8°
14'-8"
14'-4"
24"
20'-8'
20'-8°
20'-8"
20'-8"
20'-8"
20'-2"
19'-8"
19'-8'
19'-8"
19'-8"
19'-8"
19'-8'
24'-6"
24'-4"
24'-0-
23'-9"
24'-3"
23'-2'
34'-T
34'-4"
34'-7"
33'-7"
34'-2"
32'-8"
■
16
21'-6°
21'-6°
21'-0"
21'-2"
21'-3"
20'-8"
a
16
21'-9°
21'-9"
21'-9"
21'-9"
21'-9"
21'-2'
"
16
30'-8"
30'-8"
30'-8"
30'-8"
30'-8"
29'-10'
25
•042
042
.042
16'-1" 16'-1° 16'-1" 16'-1" 16'-1" 16'-1"
20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0°
28'-2°
28'-1"
28'-2"
27'-4"
T-10"
26'-8°
°
24
1T-7-
17'-7°
17'-T
17'-4"
17'-0"
16'-10"
24"
17'-9"
17'-9"
17'-9'
17'-9"
17'-9"
17'-3-
■
24
25'-1'25'-1-
25'-1°
25'-1"
25'-1"
24'-4"
18'-1"
18'-1"
18'-1'
18--V-21"81-1",18'-1"
12'-4'
12'-4°
12'-4°
12'-4"
12'-4"
12'x"
17'-4"
17'4"
17"-4"
17'-4"
17'-4"
1T-3'
16°
16„
16"
19'-1"
19'-1"
19'-1"
19'-1"
19'-1"
11'-9"
11'-9"
11'-9"
11'-9"
11'-9"
11'-9"
16'-7"
16'-T
16'-7°
16'-7"
16'-T
16'-T
30
042
024
024
13'-9" 13'-9° 13'-9' 13'-9" 13'-9" 13'-9"
10'-2" 10'-2' 10'-2' 10'-2" 10'-1"
14'-2-
14'-2°
14'-2"
14'-2-
14'-2"
24"
15'-T
15'-7"
15'-T
15'-7"
15'-T
15'-7"
24
"V5'-8"
9'-8'
9'-8"
9'-8"
9'-8°
9'-8'
4
24.
"
13'-T
13'-T-7"
�V-
13'-7"
13'-T
13'-7"
15'-10"
5'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15'-8"
15'-8"
15'-8"
15'-8"
15'-8"
22'-1-
22'-1-
22'-1"
22'-1"
22'-1"
22'-0"
16"
16 "
15'-0'
15'-0"
15'-0"
15'-0°
15'-0"
16"
21'-1'
21'-1"
21'-1"
21'-1"
21'-1"
21'-1-
40
.042
20
.032
20
.032
12'-1" 12'-1"
12'-10" 12'-10" 12'-10" 12'-10" 12'-9"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-0"
24"
13'-8"
13'-8"
13'-8°
13'-8"13'-8"13'-8"
24"
12'-3"
12'-3"
12'-3"12'-3-
12'-3°
12'-3"
24"
17'-3"17'-3-17'-3"
17'-3"
17'-3"
17-3"
13'4°
13'4"
13'-4"
13'4'
13'4-
3-4
'
19'-0"
19'-0"
19'-0"
19'-0'
19'-0"
18'-10'
26'-8"
26'8"
26'-8"
26'-8"
26--7-
26'-7-
16
16„
15'-0"
15-0°
5'-0"
15,-0"
15'-0"
15-0"
18-a
18'-1"
18'-1
-1
8'
18
_::2:
25'625r
25'16'
5rn
25'-6"
25-
50
042
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"
1'-10"
1'-10"
1'-10"
1'-10"
21'-10"
21'-9"
24"
24"
24"20'-10"
2"
11'-2"
11'-2"
11'-2"
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
20'-10"
20'-10"
20'-10"
20'-10"
20'-10"
* 3"x8" RAFTER
0.024• 6.s
0.o3r
0.047
�-2.0--�
* 2"x6 5" RAFTER
10'-7" 10'-7"10'-7" 10'-7" 10'-7" 10'-7" 15'-10" 15-10" 15'-10° 15'-10" 15'-10- 15'-10°
.024 16" 11'-7" 11'-7" 11'-7" 11'-6" 11'-6" 11'-2" .024 16" 16'-3" 16'-3" 16'-3° 16'-1" 16'-2" 15'-8°
8'-1" 8'-1" 8'-1° 8'-1- 8'-1- 8'-1" ° 13'-4° 13'-4" 13'-4- 13'-2" 13'-3° 12'-9-
24" r a 24 r■ r n n r a ■
ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 30044M ALUM. ALLOY 3004-H36 OR FIGURE INDICATES
EQUAL OR EQUAL EQUAL ATTACHED
FIGURE INDICATES
* NOTE: SINGLE RAFTERS SPACED 16' O.C. MAY BE USED AT FREESTANDING
32' O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
24" O.C. MAY BE USED AT 48' O.C. WHEN DOUBLED.
TRIBUTARY WIDTH
TABLE - CLEAR SPAN (FT.)
O.H.
6
9'-6" 9'-6" 9'-6" 9 -6 9 -6 9 -2
8
9
10
9 -3 9 -3 V,-11 %1--a 9
0.024• s.s
0.03r
25
25
.032
16"
14'-4" 14'-4" 14'-4`' 14'-4" 14'-4" 14'-4"
14'-9" 9" 14'-9" 14'-6" 14'-7" 14'-2°
.032
16 "
20'-2" 20'-2" 20'-2" 20'-2" 20'-2° 20'-2"
20'-9" 20'-9° 20'-9" 20'-6" 20'-7" 19'-10'
24"
12'-1" 12'-1" 12'-1" 11-10 12'-0" 11'-7"
3
16'-7" 16'-T 16'-T 16'-7" 16'-7" 16'-T
17'-0" 17'-0" 17'-0"16'-8" 16'-9" 16'-3"
042
16"
17'-4" 17'-4" 17'-4" 17'-4" 17'-4' 17'-4'
17'-9" 1T-9" 17'-9" 17'-T 17'-8" 17'-1"
042
16°
24'-6" 24'-6" 24'-6" 24'-6" 24'-6" 24'-6"
25'-1" 25'-1' 25'-1" 25'-1" 25'-1° 25'-1'
o.oar
I 3.0•
8
8
24"
13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3"
14'-7" 14'-7" 14'-7" 14'-4" 14'-6" 14'-0"
24"
20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0"
20'-6" 20'-6" 20'-6" 20'-6" 20'-6" 20'-6'
2 0'
MAX
1'
* DBL 2"x6 5" RAFTERS
FOOTNOTE: 'SAMPLE'
ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 30044M ALUM. ALLOY 3004-H36 OR FIGURE INDICATES
EQUAL OR EQUAL EQUAL ATTACHED
FIGURE INDICATES
* NOTE: SINGLE RAFTERS SPACED 16' O.C. MAY BE USED AT FREESTANDING
32' O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
24" O.C. MAY BE USED AT 48' O.C. WHEN DOUBLED.
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
1 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
\DuPALUMWMO 019512-28-14@-2&14 A 1 dwg, 3!15201411:4973 PM, Tabloid
___ra°mnocuments
PROJECTION
SPAN
O.H.
TRIBUTARY TRIBUTARY=
I WIDTH 1 1/2 SPAN + O.H.
III
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
EQUAL TO CENTER SPAN TO CENTER SPAN
W
u-
j 1 '.
T
N-
F
EXP- =3119
CL01
-
:z
E p: . m
Cl
Users%deiRDocuments%DURALUMUAPMO 019W -28 -W2 -28-14A 1.dwg, 3/15/201411:48:15 PM, Tabloid
MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
o
Z
TABLE 1
TABLE 2
TABLE 3
w
z
(2) 2"x6 %" AND
WALL HANGERS, 3"x8" AND
EXTRUDED AND 3"x8" WITH
Z
w A
6Y2" ROLL FORMED BEAMS
"
STEEL HEADERS
STEEL
INSERT HEADERS
m
NUMBER OF NO.14 TEK OR SMS SCREWS
NUMBER OF NO. 14 TEK OR SMS SCREWS
NUMBER OF NO. 14 TEK OR SMS SCREWS
a o
PER FOOT OF BEAM LENGTH
F
PER FOOT OF WALL HANGER AND BEAM LENGTH
PER FOOT OF BEAM LENGTHJ
o
i
0, w n
110 MPH 120 MPH
130 MPH
110 MPH 120 MPH 130 MPH
110 MPH
120 MPH 130 MPH
~
0 a x
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
oC3
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
c
Lu
g
1 1 1 2 2 2
1 1 1 1 1 2
1 1 1 1 1 1
6
2 2 2 2
2 3
6'
1 2 2 2 2 2
6'
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
tL
as
2 2 2 3 3 3
2 2 2 2 2 2
1 1 1 1 1 2
8
1 2 2 2 2 2
8'
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
91
1 22- 2 2 2
91
1 1 1 1 1 1
2 3 3 3
3 4
2 2 2 3 3 3
1
1 1 2 2
2
00
11 2
0
10.2
2 2 3
10'
1 2 2 2 2 2
10'
1 1
1 �22 1
2 3 3 3
3 4
2 2 2 3 3 3
1
2 2
2
z°
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
2 2 3 3 3 3
2 2 2 2 3
1 1 1 1 1 2
12'
3 3 3 4
4 5
12'
2 .2 3
3 3 2 4
12'
2
2 2 2 2
2
W
13
2 2 2 3
3 4 �35
13'
2 3 3 3
�23 2
13'[-'--27�1�21
1
3 4 4 4
2 3 3 3 4
2P--2-12
2Lu
FOOTNOTE: "SAMPLE"
M .
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
-,
Seto
m
ISL U 0
FAN BEAM
yU�
a � w am
mg e
1-c�
FAN BEAM (19'-0" MAX SPAN)
z•
FAN BEAM
FAN BEAM
>aaN
O�zA
- a
O-Jm
J
q��d
F
HEADERo
z CEILING FAN AND/ T=.075" 2 12• 21R• 21/2'
T1'P•Ln
p OR
LIGHT
FIXTURE
w
(MAX. 30 IbS.)
00
#12 S.D.S. SCREW
ul o w
w m9$m
S W
#14 x 3 1/2"
S.D.S. SCREW
Z w
AT BEAM
AT HANGER CHANNEL
� a H
FAN BEAM
oowcc
ALUM. ALLOY 6063-T6 ATTACHMENT AT HEADER
ATTACHMENT AT HANGER CHANNEL
co
v
NOTE 1: WHERE
MULTIPLE SPANS OCCUR, MULTIPLY
o O
TABULAR SPAN BY THE APPROPRIATE FACTOR SHOWN
a v
IN TABLE 1, SHEET
T-1.
w
x
w
Users%deiRDocuments%DURALUMUAPMO 019W -28 -W2 -28-14A 1.dwg, 3/15/201411:48:15 PM, Tabloid
SPLICE
WHERE
0.076
TYP.
A MAG BEAM
ALUM.ALLOY
6063-T6
6.5" ROLLFORM
B GUTTER FASCIA
ALUM. ALLOY
3004-H36
I DBL.2"x6.5"x0.042"
ALUM. ALLOY 3004-H36
OR EQUAL
-, DBL.2"x6.5"x0.032"
ALUM. ALLOY 3004-H36
OR EQUAL
- I—
GRADE 50l I
.oar
TYP.
SPLIC
WHEF
OCCUF
of
r
HEADER BEAM TYPES
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
&DIBL
. 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
3" SQ. STEEL BEAM
E
ASTM A653 GRADE 40
7
s
3x8"x0.042" BEAM
qAW/ 14 GA. STL. INSERT
STM GRADE 50
3"x8"x0.042" BEAM
N W/ 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.
•r
0.375"
SPLICE—T,0-125'
ALLOY T,0.125'
WHERE AL
iCCUFS—� 6063T6
7
0.110',
TYP.
7" I -BEAM
F
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 I -BEAM.
-- ---- - — – -- -- COLUMN / POST TYPES NOTE (1)- COLUMN/POST HEIGHT LIMITED TO10'-0"MAXIMUM. - -'
.037
ALUM.
G=3"SQ.xt=0.188" (1)
0.024• H=3•SQ.xt=0.250" (1)
0.032'
0.042'=3"SQ.xt=0.313° (1)
PLASTIC J=4"sQ.xt=0.188•
_----.._. r__n,.0o-�— s�- PLUGS �, K=4"sQ.xt=0.250•
[--a0'--3° SQ. ALUM. POST
B 3" SQ. ALUM POST(1)
C ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36 F 3" SQ. STEEL POST
MTSA A500 GR.B (Fy-46ksi)
#10S
24'
EA. Si
3" SQ. ALUM. POST
'WITH'SIDEPL-AYES
OR EQUAL
0.075 3. 0'
TYP.
E MAG POST
ALU M.ALLOY
6063-T6
SQ. STEEL POST
ASTM A500 GRADE B
8
CD a�m
O
LL �9
W O
V rz.2
QZLu
}may+
it
WaQ�
8MLLu
U�aN
0
IL 0
E
0
z�
wow..
m%'Zm
z Lu
Go Ix
W
LL
a O
0
� w
Lu
rn
DBL. 3"x8"x0.042" BEAM
W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
10TE* ER BEAM TOP AND
5►CH HEAD BE CUT AT
ALUM. ALLOY 3004-H36
R EQUAL
NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
GES SHALL
3307 NOR COLUMN WHERE
OT
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
IONS OCCUR
THE FULL LENGTH OF THE 3'x8' BEAM.
OR MORE CES AMEND COLUMNS.
019W-28-1412-28-14 A 1.dwg, 3/1 52014 11 53:33 PM, TaWald
,,-- we111DocumeM51DURALUM'OMO
SPLIC
WHEF
OCCUF
of
r
HEADER BEAM TYPES
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
&DIBL
. 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
3" SQ. STEEL BEAM
E
ASTM A653 GRADE 40
7
s
3x8"x0.042" BEAM
qAW/ 14 GA. STL. INSERT
STM GRADE 50
3"x8"x0.042" BEAM
N W/ 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.
•r
0.375"
SPLICE—T,0-125'
ALLOY T,0.125'
WHERE AL
iCCUFS—� 6063T6
7
0.110',
TYP.
7" I -BEAM
F
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 I -BEAM.
-- ---- - — – -- -- COLUMN / POST TYPES NOTE (1)- COLUMN/POST HEIGHT LIMITED TO10'-0"MAXIMUM. - -'
.037
ALUM.
G=3"SQ.xt=0.188" (1)
0.024• H=3•SQ.xt=0.250" (1)
0.032'
0.042'=3"SQ.xt=0.313° (1)
PLASTIC J=4"sQ.xt=0.188•
_----.._. r__n,.0o-�— s�- PLUGS �, K=4"sQ.xt=0.250•
[--a0'--3° SQ. ALUM. POST
B 3" SQ. ALUM POST(1)
C ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36 F 3" SQ. STEEL POST
MTSA A500 GR.B (Fy-46ksi)
#10S
24'
EA. Si
3" SQ. ALUM. POST
'WITH'SIDEPL-AYES
OR EQUAL
0.075 3. 0'
TYP.
E MAG POST
ALU M.ALLOY
6063-T6
SQ. STEEL POST
ASTM A500 GRADE B
8
CD a�m
O
LL �9
W O
V rz.2
QZLu
}may+
it
WaQ�
8MLLu
U�aN
0
IL 0
E
0
z�
wow..
m%'Zm
z Lu
Go Ix
W
LL
a O
0
� w
Lu
rn
RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS 110/120/130 MPH
`p" r ��
cj NvFO
c 4 8
��l�
�>�fc\;�o °°S I•
�� rli�E,E�is
L •O
-n
;z
O; Exp: . m
•• Off•
d�
C VI , • a
�••18+4�R
IJsersldelN)ocumerrtskDURALUMUAPMO 019512-28-1412-2&14 A 1.dwg, 3/1520141151:41 PM, Tabbid
EXP. B & C
FOOTNOTE: 'SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
ac
CD z
a w,
in oP
2"
X 61/2" RAFTER
Z W
z
a w
o
DBL.
2" x 6 1/2" RAFTER
(PSF)
(IN.)
110 MPH 120 MPH 130 MPH
L.L.=
(PSF)
"T"
(IN.)
110 MPH 120 MPH 130 MPH
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"
91-9"
10'-3"
91-9"
101-3"
9'-9"
10'-3"
9'-9"
10'-3"
91-9"
10'-3"
,024
16"
14'-8"
14'-8"
14'-8"
14'-6"
14'-8°
14'-6"
14'-8- 14'-8"
14'-6" 14'-6-
24"
7'-6" T-0° -P 7'-6"
T-6" 7%-,8'-6" 8'-6° 8'-6" 8'-6"
24"
11'-2" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2°
11'-10 11'-10 11'-10 11'-10 11'-10" 11'-10"
.032
16"
12'-6"
12'-6"
12'-6•
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
.032
16"
18'-7"
18'-7"
18'-7"
18'-4-
18'-7"
18'-4°
18'-7"
18'-4"
18'-7"
18'-4"
30
30
24-
10'-2" 10'-2" 10'-2- 10'-2" 10'-2" 10'-2-
10'-8" 10'-8" 10'-8" 10'-8" 10'-8" 10'-8"
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"
16"
16'-0-
16'-0"
15'-9"
16'-0"
15'-9°
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
042
16"
22'-7-
��-2"
22'-7-
22'-2"
22'-7"
22'-2"
22'-7W7r2
222'-2"24°
-7"042
12'-3' 12'-3" 12'-3" 12'-3" 12'-3" 12'-3"
12'-10' 12'-10 12'-10 12'-10 12'-10'
24°
18'-6" 18'-6" 18'-6" 18'-66"12'-10'
18'-2" 18'-2" 18'-2" 188'-2"16°
024
8'-0°
91-1p
8'-0"
91-1"
8'-0°
9'-1"
8'-0"
9'-1"
81-0"
9'-1"
8'-0"
9'-1"
024
16"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-100"
12'-8'
12'-8"
12'-8"
24"
6'-2- 6'-2" 6'-2" 6'-2" 6'-2" 6'-2"
T-2" T-2" T-2"
24p
9'-10" 9'-10" 9'-10" 9'-10" 9'-10°
10'-4" 10'-4" 1014" 10'-4" 10'-4"
9'-10"
10'-4"
.032
16°
10'-10"
10'-10"
10'-10"
10'-10"
10'-10"
-0"
10'-10"
.032
16'
16'-4"
161-1"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4-
16'-1°
16'-4"
16'-1"
16'-4"
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"
24"
12'-6"
13'-2"
12'-6"
13'-2-
12'-6"
13'-2"
12'-6"
13'-2"
12'-6-
13'-2"
13'-2"
042
16"
13'-2"
13'-2"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
IT -9
13'-2"
IT -9-
16"
191-9"
19'-4"
19'-9"
19'x"
19'-9"
19
191-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4p
24"
101-9" 101-9" 101-9" 101-91, 10'-9 lo. -9.1042
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"
7'-3-
8'-2"
7'-3"
8'-2"
T-3"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
.024
16°
10'-10"
11 '-4"
10'-10"
111-4"
10'-10"
11'-4"
10'-101,
11'-4-
10'-10"
11'-4"
10'-10"
11'-4"
11
2
51-2" 5'-2" 5'-2" 5'-2" 5'-2- 5'-2"
5'-9" 5'-9" 5'-9" 5'-9" 5'-9"
p
24
8--3- 8'-3- 8'-3" 8'-3" 8'-3"
91�p 9'-4" 91-4" 91�N 91,4-
8'-3-
9'-Y-
50
032
16 °
9'-9"
9'-9°
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
50
032
16 p
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
24 p
T-0" T -O- T-0" 7'-0" T-0" T -O"
8'-4" 8'-4" 8111 8'-4" 8'-4" 8'-4"
24"
11'-3" 11'-3" 11'-3" 11'-3" 11'-3-
11'-10" 11'-10" 11'-10" 11'-10" 11'-101,
11'-3"
11'-10"
042
p
1
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
111-9"
12'-6"
11'-9"
12'-6"
042
16"
17'-9"
6"
17'-9"
6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
24"
9'-o 9'-0" 9'-0" 9'-0" 9'-0" 9'-0"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
24"
13'-7" 13'-7" 13'-7" 13'-7" 13'-7"
14'-3" 14'-3" 14'-3- 14'-3" 14'-3"
13'-7"
14'-3"
FOOTNOTE: 'SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
6\QIVAf: F�
C��cc
.1.
ZX 9I OF \O
�qS 1. CPMQ�
z
1UsersWelN3ocumentsXDURALUMVAPMO 0195%2-28-14%2-28-14A 1.dwg, 3/151201411:59'05 PM, Tabloid
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION. DETAILS
A34 FRAMING ANGLE
NOTE:
I. EXISTING ROOF OVERHANG DESIGN LOADS:
0 3/16' STEEL NOTE: BRACKET CAN BE LOCATED
1/4.0 HOLES,TYP. ANYYVFIERE ON EAVE
i
SEE TABLE 2
RDL = 3 psf (MIN) TOO p5f (MAX) RLL = 20, 25, 30, 40, 850 psf
8"
0
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS 1200 psi.
NOTE. PROVIDE WATER
Lu
i
FASTENERS, SEE TABLE 2
` - -` ' ' '
0 TYP. BRACKET PROTECTIOK METAL FLASHING
A7 EVERY 2x CAUCK JOINTS SLOPE
v 0 0
2 6
R.F. OR EXT. HANGER
i
8
0 0 TO DRAM
w
CHANNEL, 2X OR
3X
/
LEDGER OR WALL HANGER
0 EXISTING EAVE
ALLOWABLE PROD. TO BEAM
RAFTER BRACKETWITH
FASTENERS PER TABLES
2x WOOD STUD,
O Z�G
SEE TABLE 1
o iii
MASONRY OR
1 1/4'
( MAX)
a�oRa��DCER
m v
V MIN.
CONCRETE WALL
a
ALUM. PANEL 2X OREXIST.
3x ALUM. RAFTER
RAFTERS AT
3v
RAFTER
3 14x312' W.
(}
-1 ul o
w 0
24'
O.C. AT
ROOF
EXIST. FASCIA BOARD
OVERHANG_
1• MIN.
IL ¢ n
ALLOWABLE PROJ. EXISTING0
EAVE
a
TOBRHANG
SEE TABLE 1
O(24 MAX.)
NOTE: PLACE "SIKH FLEX' OR SIMILAR
NOTE: BRACKET MAY BE
0
MATERIAL BETWEEN BRACKET AND COMP.
SHINGLE ROOFING TO PROVIDE SEAL
MOUNTED BELOW RAFTER
w
W/SAME CONNECTIONS.
Lu
EAVE CONNECTION
WALL CONNECTION
I
0
1
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2'x6' (AT 2'x6
ALTERNATE EAVE CONNECTION
\`
MINIMUM RAFTERS), NOMINAL 2 x8- (AT 3'x8' MINIMUM RAFTERS)
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
OR KILN -DRY WOOD -FILLED Yx6 V OR 3*XB• ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM DESIGN LOAD.
LL
H S
TABLE
1
TABLE 2
TABLE 4 ANCHORS INSTALLED
as
o
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
C10
EXISTING
MAXIMUM PROJECTION
N
(A) - PALLOW (F1) 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
g
L.L.
OVERHANG
FULL LENGTH OF RAFTER TAIL
0
110, B
110, C
120, B
120, C
130, B
130, C
O
'/B 8 x 1 J5• POWERS WEDGE BOLT -
STAINLESS STEEL AT 16" O.C.
o
}
_
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"
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
10
m
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
ZO
/• 0 x 1 J¢• POWERS WEDGE BOLT -
STAINLESS STEEL ATI6'O.C.
W
>
2"x6 FULL OR
"
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
2"x8" NOTCHED
26'-0"
26'-0
26 -0"
26'-0'
26'-0"
26'-0"
B
OQ
It 0
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 -
2"x10" NOTCHED
61
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
STAINLESS STEEL AT 12' O.C.
00
0�
2" x 4" FULL
26'-0"
26'-0"
26-0"
25'-2"
25'-4"
20'-7"
7'
(A)
(A)
(A)
(P.)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
30
BOLT -
s LAT`12
z
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)
rariLess STEGE O C
N 0
X
2^x6" FULL OR
ZO
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
EO.C. DGE 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 STEEL AT 8POWERS
2"x10" NOTCHED
s
> m
11'
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
Y• e x 1 X• POWERS WEDGE BOLT -
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
JrO
STAINLESS STEEL AT 8• O.C.
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)
O o
ZrJ
2nx6n 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
w v E
a z W „
,61
2"x8" FULL OROR
ROOF PANEL RAIL TO EXISTING WOOD STUD WALL FRAMING
IW- as
2"x10" NOTCHED
26-0"
26 -0"
26-0"
26-0"
26'-0"
26-0"
>w m a
co 103
°C cc
Waa�
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 f i
U r
a
2" x 6" NOTCHED
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
(E) /" DIAMETER LAG SCREW
0��
2"X6" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
30
(F) -1' DIAMETER LAG SCREW
a 7 m
2"x8" NOTCHED
a o
10# L.L.
20# L.L.
25# L.L.
30# L.L.
40# L.L.
50# L.L.
2"x8" FULL ORr
2"x10" NOTCHED
26-0"
26'-0"
26-0"
26'-0"
26'-W
26'-T
cc
f4
m �
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-T'
11'-7
110
120
130
110
120
130
110
120 130
110
120
130
110
120
130
110
120
130
W o W ..
2"
> o m .
x 6" NOTCHED
15'-0"
15'-6"
15'-6"
15'-0"
15'-6"
15'-6"
2"x6" FULL OR
5'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C) (C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
40
z w N
2"X8" NOTCHED
19'-6"
19'-6"
19'-6"
19'-6"
19'-0"
19'-6"
O O M K
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)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
a
2" x 4° FULL
$'-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)
U.
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)
50
W
2'x6e 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
11'
(C)
(C)
(C)
(C)
(C)(C)
(C)
(C) (C)
(C)
(C)
(C)
(E)
(E)
(E)
(E)
(E)
(E)
N
2"x8" FULL OR
2"x10" NOTCHED
20'-9"
20'-9"
20'-9"-
20'-9"
20'-9"
20'-9"
12
(C)
(C) I
(C)
(C)
(C)T
(C)
(C) I
(C) (C)
(D)
(D)
(D)
(E)
(E)
(E)
(E)
(E)
(E)
1UsersWelN3ocumentsXDURALUMVAPMO 0195%2-28-14%2-28-14A 1.dwg, 3/151201411:59'05 PM, Tabloid
NAL
C.3
AILE
Q E ��
1. C-.!;;
ALUM. 3004-H36 ,_I r -
FASTENERS
SEE SHEET 8
ALU�OY
O ROLLFORMED O EXTRUDED
HANGER HANGER
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf.
(3)Y2-0 LAG SCREWS
#14 (Zn"-
3
DS3 PER SIDE I
I'c�'-'• T. O
2'x6 Y2W.024'
ALUMINUM MEMBER WITH
•0
Am
WOOD FILL OR
2 x6" NOMINAL LEDGER
:Z
(NEW OR EXISTING)
F
U3
T
o.•ExP-C1
U)
LU
3•
Q, .
lit
2)4" '- 3"X8" ALUM. "--- 3"x8" ALUM.
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 CONNECTIONAL
#8 S.M.S_
DOUBLE RAFTER -
PLAN 2
ALTERNATE:
4414 S.M.S. EACH
RAFTER TO COL
CONNECT. (8 -TOT.)
r
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
-I— 2.740 SEE SHEET 4
T=.060' —1
FASTENERS
SEE SHEET 8
I _ FASTENERS,
}--1.880" SEE SHEET 4
ALUM.ALLOY
6063-T6
OC I.R. HANGER
1 12" 10# L.L: (2)#14 SMS EA. SIDE
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'x61/2* OR
5- MIN. 3" x 8" ALUM.
I RAFTER
1/4"OR 1 12"
u -BRACKET
EXISTING WOOD STUD FRAMING
— 2 EACH 1/4"0 x 31/2" LAG SCREWS LL=10 psf
2 EACH 12.0 x 3-12" LAG SCREWS LL=20, 25 AND 30 psf
2 EACH 5/8.0 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-x 3"STLPOST (247 ° ALTERNATE :
INSERT ATTACHED OR (2)-2x6.5' OR . . -- - . 4-
3*x
31STLPOST COLUMN (2)-3WHEADER
FOR FREESTANDING
(2) -12 -BOLT
2'x 6.5• SIDEPLATE CONNECTOR
DBL. RAFTER / DBL. HEADER CONN. O
UsemXdeMDocumen""URALUMWMO 0195%2-28-1412-28-14 A 1.dw9, 3M620141204A6 AM, Tabloid
#8 S.M.S. EACH SIDE
i--- LATTICE 1 12' OR 2'
27c6.5" OR 3'xB" RAFTER
ALTERNATE: 1/2' BOLT
ALTERNATE:
(2)- #14 S.M.S. EACH RAFTER
TO COLUMN CONNECTION
(4 -TOTAL)
_ ...
ALTERNATE:-
(2Y
L NATE:(2} 2X6.5- OR (2)-37X8" HEADER
ALTERNATE:
(1) -12' BOLT OR
(2)- #14 S.M.S. EACH RAFTER
STUB COLUMN T(3�SIIDUBLE-HEADER CONN. O
FASTENERS. �—
SEE SHEET 8
.s
.25'R w
FASTENERS,
SEE SHEET 8
CONTINUOUS A- RAIL
-' ROOF PANEL (WHERE OCCURS)
FASTENERS, ALUM.ALLOY
SEE SHEET 8 6063-T6
WALL CONNECTION 1O
EXISTING
SHEATHING
2'x6 Y2W.024'
ALUMINUM MEMBER WITH
WOOD FILL OR
2 x6" NOMINAL LEDGER
(NEW OR EXISTING)
F
U3
X \
- W
(2) SIMPSON SDS25600
EXISTING
1" STUCCO OR EQUAL
12.5' PENE. INTO EACH WOOD STUD
EXIST. STUCCO / LEDGER
ATTACH4t*+-'DETAIL O
ALUM. ALLOY.
6063-T6
"H" BRACKET
DBL. 3'X8 X.042 BEAM
OR DBL 2'X6.5*XO32' BEAM
5/8' 0 ACCESS HOLES
INSTALL 6 - #14 X Y4"
3" SQ: POST LONG SDS Q EACH
HEADER TO COLUMN
(12 FASTENERS PER
CONNECTION)
DOUBLE HEADER TO
COLUMN DETAIL O
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COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS /.MIN. NUMBER OF REQ. COLUMNS
--r BRACKET-@-3-'SW POST
W/ (4}#14 SMS EA SIDE OF POST
�5)
I ALUM.-rBRACKET USE WITH
POST TYPE B.C.D. OR E.
OR 1/2M.B. THROUGH POST
3" SQ. POST
USE ((2}}33//8"0 HILTI
POST
EMBED.
KWIK8OLTS OR EQUAL
BOLTS
20"
STEEL'17BRACKET USE WITH
I
23' & 24" CUBED (1)
POST TYPE B,C,D,E,F,G,H,J OR K.
31/4'
SEE NOTES BELOW
USE (2}3/8"0 HILT] KWIK
(2}3/8.0 HILTI KWIK-BOLT
25"- 30• CUBED (1)
BOLTS OR EQUAL
TZ-SS314, EACH
24" 28" SQ. 20"
2 %" EMBEDMENT DEPTH
BRACKET TO SLAB.
23-
FOR KWIK BOLTS)
MINIMUM DISTANCE TO
4-
28-
EDGE OF SLAB = 4" OR
25"
3S9'
-3CUBED (1)
TO CRACK =10-
4314"
d
(2" MIN. EMBEDMENT)
43" SQ.
30'
40' - 47 CUBED (1)
(4}3/4'0
'4
34"
D
d
SHALL BE IN
36' 51" SQ.-
°POURED CONCRETE
GOOD CONDITION
42" 64 -SQ. 41-
FOOTING SEE NOTE
3 1/2' MIN.
FOR SIZE
SEE FOOTING
1
SCHEDULE
QUARE
IN BEAM SPAN TABLE
EXISTING SLAB �� POSTS TO CONC. FOOTING
ATTACHED COVERS -ONLY y��
s8 ATTACHED COVERS ONLY
ALUM. ALLOY
6063-T6
0
ATTACHED
ALTERNATE FTG.
ATTACHED ONLY
FOOTING & ANCHOR BOLTS
CUBE SIZE
SQ 18' DEEP ' CUBE FTG.
FOOTING SIZE
SINGLE POSTS
EMBED.
18- 18" SQ. 12-
BOLTS
20"
21" SQ
12"
23' & 24" CUBED (1)
(2)-12.0
31/4'
22'
25" SQ.
16"
25"- 30• CUBED (1)
(4)-12'0
31/4'
24" 28" SQ. 20"
26"
32" SQ.
23-
31' - 34- CUBED (1)
(4}W'O
4-
28-
35" SQ.
25"
3S9'
-3CUBED (1)
(4)-W4'0
4314"
30' 39' SQ. 28"
32-
43" SQ.
30'
40' - 47 CUBED (1)
(4}3/4'0
4 3/4'
34"
47" SQ.
32'
NOTES: BOLTS SHALL BE HILTI KMK BOLT TZ
STAINLESS STEEL, I.C.C. ESR -1917 OR EQUAL
1) REQUIRES USE OF ALTERNATE FREESTANDING
BASE PLATE
36' 51" SQ.-
38" 55" SQ. 37'
40" 60" SQ 39"
42" 64 -SQ. 41-
44' 69 -SQ. 43'
' CUBE FOOTING W/4' SLAB
NOTE: ALL COMPONENTS ARE INTERCHANGABLE UNLESS OTHER WISE NOTED
P
3.00" OR
2.40"
1.375"
"
0�
1.60"
1.50 .090" TYP.
INSTALL 1Y2" x 1Y2' x Ye" HDG
WASHER PLATE AT ANCHORS
FOR 130 MPH
ALUM 'T" BRACKET
A 1.dwo. 3116J201412:09:50 AM. 11 x 17
7/16"0 HOLE
FOR 3/8" MB
ASTM GRADE 36 STEEL
INSTALL 1Y" x 1Y' x Y"HDG
WASHER PLATE AT ANCHORS
.157"
TYP-j=
USE FOR 3" OR 4"
STEEL POSTS
Y- 2- 5/16"0 HC---
STEEL "T" BRACKET
x
STEEL POST ONLY:
USE POST TYPE
F. G. H,JORK
1/2 DEPTH OF
FOOTING OR
12" MIN. EMBD.
(3)-3/4"0 B
FOR POST TYPE
3" OR 4" SQ.
INSERT
i" x 0.188"
ASTM A36
STEEL
(4)- SS316 3/4"0 HILTI KWIK BOLT TZ STAINLESS
STEEL PER I.C.C. ESR -1917 OR EQUAL
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
BASE PLATE 3/16"
2 FLANGES
POST
2 1/8" APART
1
�r :
0 Q
BASE FLARES
I
TO 3"WIDE EA.
Ii w H
SIDE OF FLANGES
1 1/2" 6-
FOR 3" POST,
W JZ
4" WIDE FOR 4" POST
(i1-7/16"0 HOLE
WELDED STEEL BASE PLATE Q
& 2-3/8" HOLES
TYP. EA. SIDE
(1}1/2'OM.B.
ALTERNATE FREESTANDING
_ _�
U
x9" LONG, 1'
W U) W
FROM END
�:
❑ m
OF POST
Z
.POURED
SQUARE, SEE FTG.
CONCRETE
SCHEDULE IN BEAM
FOOTING
SPAN TABLE
POST
EMBED.
O9SQUARE
INTO FOOTING
(3)-3/4"0 B
FOR POST TYPE
3" OR 4" SQ.
INSERT
i" x 0.188"
ASTM A36
STEEL
(4)- SS316 3/4"0 HILTI KWIK BOLT TZ STAINLESS
STEEL PER I.C.C. ESR -1917 OR EQUAL
(4 3/4" EMBEDMENT DEPTH)
0
Z
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BASE PLATE 3/16"
2 FLANGES
POST
2 1/8" APART
INSERT—
i
I
9" SQ. X 5/8" THK
QX
BASE FLARES
THK. BASE PLATE
TO 3"WIDE EA.
(ASTM A572 STEEL)
SIDE OF FLANGES
1 1/2" 6-
FOR 3" POST,
4" WIDE FOR 4" POST
(i1-7/16"0 HOLE
WELDED STEEL BASE PLATE Q
& 2-3/8" HOLES
TYP. EA. SIDE
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
0
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AL
`GENvEp
#•°,-AdeIW0cuMe"t5\DURALUMUAPMO
MINIMUM NUMBER OF REQUIRED
COLUMNS FOR ATTACHED COVERS
Q�
2"X6.5"X0.032" SIDE PLATES
m 3
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
7'
2
3
3
4
3
4
8'
3
3
3
4
4
5
9'
3
4
4
4
4
5
10'
3
4
4
5
5
6
11'
4
4
4
5
5
6
12'
4
5
5
6
5
7
13'
4
5
5
6
1 6
7
3
2'X6.5"X0.042" SIDE PLATES
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
2
2
3
6'
2
2
2
3
2
3
7'
2
2
2 1
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 -
113'1
3 1
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) FORATTACHED
AS AN ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS
RO
INSULATE
INTERLOCKM
WALL
HANGER
6
3.5'
3.5"
1Q OR ❑4
SEE NOTES
BELOW
#14 SMS EA SIDE
TOP MID HEIGHT
ERS
BEAM SPLICE TO
OCCUR DIRECTLY OVER 5/8'0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
2 -POST UNITS $T:RFW IS I qm;=
I
.5" #14 SMS MAY
BE USE AS
3.5 ALTERNATE TO
1 /4'PJ BOLTS
8' BEAM
6 1/2' SIDEPLATE EA.
SIDE SEE POST SCHED
AND BOTTOM. `3"SQ. POST BETWEEN SIDE PLATES
BEAM TO POST CONNECTION 21
POST SCHEDULE
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"
1❑ W/ (6)-#14 S.M.S. EACH SIDE. 1:flW/ (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
ROOF PLAN
FASTENERS.
'ET 8
O
SEE'SHEET 8
ROLL FORMED #14 SMS @ 3Y O.C. MAX
OR IRP (4 MIN. PER PANEL INTERLOCK)
OLL-FORMED
PANEL
ROOF HANGER
OROLL -FORMED PANEL
INTERLOCKING SEAM
#14 SMS Q 32.O.C.
4 MIN. PER EACH JOINT
ALUMINUM S-
TOP & BOTT. 0.024'
P
INSULATED ROOF PANEL
INTERLOCKING JOINT
THOMAS IR,4k1
CAMPBELL
IIsers1de111D°cuments\D U RALU MUAPMO
30
Y,t
n�
Z
TI�
:g
BEAM TO POST & LATTICE -TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 1 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS
SIMPLE SPLICE
FULL MOMENT
(e TO . S.mS 11 #12 S.M.S. TII
TYP. THICKNESS =.035' (24 TOT
6.38' TYP. THICKNETSS = .035"
II
t t t
—4 11
++ ++ u + + ++
1
ALUM. ALLOY 3004-1-136 ALUM. ALLOY 3004-H36
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS
SPLICES - ROLLFORMED & EXTRUDED FASCIAS
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
I . 3" - --- -----. ----
SPLICE \Ali¢
OCCUR
6063-T6 ALLOY
4" I -BEAM
MOMENT CSPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
(2)#10 S.M.S.@ EA
VALLEY, TYP.
x 8"x.042" BEAM,
SQ. STEEL OR
MG BEAM.
(6)-#14 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
0
�• (12) - #14 x 1? SM.S EACH SIDE OF 3'
SQ. POST (8 -TOTAL
ALTERNATE. 1/4'0 13OLT W/ WASHER
EA. SIDE OF 3' SO. POST
+'t.10 -
I
7 O
;. .x.50'
L__
f 2.35. 3' SO. POST
4-914 x 1R' S.M.S. EACH SIDE OF 3'
SO. POST (8 -TOTAL)
ALTERNATE. 1/410 BOLT W/ WASHER
EA_ SIDE OF 3' SQ POST
'
3A0'
OR 240'
NOTCH 1 -BEAM FLANGE
I -BEAM ALUM ALLOY
AS NEEDED TO CLEAR
(606146) ALTERNATESO.
TITO
POST,CONNECT WEB
STL. C -BEAM
POST W/ (2) - 5/8' 8
THRU-BOLTS @ 4- I -BEAM,
SO. POST
AND (3) - 5/8' 0 THRU BOLTS
@ T I -BEAMS
H - BRACKET TO POST 14
x 8"x.042" BEAM,
SQ. STEEL OR
MG BEAM.
(6)-#14 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
0
�• (12) - #14 x 1? SM.S EACH SIDE OF 3'
SQ. POST (8 -TOTAL
ALTERNATE. 1/4'0 13OLT W/ WASHER
EA. SIDE OF 3' SO. POST
+'t.10 -
I
7 O
;. .x.50'
L__
f 2.35. 3' SO. POST
4-914 x 1R' S.M.S. EACH SIDE OF 3'
SO. POST (8 -TOTAL)
ALTERNATE. 1/410 BOLT W/ WASHER
EA_ SIDE OF 3' SQ POST
'
3A0'
OR 240'
r! UTTER FASCIA
3' SO. POST MAG BEAM
3 -SO. STL BEAM
RAFTER "TAIL"
TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
ROOF LIVE AND SNOW LOADS
"L' FASTENERS
1'-0"
4 - #14 SDS
2'-0"
6 - #14 SDS
3'-0"
1 12 - #14 SDS
FASTENER SPACING = 3/4'
#14 x 1/2" S.M.S. TOP
& BOTT. (2) -TOT.
FASTENER TO FASCIA - SEE TABLE
— FASTENER TO RAFTER TAILS - SEE TABLE
�OPTIONAL LATTICE TUBES
AT OVERHANG
SPLICECCUURS �• 4.5"HERE °
11'
TYP. ROOF PANJE00
'v FASTENER 6 1/Y
0 o GROUP
O O ROLLFORMEDoo
EXTRUDED GUTALUM. BRACKET X
3"X 3"ALUM. OR #14 S.M.S. @12.ALUM.ALLOY 16• r STEEL POST FAS6063-T6 3. Q. 6 1/2'x25c.1'L' SEE TABLE
7" I -BEAM MOMENT CSPLICE "U" BRACKET - RAFTER TO BEAM RAFT
1Y2" SQ. OR 2" LATTICE. TUBE P1 2"x3" LATTICE TUBEP2 LATTICE TUBE TO RAFTER 16 I "U" BRACKET - RAFTER TO BEAM 17
ALUM. ALLOY 31054H25
1.50" 1.50"
.28" 2" 2n
.018"
■
13
ALUM. ALLOY 3105_-H25
3-
.018.
#8 x 2 'SMS, 21/2'
OR 2W LATT
a@ 3' O.C. MIN.
" TO 6'O.C.
1
(6) - #14x %- TEK SCREWS
BRACKET TO RAFTER
(6) - #14x %' TEK SCREWS
'^–"–BRACKET=TO BEAM
t = .040" @ 6063-T6
n" MIN.
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BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS
ATTACHED A
10# LIVE LOAD
FREESTANDING SOLID
- 110,120,130 MPH - EXP. P. B B & & C C
Z
w
1S2"
6.5" ROLLFORM
A ALUM. ALLOY
Sa,�
WHERE
30•
OCCURS13.
•
MAG BEAM
iI1 ALUM. ALLOY
6063 T6
0.61 •
1.
6s 2
0.73'4
2�3•
6.5' ROLLFORM
B ALUM. ALLOY
6063-T6
S
OCCURS
4.0.
0.070•
3.0•
4" I -BEAM
C ALUM. ALLOY
6063-T6
GUrrER
EXT. CUP
WHERE
OCCURS
4.6•
oTYR.oss
2.04�'
1-ar'
0.14" RJ
TYP.
3.0•
o2a• 0.04a•
TYP
3" SQ. STEEL BEAM
E AS A653
GRADE 40
6063-T6
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m
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FREESTANDING SOLID
Q=SPUCE
j o
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SPACING (IN)
(SPAN)
MIN.
POST
TYPE
MAXPOST FTG
SPACING ��
(SPAN)
MIN.
POST
TYPE
, n
9 -0
5
11'-9" 1$
11'-9°20
B
1 1'-9" 26
11'-4" 28
G
,
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6
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7 6
6
10'-9' 18
10'-9" 21
B
10'-9" 26
10'-4" 27
G
n
6 -5
,
7
10'-0" 19
10'-0° 21
R
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10'-0" 26
9'-8" 27
G
,Z00
7
4.00•
4.5' MAG GUTTER
ALUM. ALLOY
6063-T6
5, pn
V
p�
O
9'-4° 19
g, qn 22
B
9'-4" 26
9'-1" 26
G
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5J'-0"
9'
8'-10" 20
8'-10" 22
O
B
$'-10" 27
8'-7" 26
�'
9'
10,
8'-6 8'-6° 223
B
$'-6 8'-1" 227
G
10'
0.37s
SPLICE WNERE ALUM.
OCCURSALLG„
608}TB
6.656"
0.110•0.04r s.s 0.032" s's 0.042"
TMP• TYR TYP. TYP.
0.375-
I I I I I
7s 4--z.0.__[_ •� I I -2.0•x-4•- �z.o•�I
MAX MAX.�3.0-�
7" I -BEAM DBL. 2"x6.5"x0.042" DBL. 2"x6.5'x0.032° 3"x8"x0.042' BEAM
F ALLOY ' ALUM. ALLOY 3004-H36 `� ALUM. ALLOY 3004 H36 K ALUM. ALLOY 3004-H36
6063-T6OR EQUAL OR EQUAL OR EQUAL
4'-1"
11'
8'-1' 21
8'-1' 23
C
8'-1' 27
7'-9' 28
G
11'
Ix
R o
0 V
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7'-$" Z 1
7'-6" 24
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7'-8' 28
7'-6" 28
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,
12
=
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SPACING
ON SLAB t2"
9 _o
I3
F
ATTACHED SOLID
FREESTANDING SOLID
>w
j p
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MAXPOST FTG
SPACING
( SPAN) (IN')
MIN.
TYPE
MAXPOST FTGPOST SPACING.
(SPAN) (IN.)
MIN.
TYPE POST
w�z�
W z
F N
a w
N a 1�L
8'-8"
5'
11'-9" 19
11'-T 21
B
11'-9" 28
0'-10" 29
G
5,
„
7'-2"
6
10'-9" 19
10'-7" 22
B
10'-9" 27
10'-0" 28
G
6
6'-2n
7'
10'-0" 20
9'-10 22
p
v
10'-0" 27
9'-3" 28
G
7,
n
5 -5
$
9'-4' 20
9'-2" 23
B
9'-4" 26
8'-8" 27
G
,
8
W/ 1 "C' INSERT
G
ALUM. ALLOY �.
6063 -76
Fi W/ 2 "C" INSERTS T-12 OR
ALUM. ALLOY is GA
6K ALL -T--12OR
NOTE: 14CAGRADE SD
WHERE'C SPLICE OCCURS AS SHOWN IN 8.0• 7.8. GRADE s, :'C
TABLES, IT SHALL_BE INSTALLED THE 0.042 .042"7'-10
FULL LENGTH OF THE T I -BEAM. TYR TYR
0.625•
II II I I I
I^3.0' MAX.0•--i 287s I --3.0' 4.(r 3.0•--1
DBL. 3'x8"x0.042" BEAM 3"x8"X0.042" BEAM DBL. 3"X8"x0.042" BEAM
M W/ 14 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H38 ASTM GRADE 50 ALUM. ALLOY 3004 H36
OR EQUAL OR EQUAL
3"x8"x0.042" BEAM DBL. 3"x8"x0.042' BEAM
N W/ 12 GA. STL. INSERT
ASTM GRADE 50 P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE: WHERE 12 AND 14 GA STEEL INSERTS
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
J
J
`4L
'1F'D
r
n
4 -10
9,
8'-10" 21
8'-8' 23
B
8'-10" 27
8'-2" 28
G
9'
s
m E
m 2 �
O
d63SPAN
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1 Or
$'-6" Z1
8'-3' 24
Q
B
6'-6" 2
7'-9' 28
G
1 O'
3'-11 °
11'
8'-1" 21
24
B
8'-1" J_q_
7'-6'
1'
,_ n
7
r
12
7'-8' 22
7'-7' 25
C
7'-8"
7'-2'
G
,
12
=
a
M
r
MAXCOL.
SPACING
ON SLAB *
}
50_
MR:
ATTACHED SOLID
FREESTANDING SOLID
o
XD §
MAXPOST FTG.
SPACING IN
(SPAN) ( )
MIN.
POST
TYPE
MAX.POST FTG.
SPACING (IN)
(SPAN)
MIN.
POST
TYPE
8'_0'
5'
11'-9" 20
11'-2" 22
B
11'-7"
10'-6' 30
G
`7
5'
z e
u, s W ..
m °z m
w W
p &0 at
6'-8n
6'
10'-9" 20
10'-2" 23
B
10'-7' 28
9'-7" 30
G
6'
.51-8-
,
7
10'-0" 21
9'-6" 23
B
9'-9" 28
8'-10 29
G
7'
r- n
5
8 '
9'-4" 21
$'-10' 24
B
9'-2" 27
$'-3" 29
G
8 '
v
o p
x
=
co
OF THE 35X8• BEAM. THE FULL LENGTH OF THE 3"x8• 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 * 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,
J
r
n
4 -5
,
9
8'_10" 22
8'-4" 24
B
8'-8" 27
7'-10 29
G
9'
4'-0"
101
8'-6" " 22
8 -0 25
B
$'-3" " 28
7'-6 30
17
G
log
3'-8'
11'
8'-1' 23
7'_7° 25
B
C
T-10° 29
7'-2" 31
G
11'
3'-4"
12'
T_8 7'_1" 225
C
9
7, 6'-9" 231
G
12'
..--_%A.XnooeumentsXDURA UMWW MO 019512-28.1412-28.14 B 2XtWg, 3/1 6201 4 1:08:18 AM, 11 x 17
"f
:m
Exp:
Ci,
1.00"
0.14"R ---z
TYR
0.048',
TYP.
3° SQ. STEEL BEAM
u ASTM A653
GRADE 40
BEAM TYPES
6.5
0.032'
0.1)42•
MAX
DBL.2"x6.5"x0.032"
ALUM. ALLOY 3004-1-136
OR EQUAL
J DBL.2"x6.5"x0.042"
ALUM. ALLOY 3004-H36
OR EQUAL
/—I"'\ DBL. 3"x8'.0.042' BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
FOOTNOTE: 'SAMPLE'
FIGURE INDICATES
EXPOSURE B —a
FIGURE INDICATES
EXPOSURE C
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B 8 C.
* THE MAXIMUM COLUMN SPACING ON EXISTING SLAB SHALL
BE THE SMALLER OF THE MAXIMUM SPACING SHOWN IN
THIS COLUMN OR THE MAXIMUM POST SPACING SHOWN
FOR THE SELECTED BEAM.
NOTE:
FOOTING SHOWN REPRESENTS LENGTH OF
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
WHERE SLAB OCCURS, CUBED FOOTING SIZE
MAY BE REDUCED 6' EACH SIDE FOR FREESTANDING ONLY.
SEE ALTERNATE FOOTING TABLES
SHT. 9 FOR ATTACHED COVERS
._-_ A-tr,nneuMex+tsXDUp,ALUM'APMO 0195%2-28-1412-28-14 D 1.dwg, 3J16I20142A753 AM, 11 x 17
7
e.0^
0.042"
TYR
F�--3.0'---•-I
K 3"X8"X0.042' BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
5
3"X5".0.042" BEAM
M W/ 14 GA. STL. INSERT
ASTM GRADE 50
3"x8"x0.042" BEAM
N W/ 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 35x8' BEAM.
14 GOL
ASTM
GRADE 50
.042'
TYP:
DBL. 3".8"0.042" BEAM
O W/DBL. 14 GAS
INSERT
ALUM. ALLOY 3004 H36
OR EQUAL
DBL. 3"x8".0.042" BEAM
W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 35x8' BEAM.
e
ATTACHED & FREESTANDING LATTICE COVERS -10# LIVE LOAD - 110, 120,130 MPH - EXP. B & C
o
•Z
aW'
ATTACHED
3" SQ. STEEL BEAM
ASTM A653 GRADE 40
DBL. 2-x6.5-0.022: 3"x8"x0.042° BEAM,
I ALUM. ALLOY 3004-H36 �R ^ ALUM. ALLOY 3004 436
G
N
MAX•POST FTG,
OR EQUAL `— - -AOR EQUAL r
MAX -POST FTG.
i
MAXPOSTMIN.
SP SPACING ' SPAC NG
FTG.
MAX POT MAXPOT
SPACING SPACING FTG
MIN.
POST
UZc
h -
–
j _p
m
ATTACHED
FREESTANDING
ATTACHED FREESTANDING
>
Z W N
POST �C''
S AC
N.
POST TC''
SP
MAX.POST MAXPOT
SPACING SPACING
FTG.
MAX.OT MAXPOST
POST SPACING SPACING FTG
MPS
MAXCOL.
m O
Q ►_-
m
w 5
Q
SPACING
121 10'
NG IN.)
(
OI T
TYPE
CNG (IN.) OST
(SPAN) TYPE
FOR DBL. FOR 35x8^
(IN.)
FOR DBL FOR 35x8' (N.)
TYPE
TYPE
a
U m
ON SLAB t
B
(SPAN)
G
14'-1 15'4"
2'A.5'x0.03r BEAM
15 14'-1 " 15'-4" 30
2•x6.5.0.032' BEAM
,
5
O F
T-9" 20
5'
11'-1" 13
B
10'-2" 25 F
14'-1 15'-4"
B
15 14'-1 ' 15'-4" 28
G
5'
aao
9!-7"
"
G
11'-1" 15
B
10'-0" 27 G
4'-10" 15'x"
13'-7" 14'-1"
17 14'-0' 15'-1' 30
16 13'-7" 14'-1' 29
G
J !e o
9'-T
10'-0' 14
B
9'-T' 25 F
13'-7' 14'-1"
B
15 13'-T 14'-1" 28
G
6
w o A
U
6'
10'-0" 16
C7'
9'-4 27 G
13'-T 14'-1"
9'-1" 26
17 13'-3' 13'-9" 29
12'-7" 13'-1'
B
0- M
2
8 "
7
10'-0" 14
B
9'-1' 25 F
12'-7' 13'-1"
B
15 12'-7" 13'-1" 28
G
7
6 O i
-2
10'-0" 16
go
g
9'-0" 26 G
12'-7" 13'-1'
9'-6' 15
17 12'-3" 12'-9" 29
8'-8"
227
G
z
7'-2"
$'
9'-6' 15
B
8'-8" 26
G
11'-9" 12'-3'
B
16 11'-9" 12'-0' 28
G
8,
9' 6" 17
8'-7" 26
11'-9" 12'-3"
6'-4"
18 11'-6" 12'-0' 28
8'-10" 16
B
8'-4" 26
6,�"
9'
8'-10" 15
B
8'�-
226 G
11'-211-2" 11'-711-7"
B
168 11'- p,-1011,
228
G
91
c�i
8'-1" 28
8'-10• 17
11'-0" 1 V-4"
8'-3"
20 10'-7" 11'-0" 29
11'-3"
E
5'-9"
10'
5'-9"
101
8'-6" 15
B
8'-1"
227 G
11'-011-0^
10'-710 '
B
16g 10'-T 11'-0 0.-0� 229
G
10'
8'-4" 18
8'-6' 17
7'-10" 28
8.-0^
-7"
0�-3�
co
m m
5'-2"
11'
8'-1" 15
B
7'-10" 27 G
10'-1" 10'-6"
B
17 10'-1' 10'-6' 29
G
11'
a
G
8'-1" 18
8'-0" 19
7'-9" 28
10'-1" 10-6'
19 9'-10 10'-1' 29
20 9'-7" 9'-0" 29
0
4'-9°
12'
16
T-97�
B
7'-8" '-6" 228 G
9'-8" 9'-8"
C
119 9'-8" 9'-8'g�-2• 229
G
12'
o n
G
12'
g^ 8
9'-8" g,-8"
9'-6'
9 -T 9'� "
21 g'-2" 8'-9' 30
w F
" C
O�
O °
0
Z
0-0 01 -10"
>
ATTACHED
FREESTANDING
ATTACHED FREESTANDING'
G
N
MAX•POST FTG,
MIN.
MAX -POST FTG.
MIN.
MAXPOSTMIN.
SP SPACING ' SPAC NG
FTG.
MAX POT MAXPOT
SPACING SPACING FTG
MIN.
POST
MAXCOL.
h -
–
j _p
m
=
m
SPACING
(SPAN) (IN')
POT
TYPE
SPACING
(SPAN) (IN.)
POT
TYPE
_,FOR
(IN.)
POST
8' (N)
TYPE SSW.003r FOROR DBL 3-x8'
TYPE
8'-68�-2" 17
B
ON SSPACINGLAB,t
r
10'-710,-2" 11'-010,-7"
B
121 10'
2ks SScOBo32' BEAM r'
9
rx6
7'-8"
11'-5"
5'
14
B
10'-2" 27
G
14'-1 15'4"
B
15 14'-1 " 15'-4" 30
G
,
5
T-9" 20
11'-0' 16
7'-6" 31
9'-9" 28
m9'-
14'-8' 15'-2"
21
18 14'-1" 14'-T 31
12'
-9'7,x. 120
9!-7"
"
G
10'-6' 14
B
9'-T 26
G
13'-7" 14'-1"
B
16 13'-7" 14'-1' 29
G
6,
�' W a
6
10'.4■ 17
9'-3" 28
13'-4" 13'-10
18 2'-10' 13'..4" 31
8 09,0
8'-2"
C7'
10'-0" 15
B
9'-1" 26
G
12'-7" 13'-1'
B
16 12'-7" 13' 1-" 29
,
G
T
`W' a W'I
`LL
9'-10' 17
8'-9" 28
12'-4' 12'-10
19 12'-0° 30
go
g
T-2"
8'
9'-6' 15
B
8'-8"
227
G
11'-9"1'-8" 12'-312'-1"
B
119 11�-9'1,-2. 12`-3"�-7' 230
G
8,
. "
9-3 18
8'-4"
6'-4"
�
9
8'-10" 16
B
8'-4" 26
G
11'-2' 11'-T
B
17 11'-2" 11'-7-29
G
9
g'_9" 18
8'-1" 28
11'-0" 1 V-4"
20 10'-7" 11'-0" 29
E
5'-9"
10'
8'-6" 16
B
8'-1" 27
G
10'-7" 11'-0'
B
17 10'-T 11'-0' 29
(�
10,
`° E
8'-4" 18
7'-10" 28
10'-6"
20 10'-1' 10'4"29
co
m m
5'-2"
11'
8'-1' 16
B
7'-10" 27
G
x10'-9"
1U'-1" 10'-0"
B
17 10'-1' 10'-6" 29
G
11'
G
8'-0" 19
7'-7" 29
10'-0" 10'-3"
20 9'-7" 9'-0" 29
o
4'-9"
12'
7'-9" 16
B
7'-8" 28
G
9'-8" 9'-8"
C
18 9'-B' 9'-8" 29
G
12'
a m
T-8" 19
7'-4" 30
9 -T 9'� "
21 g'-2" 8'-9' 30
w F
0
cc LL
ATTACHED
FREESTANDING
ATTACHED FREESTANDING
> a m o
MAXCOL.
m []
m o
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U ° n
=
O m
POST FTG'
SPAC
MIN.FTG'
SP
MINN.
POST MAX.POT
SPACING SPACING
FTG
MAXPOT MAXPOST
PDyN.T SPACING SPACING FTG-
POST
SPACING
NG
SPAN (IN.)
POT
TYPE
CNG
(SPAN) (IN.)
TYPE
FOR DBL FOR 35x8'
(IN.)
TYPE FOR DBL FOR 35x8' (IN.)
TYPE-
YPE
r
m
O m
ON SLAB *
(SPAN)
25.6.5'x0.032' BEAM
25x6.5.0=32' BEAM
a o o --
10'-7"
5'
1'-1" 15
1
B
10, 1" 28
G
14'-1 15'-4"
B
16 14'-1 " 15'-2" 31
G
51
10'-9" 17
9 -T 30
14'-4" 14'-10
19 13'-8" 14'-2" 33
H
8 -10 "
6
10'-6' 16
B
9'-6" 28
G
13'-7" 14'-1"
B
17 13'-7" 3'-1 31
G
6
w
10'-2' 18
9'-1' 29
13'-1" 13'-7'
19 12'-6' 13'-0" 32
w S z }
7
71
10'-0° 16
B
9'-0' 27
G
12'-T 13'-1'
B
17 12'-7" 2'-10' 30
G
7'
m
> % '%O
S w
-7"
9'-8' 18
8'-7" 29
12'-2" 12'-7"
20 11'-7" 12'-1" 31
z w
W J W
„
,
9'-6' 17
8'-8" 27
11'-9" 12'-3'
B
18 11'-9" 12'-1" 29
G.
g'
* a 6 �
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12'-112,-1" 223
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11'-6" 22
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12'-1" 39
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13'-2" 22
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13'-2" 40
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11'-6" 24
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10,
5'-15'-10" 120
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8'-2"8.-2" 337
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8,�"8'�" 222
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8�-18'-10" 337
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10'-10'-10 224
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11'-6"1.-0" 440
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12'-6'2,-6" 225
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12'-612,-6" 441
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10'
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11'
S'-8° 18
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6'�' 35
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7'-4" 20
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7'-9" 37
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10'-3" 22
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12'-0" 23
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12'-0' 42
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6'-a' 35
7'-4" 22
7'-9' 37
8'-0" 23
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10'-10" 40
12'-0" 26
12'-0" 41
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12'
5'-3" 18
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5'-10' 35
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15'-215'-2" 223
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11'-6" 35
13'-1 21
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14'-8" 37
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16'-1" 22
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16'-1" 38
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12'-1" 22
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14'-0" 23
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8'-4"8,_4• 224
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8'-18'-10" 337
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10'-101-1 226
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11'-6"1�-s" 440
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12'-6"2,-6" 227
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11'-0" 34
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8'-4" 22 225
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10'-10=10 228
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10'-3" 28
10'-9" 40
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12�
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10'-6"0�-3 441
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11'-6'1.-3" 442
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