14-0477 (PAT)rP.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:1`4=•0"0.0.0-0477
Property Address: 78565 SAGEBRUSH AVE
APN: 646-311-006-6 -000000-
Application description: PATIO COVER- - RESIDENTIAL
Property Zoning: MEDIUM DENSITY RES
Application valuation: 4336
Applicant:
(V6 /
Ar hit or Engineer:
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
Owner:
TOBY.RESIDENCE
787SAGEBRUSH
LA QUINTA, CA 92253
(
D
Contractor:
VALLEY PATIOS 1
37897 CHESTERFIELD STREET
BERMUDA DUNES, CA 92203
(760)534-4634
Lic: No.: 937811 L
VOICE.(760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 4/22/14
APR 12
----------=------------------------------=--------
LICENSED CONTRACTORS DECLARATION
----------------------------------------------—
WORKER'S COMPENSATION DECLARATION '
hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with
I hereby affirm under penalty of perjury one of the following declarations:
Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. '-
_ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
LicenseCl�i C51 C8 License No.: 937811
•(/�
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued.
Contracto
_ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
Code, for the performance of the work for which this permit is issued. My workers' compensation
OWNER -BUILDER DECLARATIONinsurance
carrier and policy number are: '
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
Carrier SOUTHERN INS CO Policy Number PWC006609-13
following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to
_ I certify that, in the performance of the work for which this permit is issued, I shall not employ any
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the
person in any manner so as to become subject to. the workers' compensation laws of California,
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
and agree that, if I should become subject to the workers' compensation provisions of Section
" License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
13700 of the Labor Code, 1 sha�rthwith comply with those provisions.
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 1$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.).
( ). 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
Date:—Applicant: N
WARNING: AILURE TO SEC U451WORKERS' 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 unty_ordinances and state laws relating to building c ction, an ereby authorize representatives
of this scVi t ytioente urpon-the.above-mentioned properJyA r in rposes.
Application Number . . . . . 14-00000477
Permit . ... PATIO COVER 2013
Additional desc .
Permit Fee . . . . 95.81 Plan Check Fee..
.00
Issue Date. Valuation
4336
Expiration Date 10/19/14
Qty Unit Charge Per
Extension
1.00 95.8.10.0 EA MISC PATIO COVER, STD
95.81
Special Notes and.Comments
ALUMAWOOD PATIO COVER 14'6"X26'4" TOTAL
OF 326 SQ FT. PER 2012IBC,2013IBC,2013
CBC AND APPROVED PLANS.
----------------------------------------------------------------------
Other Fees. . . . . . . . BLDG STDS ADMIN (SB1473)
------
1.00
PLAN CHECK, PATIO COVER
94.38
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 95.38 .00 .00
95.38
Grand Total 191.19 .00 .00
191.19
Qin #
City Of La QuiCltd :.
Building 81• Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
VA
Project Address:
Owner's Name: j p b •
A. P. Number:
Address: -7676s-
Legal Description:
City, ST, Zip: L";, Q
C�23
1 _ S
Contractor: tor• l `1 T�
Telehn•
o e.
Address: 3 ?8-:::(7 ci, �
s�l �1' s
Project Description:
,�-�-
City, ST, Zip: . (�V!8 , L?7— -zb3
Telephone:
o 766 3 Y 3
r k
b
State Lic. # :
City Lic. #:
Arch., Engr., Designer:
>
Address:
City, ST, Zip:
Telephone:
Con tructi n TY Pe: O ecu an cY:
State Lic. #•
Proect tYPa (circle ne • New Add'n Alter Repairai
r Demo
Name of Contact Person:S
. Ft.; �frj
#Stories:
#Units:
Telephone # of Contact Person: bo !�_j L(
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Cates.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Title 24 Cales.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2" 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 Cor correctionsrissue
Developer Impa:t Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit F=s,
22
Tr' '; a BRAY
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES: DESIGNREQUIREMENTS:
GOVERNING CODES:
RESIDENTUU_ APPLICATIONS -CBC AND IBC CHAPTER 16, CBC & IBC APPENDO( CHAPTER I.
1. THE=DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psi)
2012 INTERNATIONAL BUILDING CODE, 2013 CALIFORNIA BUILDING CODE ASCE/SEI 7 -10 -MINIMUM DESIGN COMMERCIAL APPLICATIONS CBC AND IBC CHAPTER 16.
LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010 ALUMINUM MANUAL -ADM 140. COLUMNS ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC AND 2013 CRC SECTION AH1052.
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 ENCLOSABILfTY.
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
1i2 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 (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 A307. ALL BOLTS SHALL
HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE HILTI KWIK-BOLT TZ CS
AND KWIK-BOLT TZ SS316. SEE PLANS FOR LOCATIONS (ICC -ES ESR -1917 FOR CONCRETE).
26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR
1976 OR APPROVED EQUAL
27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH
RESIDENTIAL ATTACHED PATIO COVERS ONLY.
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2,
EXCEPTION 2.
29. SIMPSON WOOD SCREWS ARE IN ACCORDANCE WITH ICC -ES EVALUATION REPORT ESR -2236.
30. OMG, INC. TIMBERLOK SCREWS ARE IN ACCORDANCE WITH ICC -ES EVALUATION REPORT ESR -1078.
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND
SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 50 AND 51 FOR SPAN REDUCTION FACTORS.
,Users\dellWocumenLsIDURALUMUAPMO 019512-28-1412-28-14 A 1.dw9, 3/1612014 2:32:55 AM, Tabloid
ADDITIONAL DESIGN REQUIREMENTS:
1. TABULATED SPANS FOR SNOW LOADS ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C.
3. WIND OCCUPANCY CLASSIFICATION AND IMPORTANCE FACTOR 11,1.0.
4. SEISMIC BASE SHEAR 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER
5. SEISMIC DESIGN PARAMETERS:
IMPORTANCE FACTOR: 1.0
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: S s=1.50, S i = 0.6, S os= 1.0, S.,= 0.50
RESPONSE MODIFICATION FACTOR, 8125
6. DESIGN ASSUMPTIONS:
A MINIMUM BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHTr 20 -
LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10'
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-ISTED
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
A. TITLE SHEET AND GENERAL NOTES.
B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TABLES.
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITE-SPECIFIC DESIGN LOADS.
E. APPROPRIATE STRUCTURAL DETAILS.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION.
SHEET INDEX :
SHEET # SHEET TITLE /DESCRIPTION
0
Z
a
w
w
z
Z z o
w
W � A
o mm
W U
.
J Z Z
0
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a w
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U Q U
Daz
f
0
U
U)oz..}
H Z
wo
Ef
0 z
c�
PPM
T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1 ............SOLID
PANEL STRUCTURES
E
2 ............OPEN
LATTICE STRUCTURES
E
.. m E
3-4 .........PANEL
SPANS TRI -V, W -PANEL & FLAT PAN
m
5 ............MINIMUM
FASTENERS / FAN BEAM
u- u
6 ............RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
w n m
7 ............HEADER BEAM TYPES, COLUMN / POST TYPES
2 z 2 m
8 ............EXISTING
EAVE CONNECTION DETAILS
� 0 0 A
9 ............HANGER CHANNELS AND MOUNTING BRACKETS
o w
U.
10 ..........COLUMN
/ POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
o a �
11 ...........LATERAL
FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
O 2 ui
z
`
12 ...........BEAM
TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
U aA
O a
�.
13-16
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10# L.L, 110-130 MPH
17-19
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20# L.L, 110-130 MPH
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
Z a w
30-32
......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50# L.L, 110-130 MPH
m 9 o m
33-35
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10# L.L, 110-130 MPH
Z a Z W
36-37
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20# L.L, 110-130 MPH
o N [v7
38-39
......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25# L.L, 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# L.L, 110-130 MPH
46 ...........INSULATED
ROOF PANEL ATTACHMENT DETAILS
au
47 ...........SNOW
DRIFT DESIGN
a w
- N
48 ...........SPAN
REDUCTION FACTOR TABLES
PPM
O
�'qTE F
® s I. G
.....,..,..,mentsIDUP'A UM"APMO 0195%2-28-14%2-28-14 A 1.duvg, 3115201411:4222 PM, Tabloid
SOLID PANEL STRUCTURES
-
ROOFROOF
OVERHANG,
o
w
ATTACHMENT CHANNEL
OVERHANG,
OR WOOD,
CE/VG
ATTACHMENT CHANNEL
OR WOOD,
CE /VGjH CONCRETE OR
Z
o
SEE DETAIL A, B & C,
ALUMINUM SHEET 9
TH p CONCRETE OR
OFAfo-rS7 MASONRY WALL
S
Re
ALUMINUM SEE DETAILS
ROOF PANEL FT.
OF
'qN° ST
SHgCC N RUCn/R MASONRY WALL
THE SEE SHEET 8
z
Z
vicr
PANELE
�iE RO E S /FS SEE SHEET 8
MIN. 0.25' SLOPE PER
SEE SCHEDULEp
pR B t SFS
U
SEROOF
SCHEDULE
FOR SPANS
"W
OR SPANS
"W
N
53
O. SPA�`I
O.
Q a d
i 'O.H." NOT TO EXCEED 25%
3
"O.H.' NOT TO EXCEED 25%
Z'
tu o
OF ROOF PANEL
ALLOWABLE SPAN
OF ROOF PANEL
ALLOWABLE SPAN
a w
0
SEE DETAIL 11, B
SP
SHEET 12 FOR SPLICE /'O AN/
TS/'AC//yG
BEAM -SEE SCHEDULE
SEE DETAIL 11, eE,gA4Sp
SHEET 12 FOR SPLICE l'p AN/
ST Sp
SEF ACpyG
BEAM - SEE SCHEDULE
FOR POST SPACING
< 3=
5
w
SEF
S
POSTS, SIZE VARIES &HE
FOR POST SPACING =
SC
POSTS, SIZE VARIES HEDV�Es
o
U
° SEs
°-y
25� OT TO N
Np TT
p &EEO 25 �
OF B �CEE°
A(Cp
3 1/2' SLAB
BSM
ALL Am
3 1/2' SLAB
ATTACHMENT S NGLE POST
wABL'e
ALTERNATE:
ATTACHMENT SINGLE POST
�ESp
a f
MAY BE USED SEE SCHEDULE
MI
MAY BE USED SEE SCHEDULE
WHERE PERMITTED.
$
WHERE PERMITTED.
SEE SCHEDULE
SEE SCHEDULE
N
NOTE: NO SPLICE AT IDR POSTS
MAX HT.=
NOTE: NO SPLICE AT EXTERIOR POSTS
N
n�
FOOTING WHERE REQUIRED
FOOTING WHERE REQUIRED
e i
SEE SCHEDULE
FOR FOOTING CUBE SIZE
NOTE: EACH COMPONENT IS INTER-
SEE SCHEDULE
FOR FOOTING CUBE SIZE
NOTE: EACH COMPONENT IS INTER -
CHANGEABLE WITH ANY OTHER
o
o N
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
COMPONTENT UNLESS OTHERWISE SHOWN.
? _
NOTE: SEE SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM.
NOTE: SEE SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM.
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION
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.
* SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2" X 6 1/2" SIDE PLATES.
pp�J
W W
Q �
a�
o�
w�
T
CENGHOFS
CENGTH OF
ALUMINUM
UC��
ALUMINUM
STRU
CARE
ROOF PANEL O.H
VAR/FS
PANEL MIN. 0.25" SLOPE PER FT. O.H VgRIES
8
SEE SCHEDULE
FOR SPANS
SEROOF
E SCHEDULE
FOR SPANS
m E
m
O
- . SP
O.H. P
LL v
C o s
O.H." NOT TO' EXCEED "25%' '_._ - --- - —
-
SP
"O.H." NOT TO EXCEED 25% --
- --- - -
¢ z UJ m
OF ROOF PANEL
OF ROOF PANEL
c
t;
ALLOWABLE SPAN
ALLOWABLE SPAN
y
SEE DETAIL FOR SPLICE B
-'Sp
POMI/
BEAM SEE SCHEDULE
SEE DETAIL FOR SPLICE BEAM
P Sp AN/
PST
BEAM - SEE SCHEDULE
La "
i 2 z
ST
SEESCyAC//VG
-
FOR POST SPACING =
Sp
SEESCH�DC� G
�
FOR POST SPACING =
o
o
o
POSTS, SIZE VARIES
Es
POSTS, SIZE VARIES
CEs
II
Ng
OT Tp
O H. T
NOT
as m
ALTERNATE: OF B iv
ALLOW
3 1/2' SLAB SINGLE POST ALLOW
ALTERNATE:
3 1/2" SLAB SINGLE POST q�OWq
SCHEDULE BCESPgNv
MAY BE USED SEE SCHEDULE
TO CONSTRAIN
SPAN
MAY BE USED SEE
TO CONSTRAIN
III
S z
FOOTING, SEE
FOOTING, SEE
W
}
m Z m
SCHEDULE
NOTE: NO SPLICE AT THIS
SCHEDULE
NOTE: NO SPLICE AT THIS
POST AND AT END BAYS.
Z w y
POST AND AT END BAYS.
a U
nu)
FOOTINGS
FOOTINGS
SEE SCHEDULE FOR - -
FOOTING CUBE SIZE NOTE: EACH COMPONENT IS INTER-
SEE SCHEDULE FOR
FOOTING CUBE SIZE NOTE: EACH COMPONENT IS INTER -
CHANGEABLE WITH ANY OTHER
1/2 x 9' STEEL ROD
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
1/2 x 9" STEEL ROD
COMPONTENT UNLESS OTHERWISE SHOWN.
ao
NOTE: SEE SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM.
NOTE: SEE SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING WALL HANGER $BEAM.
w
TYPE "C" FREESTANDING W/ CANTILEVER OPTION
TYPE "D" FREESTANDING MULTISPAN
W/ CANTILEVER OPTION
x
.....,..,..,mentsIDUP'A UM"APMO 0195%2-28-14%2-28-14 A 1.duvg, 3115201411:4222 PM, Tabloid
6a,
4
ow -
S1. c
NO.
TH s y
CAMPBELL,
OPEN LATTICE STRUCTURES
RAFTER, SEE TABLE
z
FOR SIZE
AND SPACING WALL
LEDGER
OR ROOF
OVERHANG.
MAX PROJ. MAX PROJ.
WALLCEDGER NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE DETAIL 3.
SEE SCHEDULE OR ROOF MAY NOT BE COVERED. SEE SCHEDULE SHEETS 8 & 9.
MAX O.H. O.H OVERHANG.- RAFTER, SEE TABLE
25% OF RAFTER DETAIL 3, 3
ALLOWABLE SEE FOR SIZE a 0
SPAN SHEETS 8 & 9. AND SPACING %:- w U)
49, MAX O.H. <
25% OF RAFTER Ce
So `*e ALLOWABLE
IL w
0
z
< czi
BEAM SPICE - SEE — 9 z
0
DETAIL 11. SHEET 12 CSS!J-
NO BEAM SPLICE AT O><I S2 Lu
EXTERIOR POSTS 0 m
Ir O 0
BEAM SPICE _ SEE —
LENGTH OF STRUCTURE VARIES
DETAIL 11, SHEET 12 ' 00.
"4 NO BEAM SPLICE AT
POST WITH SIDE PLATES EXTERIOR POSTS 19
SEE DETAIL 0
LENGTH OF STRUCTURE VARIES
IL a.
41
3 1/2o SLAB ATTACHMENT
POST WITH SIDE PLATES c;
MAY BE USED WHERE, SEE DETAIL v
PERMITTED
NOTE: EACH COMPONENT IS INTER -
SEE SCHEDULE
CHANGEABLE WITH ANY OTHER 3 1/Y SLAB ATTACHMENT 0 Z
,"COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE REQUIRED, NOTE: EACH COMPONENT IS INTER- Sp MAY BE USED WHERE
SEE SCHED. FOR FOOTING CUBE SIZE I CHANGEABLE WITH ANY OTHERPERMITTED.
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE COMPONTENT UNLESS OTHERWISE SHOWN. A SEE SCHEDULE 2! tu C,
MAY NOT BE COVERED.
FOOTING WHERE REQUIRED,'
SEE SCHED. FOR FOOTING CUBE SIM
TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE W0,
2
SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2- X 6 1/2- SIDE PLATES. *SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2*X61/2"SIDE PLATES. UA
Z:A
w F5
IL
Om
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
RAFTER, SEE TABLE MAX PROD. MAX PROJ.
FOR SUE SEE SCH U NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE SCHEDULE
AND SPACING MAY NOT BE COVERED. E
MAX O.H. RAFTER, SEE TABLE
E
ALLOWABLEAND SPACING
OL— MAX. O.H.
25% OF RAFTER O.H. IUD
q Way t ALLOWABLE Ci
SPAN cn U!i 2
0 W
101
>0.W
?Vxt 0 g�!?
LENGTH OF STRUCTURE VARIES op.
OST CROSS-SECTI LENGTH OF STRUCTURE VARIES
pOS SEE POST DETAI
Z v
POST CROSS-SECTION, • u 9
j w
3 1/2* SLAB BOOS, SEE POST DETAIL, g 9 o
z
MAY BE USED %z,
NOTE: EACH COMPONENT IS INTER- TO CONSTRAIN z 0 w
id � M r
CHANGEABLE WITH ANY OTHER SF TSA FOOTING, SEE 3 112' SLAB
FT qC COMPONTENT UNLESS OTHERWISE SHOWN. SCHEDULE MAY BE USED A W�
TO CONSTRAIN
NOTE: EACH COMPONENT IS INTER- s ST FOOTING, SEE
CHANGEABLE WITH ANY OTHER S'OSCHEDULE
FOOTING WHERE REQUIRED. COMPONTENT UNLESS OTHERWISE SHOWN. 4p
SEE SCHED. FOR FOOTING CUBE SIZE FOOTING WHERE REQUIRED
SEE SCHED. FOR FOOTING CUBE SIZELL
* 0
0
uj
TYPE "G". FREESTANDING SINGLE SPAN LATTICE STRUCTURE TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE w
Users\dellkDocumerits\DURALUM\IAPMO 019512-2&1412-28.14 A l.dwg, 31151201411:44:30 PM, Tabloid
No. G3 I 'J I
_ ExP- a
�pNAL �jir�
Y �
L
y
p OF
�'QS �• CP'� -
- e=ER
�•• j `'4 S +• 0
C
.id��` Z
'm
EXP: = •1s�i
`:•• CIV L
`MoIDA"
SOLID PANELS SPANS FOR COMMERCIAL &PATIOS 110/120/130 MPH EXP. B & C
ALUM. ALLOY 3004-1-136 OR EQUAL
1
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
-_ FOR ROOF PANELS _ -
ROOF PANEL TYPE 10
ROOF UVFJSNOW LOAD, psf
20 25 30 40 50
24' TRI -'V• PAN
- 0.88 0.83 0.75 0.80
24x2)2x0.018- 0.85
0.80 0.65 0.65 - -
L.L-
PANEL•r
110 MPH
SPANVMPHJSPAN
10'-10-
RAD11.06R)
130 MPH
SPAN
(PSF)
(IN.)
EXP.B
EXP.0.0
2.4r�an
J
EXP_B
EXP.0
15-3'
1 S3•
10.3'
10.9'
13'-4•
13'-4•
10 3'
10 3'
13'-r
.018
.7 1.92T 1.92•
13•-r
Z
525•
.024
Jw0
-v.00"�8.00-
17 8'
9-0•
8' 6'1•
11'-1'
Q o 0
8'-2'
T -S
6130
Q U
J z
0 v 4a
173'
110 MPH SPAN 120 MPH SPAN MPH SPAN
EXPA EXP.0 EXP.B EXP.0
EXP.B EXP.0
1r-3'
173'
17.8• 17-0• 17-0' 11•-4•
10
.024104'r
.024
8'-3"
1T -r 1T -T 1T -r 1T -T 1T -T 1T -T
8'-1•
15-r 15-T 15-T IS 7' IN 7' 1S -T
7-10'
o3z
1S-0'
14'-9'
14'-9'
14'-0'
14'-1'
9'-3•
8'-T
10'3'
14'-W
EW-Wr
14'3"
14'3'
14'3-
14'3'.a321r-w
17-0'
10'-T
19'-r
IT 7'
19•-r
19'-T
191-7
19'-r
8'-T
1T -T
1T -r
1T -T
1r -r
1r -z•
1r3•
1o•-8•
11'-4'
8'44•
8'-0•
8.4-
8'-4'
8'4-
8•-4-
15'-9'
018
1S-0'
11'-3-
11'-1'
040
15-T
14'-10°
14'-10'
14'-1'
T-9'
T-5'
T-5'
T-2•
T-2'
6'-10•
10' 4•
10'-1"
10, V
10'-1"
10'-r
10'-r
10'-1-
9•-6•
20
.024
s'-1•
8'-8•
11•-2-
�0
g_1•
8'.g•
8'_g•
8'-4•
8'-6'
T-11'
8'-1-
T-5'
17-W
12'-6"
17-1•
1z-1'
12•-1-
1z-1-
17-1'
12'-1•
11'-4•
11'-4•
.032
11'-4•
1V-4"
6'S'
6'-5'
S3'
S3'
S-1'
.024
10-9•
10'3•
10'x'
9' B'
9'-9•
8'-3'
T-3'
T3"
T3"
T3'
T3'
T-3'
14'-9•
.018
20
Tom'
�
T3'
71'
14'3' 14' 8' 14' 8' 14' 8' 14: 8' 14'-0'
13'-0' 13'-0° 13'-0• 13'-0' 13'-0' 13'-0'
T 8'
T 4-
Tom•
T-1'
T-1'
6'-10-
17�'
8' 9'
8'-9'
8'-9'
8'-9'
8'-9-
8'-9-
11'-6'
25
.024
10'-0'
8'-9•
8'-r
15-3'
16'3'
16'3'
8'3-
.032
81-W
8'-4-
8•S
8•-1•
8•-1•
7-9-
14'-0'
9'-8•
9•-8•
9' 8•
T-8.
9•-8•
9•-B•
.032
14'-T
"16'-316'-3'
14'-1'
13'-2'
14'-T
14'-1'
F.�
13'-6'
10'-0•
10'-r
10'-r
s'a•
s'.8•
s'-2•
5-r
6-r
6•-r
6'-r
6'-T
6'-T
.020(1)
.018
9'-3•
9'-S
B'-11'
9'-0'
8'6'
9•-6'
9' 6-
ozo
T3'
T-0'
T-0'
6'-9'
6'-10'
6'-7"
8'3•
8'3-
8'-3•
8'-3'
8'-3'
8'.3•
1 r 0•
30
.024
9'$'
9.3-
10.4•
10'-4•
10•-4"
8'3•
8•-0'TS-
02411'-0'
10'-r
10'8•
10-2'
9'-1.
9'-1•
9•-1'
9'-1'
9'-1'
9'-1•
9'-7'
.032
9'3'
8'-10'
25
25
25
9'-10'
13'x•
9 6'
9'-1'
9'-2'
8'-10'
1
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
-_ FOR ROOF PANELS _ -
ROOF PANEL TYPE 10
ROOF UVFJSNOW LOAD, psf
20 25 30 40 50
12-x y2 x0.020• -
- 0.88 0.83 0.75 0.80
24x2)2x0.018- 0.85
0.80 0.65 0.65 - -
24-XV2-4.024- 0.90
0.88 0.70 0.65 -
24x2Y2x0.03Y 1 0.90
0.88 - -
NOTE 1: MULTI -SPAN REDUCTION FACTORS ARE
ONLY APPLICABLE TO THOSE ROOF PANEL TYPES
SHOWN IN TABLE 1.
NOTE: PANEL FASTENERS
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE: 'SAMPLE'
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
- _ - -_....tc1DURALUMWMO 01 9 512-2 8-1 412-28-1 4 A 1.dwp, 3fl 5J101411:46A8 PM, Tabbid
75'
Jr
45'
TYP.
(ALL UNMARKED
ALUM. ALLOY 3004-1-136 OR EQUAL ALUM.
12"x 3 1/2' W PANEL 8• x 2Y• FLAT PAN
LL= PANEL -r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN L.L= PANE12 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LL= PANELT
(PSF) (IN.) EXP.B EXP.0 EXP9 EXP.0 EXP.B EXP.0 (PSF) (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
13'-9- 13'-9' 13'-9' 13'-9• 13'-9• 13•-9' 020 17 6' 17-0'17-0i'
.020(1)
1r o-
11'-1-
11'-z•
10'-T
(IS.
s-11•
.024
.03z
1r -r
10'-10-
RAD11.06R)
10 3•
Z z
9'-T
9'-0'
w
.38'
2.4r�an
J
1 S3•
15-3•
15-3'
1 S3•
15'-3•
13'-4'
13'-4•
13'-4•
13•-T
177'
13'-r
y � U
.7 1.92T 1.92•
13•-r
Z
525•
.024
Jw0
-v.00"�8.00-
17 8'
W -
m y
ALLOY 3004-H36 OR EQUAL
11'-1'
Q o 0
9'-1"
024
6130
Q U
J z
0 v 4a
6'x2Yz'FLATPAN
110 MPH SPAN 120 MPH SPAN MPH SPAN
EXPA EXP.0 EXP.B EXP.0
EXP.B EXP.0
f
o
14•-T 14'-T 14'-T 14=T 14'-r 14•-T
17.8• 17-0• 17-0' 11•-4•
11'-0' 10' 9•
10
(ALL UNMARKED
ALUM. ALLOY 3004-1-136 OR EQUAL ALUM.
12"x 3 1/2' W PANEL 8• x 2Y• FLAT PAN
LL= PANEL -r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN L.L= PANE12 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LL= PANELT
(PSF) (IN.) EXP.B EXP.0 EXP9 EXP.0 EXP.B EXP.0 (PSF) (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
13'-9- 13'-9' 13'-9' 13'-9• 13'-9• 13•-9' 020 17 6' 17-0'17-0i'
30
.020(1)
1r o-
11'-1-
11'-z•
10'-T
10-r
s-11•
.024
.03z
1r -r
10'-10-
10'-1•
10 3•
s 6•
9'-T
9'-0'
1 r-6•
1 r -r
15-3-
1 S3•
15-3•
15-3'
1 S3•
15'-3•
13'-4'
13'-4•
13'-4•
13•-T
177'
13'-r
13'-T
13'-T
13•-r
13'-0'
13'-0•
.024
13-r
17-T
17 8'
11'-10'
tz-0'
11'-1'
9'-1'
9'-1"
024
17-1'
11' 4'
11' 6'
10'-9'
10-10•
10-1'
10
10
9'-2'
10
.024
8'-3"
1T -r 1T -T 1T -r 1T -T 1T -T 1T -T
8'-1•
15-r 15-T 15-T IS 7' IN 7' 1S -T
7-10'
o3z
1S-0'
14'-9'
14'-9'
14'-0'
14'-1'
133•
10'.3'
10'3'
032
14'-1'
13'-1'
13'-4'
17-4
1T-0'
17-0'
10'-T
19'-r
IT 7'
19•-r
19'-T
191-7
19'-r
8'-T
1T -T
1T -r
1T -T
1T -T
1T -T
1T -T
11'-4'
11'-4'
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11'3•
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16' 8'
16' 9'
15'-9'
15-0-
1S-0'
11'-3-
11'-1'
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14'-10°
14'-10'
14'-1'
14'-2'
13'-0'
1
.020
11'3• 11'3• 11'3• 1 r-0• 113• 11.3•
10' 4•
10'-r 10'-r 10•-2' 10 -z- 10 -r 10'-r
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10-1'
9•-6•
9'-6'
9'-0-
s'-1•
8'-8•
11•-2-
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g_1•
8'.g•
8'_g•
8'-4•
8'-6'
T-11'
T-5'
T-5'
17-W
12'-6"
17-8•
12'-0•
1r-0•
17-6•
11'-4-
11'-4•
11'-4•
11'.4-
11'-4•
1V-4"
6'S'
6'-5'
S3'
S3'
S-1'
.024
13'-1' 13'-1• 13'-1" 13'-1' 13'-1- 13•-1"
8'3•
10'-9'
10'3'
10'x'
9'-10•
8'-3'
024
10'-1'
9'-8'
9'-9'
9'-3'
9'S'
14'-9•
20
20
Tom'
�
T3'
71'
14'3' 14' 8' 14' 8' 14' 8' 14: 8' 14'-0'
13'-0' 13'-0° 13'-0• 13'-0' 13'-0' 13'-0'
032
13'3'
17-9'
17-9-
17�'
17�'
11'-T
.032
8'-11'
032
11'-10'
11'-4'
11'-6'
11'-0'
11'-0'
10'-0'
8'-9•
8'-r
15-3'
16'3'
16'3'
8'3-
.032
1 6'.3'
9'-9-
14'-0'
14'-0'
14'-0'
14'-6'
14'-0'
14' -0'.0401S1'14'
.040
.040
-T
14'-T
"16'-316'-3'
14'-1'
13'-2'
14'-T
14'-1'
F.�
13'-6'
12'-10'
13'-0•
17�'
17-0'
11'-10'
11•-1- 11'-1' 11 1• ill -1' 11•-11 11'-1•
9•-9• 9'-9' 9'-9' 9•-9• 9'-9' 9•-9•
g'-1'
8'-10-
.020(1)
9'-10'
9'-3•
9'-S
B'-11'
9'-0'
8'6'
9•-6'
9' 6-
ozo
8•-11-
8'�-
8'$-
8'"3'
8`9•
T-10-
1 T 0'
1 r-0'
1 r-0'
12•-0•
17-0"
1 r 0•
9'-10'
10'-4-�O-94"10'-4•
9'$'
9.3-
10.4•
10'-4•
10•-4"
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10'-r
10'8•
10-2'
10'-3'
9'9'
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9•-10'
oza
9'-1
9'-7'
9'-2'
9'3'
8'-10'
25
25
25
13'-r 13•-r 13•-r 13'-r 13'-2' 13'-r
13'x•
11'x' 11'x' 1�1'4*111'x' 11'x'
13'-0•
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17-T
12'-8'
1 r-2•
173-
11'-0•
8'3'
8'3•
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11'-10•
11•-3•
10•-10•
WWI
T-0'
T3'
14'-2'
14'-r
14' 2'
14'-2'
14'-r
14'-2-
1 r-3-
1731
173
173•
173'
173•
8 9'
8'-r
8'-r
8'-5'
.040
1 S-0'
14' 4'
14'-2'
13'-7°
13'-8'
13'-0'
10'3•
10'3•
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13'3'
17-9'
1 T-9'
17-3•
17�'
11' �J
10•-0' 101-0• 10'-6' 10•-0' 10'-6' 10'.6•
9'-3• 9'-3' 9'-3• 9'3• 9'-3• 9'-3-
1 r -1o•
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9'-2•
B'-9'
8'-11 •
8'-5•
8'-6'
8•-2•
020
8'S'
8'-j •
8'-1'
T-9'
T-10'
T 6'
11'3'
11'.3'
11'3'
1�'-3*111'3'
g�-9-
9 "9°
9•-9•
9•"9•9•"9•9•-9•.02430
10-0'10'-1'
10'-2'
9'-2'
.024
9'-1'
9'-2'
8•-10'
8'-11'
8' 4'
30
30
5-10'
17-6'
17-6'
1 T-0'
12'-6'
17-0'
17.6-
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1r -r
10.8•
1a -s•
10 a•
10'x•
10-0•
1 r-6•
1 r -r
1 r-10•
1 r -s•
1 r -s•
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13'-4'
13'-4•
13'-4•
13'-4•
131-4•
13'-4•
14'3•
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14'-2•
13'-0'
13'-0•
131-0'
13'-3'
17.8'
1 Ste'
1 S-0'
8'-4'
W.I.
9'-1'
9'-1"
9'-1•
9'-1•
.020(l)
9'-r
9•-2•
9'-2'
9'-2'
T-2'
9'-2'
.024
8'-3"
8'-1'
8'-1•
T-10'
7-10'
T-6•
10'4'
10'3•
10'-3'
10'-3'
10'-3'
10'3'
10'.3'
10'3'
50
.024
101-r
10'-T
10'-r
10'-7'
10'-T
10'-T
.032
9'-5'
9'-1'
9'-1'
8'-10'
B'-10'
8'-T
40
11'x'
11'-4'
11'-4'
11'x'
11'-4'
11'-4'
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11'3•
11'3�1111-30.'
13'-0'
1�V-3'111'3'.04011'-0'
12'-8'
16 8' 15.8• 16'-8• 16'-8' 16'$' 16'-8"
11'-3-
11'-1'
11'-0-
10'-T
10'-W
10'3•
40
50
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T= (SEE TABLE BELOW)
.75'
130
5-10'
17-2'
1r -r
17-r
17-2•
17-2"
17-2'
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.040
1r -r
10.8•
1a -s•
10 a•
10'x•
10-0•
1r�•
1r-4•
12•-a•
17-r
1r -r
17-8•
.040
8'-r
8'-2'
8•-r
8' 2'
8'-r
W -r
14'3•
.020 (1)
1T -T
1T-2'
1T-2'
11'-8'
11'-9'
11'3•
1 Ste'
1 S-0'
8'-4'
T-1'
T-1'
6'-11'
6'-11•
8'-9'
9'-r
9•-2•
9'-2'
9'-2'
T-2'
9'-2'
.024
10'-10"
10'4'
10'3•
9'-9•
T-10'
T-10'
T-8'
T-8'
T-0'
50
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101-r
10'-T
10'-r
10'-7'
10'-T
10'-T
.032
8•-8'
8W
83'
B' '
8-19'-9.
.032
9'-T
9-T
9'-7'
93'
9'-5•
8'-11'
.032
11'3•
11'3�1111-30.'
13'-0'
1�V-3'111'3'.04011'-0'
12'-8'
16 8' 15.8• 16'-8• 16'-8' 16'$' 16'-8"
10'-2'
9'-10'
9'-10'
9•-T
14'-10•
14'-10'
14'3'
i n
f-
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10•-r
1
.020
1o• -r
10' 4•
40
50
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T= (SEE TABLE BELOW)
.75'
130
5-10'
9'
10'-9'
10'-9'
10' 9'
10'-9'
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z CEILING FAN AND/
N OR LIGHT FIXTURE
R ( MAX. 30 Ibs. )
w'
FAN BEAM (19'4" MAX SPAN)
HEADER
NOTE 1: WHERE MULTIPLE SPANS OCCUR, MULTIPLY
TABULAR SPAN BY THE APPROPRIATE FACTOR SHOWN
IN TABLE 1, SHEET T-1.
Msers\delKDocuments\DURALUMUAPMO 019512.28-14\2-28-14 A t.dwg, 3115,201411:48:15 PM, Tabbid
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
FAN BEAM
T=.075"
TYR
FAN BEAM I;
ALUM. ALLOY 6063,--T6
I
AII.
ft 19 x J 1/L J.U.J. O%Imr-vv
AT BEAM
ATTACHMENT AT HEADER
T IL V.V.V. VVI\LII♦
AT HANGER CHANNEL
ATTACHMENT AT HANGER CHANNEL
MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
TABLE 1
i. ` TABLE 2
TABLE 3
(2) 211x6 %" AND
WALL HANGERS, 3"x8" AND
EXTRUDED AND 3"x8"
WITH
6Y2
11 ROLL FORMED BEAMS
,;.STEEL HEADERS
STEEL INSERT HEADERS
NUMBER OF N6.14 TEK OR SMS SCREWS
NUMBER OF NO. 14 TEK OR SMS SCREWS
NUMBER OF NO. 14 TEK OR SMS SCREWS
j o
PER FOOT OF BEAM LENGTH
PER FOOT -OF, WALL HANGER AND BEAM LENGTH
PER FOOT OF BEAM LENGTH
3
co
R3:
110 MPH 120 MPH 130 MPH
110 MPH 120 MPH 130 MPH
110 MPH 120 MPH
130 MPH
EXP. B
EXP. C EXP. B EXP. C EXP. B
EXP. C
EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C
EXP. B EXP. C EXP. B
EXP. C
1
255
"BEXP.
1
2125'
11
1
1
6
1
2 2
2
6'
1
6 ,
1
1 1 1 1
1
2-1-21-1---2—
2 2
3
1 2'- 2 2 2 2
1 1 1 1
1
1
7'
1
1 1 2 2
2
7
1 1`E- 1 2 2 2
a.2
T
1
1 1 1 1
1
2
2 2 3 3
3
r, 2 2 2 2 2
1 1 1 1
1
2
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2 2 2 2
2
8
1 1 2 2 2 2
8'
1
1 1 1 1
1
2
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�2 2 2 3 3
1 1 1 2
1
2
g-
2
2 2 2 2
2
g�W2_
2 2 2 2
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1
1 1 1 1
1
2
3 3 3 3
4
2 3 3 3
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2
2
10'
2
2 2 2 2
3
10
2 2 2 2
10'
1
1 1 1 1
1
2
3 3 3 3
4
2 3 3 3
1 2 2 2
2
2
11'
2
2 2 2 2
3
11
2 2 2 2 2 3
11'
1
1 1 1 1
2
3
3 3 4 4
4
2 �,3 3 3 3 3
1 2 2 2
2
2
12
2 3 3 3 3 4 3 4
3
5
12'
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2. 2 2.' 3 2 3 2 3 2 2 3 4
12'
1
2 1 2 1 2 1 2 1
2
2___
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2 4 2 4 3 4 3 4
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5
13'
2 2? 3 2 3 3 3 3 3 3 4
13'
1
1 1 1 1
2
J
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C
z CEILING FAN AND/
N OR LIGHT FIXTURE
R ( MAX. 30 Ibs. )
w'
FAN BEAM (19'4" MAX SPAN)
HEADER
NOTE 1: WHERE MULTIPLE SPANS OCCUR, MULTIPLY
TABULAR SPAN BY THE APPROPRIATE FACTOR SHOWN
IN TABLE 1, SHEET T-1.
Msers\delKDocuments\DURALUMUAPMO 019512.28-14\2-28-14 A t.dwg, 3115,201411:48:15 PM, Tabbid
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
FAN BEAM
T=.075"
TYR
FAN BEAM I;
ALUM. ALLOY 6063,--T6
I
AII.
ft 19 x J 1/L J.U.J. O%Imr-vv
AT BEAM
ATTACHMENT AT HEADER
T IL V.V.V. VVI\LII♦
AT HANGER CHANNEL
ATTACHMENT AT HANGER CHANNEL
�. C.s7-!E
"
2 f
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A RAY
•':T CAMpBE .
i
9'-6" 9'-6- 9'-6- 9'-6" 9-6 9 -2 1
0.042'16 14'-4" 14'-4" 07'44"
4" 14'-4" 14'-4" 16" 20'-2" 20'-2' 20'-2" 20'-2" 20'-2' 20'-2"
" 14'-9" 14'-9"4'-6" 14'-7" 14'-2" 20'-9" 20'-9" 20'-9° 20'-6" 20'-7" 19'-10'
aff 25 .032 25 .032
" 11'-1" "16'-7" 16'-T 16'-T 16'-7" 16'-7" 16'-T
o.o2a•6 5' 0.03r s.s 24 12'-1" 12'-1''-10" 12'-0" 11'-T 24 17-0 17'-0" 17'-0" 16'-8" 16'-9' 16'-3'0.03r0.04r �"," �n,n,_ .�_ o.oar 17'-4" 1T-4" ° 17'-4" 17'-4" 16„ 24-6 24-6 24-6 24-6 24 6 24 6n.042 16 1T-9" 17'-9"'-7" 17'-8" 17'-1" .042 25'-1" 25'-1" 25'-1" 25'-1" 25'-1"
24" 13'-3' 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 24" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0"
I I I I ( I I 14'-7" 14'-7- 14'-7- 14'-4" 14'-6" 14'-0" 20'-6" 20'-6° 20'-6" 20'-6° 20'-6" 20'-6"
I X3.0'---� I 1�2.0•� 1 F —2.0'� I�MAX�2.0'� I
* 3"x8" RAFTER * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS FOOTNOTE: 'SAMPLE'
ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 3004+136 ALUM. ALLOY 30044i36 OR FIGURE INDICATES
EQUAL OR EQUAL EQUAL ATTACHED
FIGURE INDICATES
* NOTE: SINGLE RAFTERS SPACED 16O.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
RAFTER
SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
6
110/120/130 MPH
8
EXP. B & C
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
z w
11
1'
3" x 8"
RAFTER
5
6
6
Z F
7
2"
X 6 1 /2"
RAFTER
9
10
10
z~
11
DBL.
2" x 6 1/2"
RAFTER
6
6
7
"T"
a
ow
Z
a
110
MPH
120
MPH
130 MPH
12
L•L,=
"T"
110
MPH
120
MPH
130
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9
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110
MPH
120
MPH
130
MPH
13
(IN.)
ca o
(PSF)
(IN.)
o
(PSF)
(IN.)
N o
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B EXP.0 EXP.B, EXP.0 EXP. B EXP
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
14
14
15
5'
_
_
_
_
_
11
11 1
12
12 1
13 1
13
14
14
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15
16
29'-8"
29'-6"
29'-8"
28'-9'
29'-3"
26'-3"
n
16'-0'
15'-10"
16'-0°
15'-0"
15'-9"
13'-8'
16 a
22'-6-
22'-4"
22'-6"
21'-1"
22'-2'
19'-2"
16"
26'-3"
26'-0-
26'-3"
26'-3"
26'-3"
25'-7'
16
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
13'-9"
19'-10"
19'-10_
19'-10"
19'-10"
10
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024
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24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6"
13'-1" 13'-0" 13'-1" 12'-3" 12'-10' 11'-2"
18'-4"
18'-3"
18'-4"
17'-3-
18'-2'
15'-8'
24 "
21'-0°
21'-60
21'-6"
21'-6"
21'-6'
21'-0"
24 -
11'-7"
11'-T
11'-T
11'-7"
11'-T
11'-3°
24"
16'-3°
16'-3'
16'-3°
16'-3"
16'-3'
15'-10'
23'-0' 23'-0- -0" 23'-0" 22'-9"
20'-3" 20'-2" 20'-3" 19'-8' 20'-1" 18'-2"
16 n
28'-T 28'-6° 28'-7" 27'-9" 28'-3"
25'-T
16"
21'-10'
21'-10"1'-10"
21'-10"
21'-10"
16'
18'-0"
18'-0"
18'-0'
18'-0"
18'-0"
17'-7'
25'-3"
25'-3'
25'-3'
25'-3"
25'-3"
24'-8°
18 -9
18 -9"
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18'-9 a
18 -9
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16-6
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17'-10'
17'-10"'-10"
17'-10"
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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'-8'19'-8°
19'-8° -8" 19'-8" 19'-8°
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24'-6" 24'-4" 24'-6' 23'-9' 24'-3" 23'-2'
16"
34'-T 34'-4' 34'-7" 33'-7" 34'-2'
32'-8'°
16
21'-6°
21'-6-1'-2"
21'-3"
20'-8"
16
21'-9"
21'-9"
21'-9"
21'-9"
21'-9"
21'-2"
30'-8"
30'-8
30'-8"
30'-8"
30'-8°
29'-10"25
16'-1"
16-1
16-1"
16'-1"
16'-1"
20'-1"
20'-0"
20'-1"
19'-6°
19'-9"
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28'-2°
28'-1"
28'-2°
27'-4"
2T-10"
26'-8"
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24
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17'-7"
17'-T
17'-4"
1T-6"
16'-10"
24
17'-9"
17'-9"
17'-9"
17'-9"
1T-9"
17'-3'
25'-1"
25'-1"
25'-1°
25'-1"
25'-1"
24'-4"
18'-1"
18'-1"
18'-1"
18'-1'
18'-1"
18'-1"
12'-4"
12'4"
12'-4'
12'-4"
12'-4°
12'-4"
16"16'-7"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
1T-3'
16°
19'-1"
19'-1-
19'-1"
19'-1"
19'-1"
19'-1"
16'
11'-9"
11'-9_
11'-9'
11'-9"
11'-9°
11'-9"
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16'-T
16'-7"
16'-T
16'-7"
16'-T
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
10'-2"
10'-2"
10'-2'
10'-2'
10'-2'
10'-1"
14'-2"
14'-2"
14'-2'
14'-2'
14'-2"
14'-2-
30
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24"
15'-T
15'-T
15'-7°
15'-7°
15'-T
15'-7°
24"
9'-8'
9'-8"9'-8°
9'-8"
9'-8'
9'-8"
13'-T
13'-T
13'-T
13'-7"
13'-7-
15'-10" 5'-10' 15'-10" 15'-10" 15'-10" 15'-10'
15'-8" 15'-8" 15'-8° 15'-8"�16-8"16-8-
16
22'-1" 22'-1• 22'-1"22'-1° 22'-1"
22'-0'
16"
16'-8'
16'-8"
16'-8"
16'-8"
16'-8"
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5'-0"
15'-0'
15'-0'
15'-0
20
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
12'-1"
12'-1"
12'-1"
12'-1"�12'-l"12'-1"
12'-10"
12'-10"
12'-10"
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18'-1'
18'-1_
18'-1°
18'-1"
18'-1'
18'-0"
40
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20
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13'-8_
13'-8"
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13'-8
13'-8"
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12'-3"
12'-3"
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12'-3°
12'-3"
12'-3'
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17'-3"
17'-3°
17'-3"
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13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4"
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19'-0" 19'-0" 19'-0" 19'-0' 19'-0" 18'-10"
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26'-8" 26'-8" 26'-8" 26'-8" 26'-8"
26'-T
16
15'-0'
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
16
18'-1"
18'-1"
18'-1"
18'-1"
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25'-6'
25'-6"
25'-6"
25'-6°
25'-6"
25'-6°
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"
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50
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24 "
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11'-2°
11'-2"
11'-2"
11'-2"
11'-2"
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14'-9"
14'-9"
24"
20'-10"
20'-10"
20'-10"
2
20'-10°
10'-T
10'-T
10'-7-
10'-7-
10'-7"
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15'-10"
15'-10"
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13'-4"
13'-4"
13'-4°
13 j"
13'-3"
12'-9"
_
24
24"
n
n
3n
0.q.
9, 3n
9'-6" 9'-6- 9'-6- 9'-6" 9-6 9 -2 1
0.042'16 14'-4" 14'-4" 07'44"
4" 14'-4" 14'-4" 16" 20'-2" 20'-2' 20'-2" 20'-2" 20'-2' 20'-2"
" 14'-9" 14'-9"4'-6" 14'-7" 14'-2" 20'-9" 20'-9" 20'-9° 20'-6" 20'-7" 19'-10'
aff 25 .032 25 .032
" 11'-1" "16'-7" 16'-T 16'-T 16'-7" 16'-7" 16'-T
o.o2a•6 5' 0.03r s.s 24 12'-1" 12'-1''-10" 12'-0" 11'-T 24 17-0 17'-0" 17'-0" 16'-8" 16'-9' 16'-3'0.03r0.04r �"," �n,n,_ .�_ o.oar 17'-4" 1T-4" ° 17'-4" 17'-4" 16„ 24-6 24-6 24-6 24-6 24 6 24 6n.042 16 1T-9" 17'-9"'-7" 17'-8" 17'-1" .042 25'-1" 25'-1" 25'-1" 25'-1" 25'-1"
24" 13'-3' 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 24" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0"
I I I I ( I I 14'-7" 14'-7- 14'-7- 14'-4" 14'-6" 14'-0" 20'-6" 20'-6° 20'-6" 20'-6° 20'-6" 20'-6"
I X3.0'---� I 1�2.0•� 1 F —2.0'� I�MAX�2.0'� I
* 3"x8" RAFTER * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS FOOTNOTE: 'SAMPLE'
ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 3004+136 ALUM. ALLOY 30044i36 OR FIGURE INDICATES
EQUAL OR EQUAL EQUAL ATTACHED
FIGURE INDICATES
* NOTE: SINGLE RAFTERS SPACED 16O.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
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 1
12
12 1
13 1
13
14
14
15
15
16
- _ _tnr -urn8 ds\DURA UMMPMO 01 9W-28-1412-28-14 A 1,ft, 3M5I2D1411.4923 PM, Tabloid
9L
1011:1
PROJECTION —
SPAN
RIBUTARY TRIBUTARY=
WIDTH 1/2 SPAN + O.H.
h
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
EQUAL TO CENTER SPAN TO CENTER SPAN
RAFTER SPANS FOR OPEN LATTICE COMMERCIAL &PATIOS
AL
ENS-
� 4
41O
1. cPM
p R MA I. '•
y L • o
.Exp:0.
. r
•�
d•. cvl • o
�o.'i S+t14
I
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110/120/130 -M PH
EXP. B & C
z
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
t
x.
!iT
Z
z z
0
W
� � w
o5�
co
�ce 0
" Z
J 0
WOR
mIL
m
� Z U
U z
0gz
!-U 9
w
f
0
0
•v
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m�
m �e
LL U
azZ�,
0 LA
o
>aa
o�z�
V a N
0
Wmm
aomW
zw
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wow..
mom
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It
co
w
LL
at 0
OLum
W
U)
a v
o
2"X
61/2" RAFTER
ow
a
a -o
DBL.
2"x 6 1/2" RAFTER
L.L =
(PSF)
"T°
(IN.)
11U MPH 120 MPH 130 MPH
L.L.-
(PSF)
"T"
(IN.)
110 MPH 120 MPH 130 MPH
P g 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'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-0'
14'-6"
14'-8"
14'-6"
24 °
7'-6" ' T-6" T-6- 7'-6- T-6" T-6-
8'-" 8-0'" 8'-6" 8'-6" 8'-6" 8'-6"
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"
30
30
.032
16"
12'-6"'.. 12'-6- 12'-6" 12'-6" 12'-6" 12'-6"
13'='1" , 13'-1" 13'-1" 13'-1" 13'-1" 13'-1"
.032
16'18'-4"
18'-7"
18'-7-
18'-0"
18'-7-
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4°
24°
10'-2- " 10'-2" 10'-2" 10'-2- 10'-2" 10'-2"
10' W 10'-8" 10'-8" 10'-8" . 10'-8" 10'-8"
24"
15'-3" 15'-3" 15'-3" 15'-3" 15'-3"
15'-1" 15'-1" 115'-1" 15'-1° 15'-1°
15'-3-
4-1-
042
16"-
16'-0" ""
16'-0"
i 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'-7"
22'-2"
22'-7-
22'-2"
22'-7"
22'-2-
F18'-24°
12'-3"'" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3"
12-10 12'-10'12'-10 12'-10 12'-10 12'-10'
24°
6" 18'-6" 18'-6" 18'-6" 18'-6-
18'-2" 18'-2"18'-2"18'-2" 18'-2"
18'-6"
18'-2"
.024
16°
8'-0°
8'-0"
8'-0"
8'-0"
9'-1"
8'-0-
9'
8'-0"
.024"
16"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8'
2'-10"
12'-8"
2'-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"
24
9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
10'-4" 10'-4" 10'-4" 10'-4" 10'-4"
9'-10"
10'�l"
.032
16°
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
.032
16"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1-
16'-4"
16'-1"
16'-4"
16'-1"
40
40
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 n
12'-6" 12'-6" 12'-6" 12'-6" 12'-6°
13'-2" 13'-2" 13'-2" 13'-2" 13'-2"
12'-6"
13'-2"
042
16-
l3'-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"4"
19'-9"
19'-9"
4°
19'-9"
19'-4"
19'-9"
19'x"
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"
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"
7'-3"
8'-2"
7'-3"
8'-2"
7'-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"
24"
8'-3" 8'-3" 8'-3" 8'-3-
,-4" 9.- 9,�" 9r wn 9,�,r
8'-3-
9,4n
.032
"
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"4'-6"
!8-3-
8"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-16
14'-6"
50
50
n
24
T-0" T-0" 7'-0" 7'-0" 7'-0" - 7'-0"
8,-4„ 8,�„ 8,�„ 8,�„ 8,-4- 8'-4"
24"11'-10"
11'-3"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-10"
.042
6
11'-9" "
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
:042
16-
IT -9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
IT -9"
17'-6"
17'-9"
17'-6"
24"
9'-0" 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" kl3'-7"
14'-3" 14'-3" 14'-3" 14'-3"14'-3"
13'-7"
14'-3"
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
t
x.
!iT
Z
z z
0
W
� � w
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co
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" Z
J 0
WOR
mIL
m
� Z U
U z
0gz
!-U 9
w
f
0
0
•v
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m�
m �e
LL U
azZ�,
0 LA
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V a N
0
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at 0
OLum
W
U)
exP� o
1
SPLICE
WHERE
0.075'
TYP.
A MAG BEAM
ALUM. ALLOY
6063-T6
6.5" ROLLFORM
BGUTTER FASCIA
ALUM. ALLOY
3004-H36
DBL. 2"x6.5"x0.042"
ALUM. ALLOY 3004-H36
OR EQUAL
Q
DBL.2"x6.5"x0.032"
ALUM. ALLOY 3004-H36
OR EQUAL
�—T=12 OR
14 CA _
ASTM
GRADE W
.04r
WP.
HEADER BEAM TYPES
C 4" I -BEAM
ALUM. ALLOY
6063-T6 IF
3"x8"x0.042" BEAM
n ALUM. ALLOY 3004-H36
OR EQUAL
.03r
ALUM.
Is
D 4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
&RBL .3"x8"x0.042" BEAMAUM. ALLOY 3004-H36
OR EQUAL
—1 1.00" 1-
0.14' R�
TYP.
128• 0.046'
TYP.
E 3" SQ. STEEL BEAM
ASTM A653 GRADE 40
7
3"x8"x0.042" BEAM
�ASTMW/ 14 GA. STL. INSERT
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 3W" BEAM.
0.�
}
DBL. 3"x8"x0.042" BEAM
SPLICET
@)� W/ DBL. 14 GA. STL. INSERT
WHERE
OCCURS
ALUM. ALLOY 3004-H36
OR EQUAL
0.024•
0.032•
DBL. 3"x8"x0.042" BEAM
I"
0.110'
P W/ DBL. 12 GA. STL. INSERT
TOTE:AM TOP AND
:ACM HEADE BE BE CUT AT
�J ALUM. ALLOY 3004-H36
OR EQUAL
NOTE WHERE
SMALL
ED 3
OR
12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWN
COLUMN
-ACHI�R o NOT
CCU
OCCUR
IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3W BEAM.
DR MORE COLUMS COLUMNS
FLANGES AT END MO 0195%2-28-14%2-28-14A
1.dwg, 3M5,201411:53:33 PM, Tabloid
CUT
.__.-w.InD0cumentslDUMLUMv0
HEADER BEAM TYPES
C 4" I -BEAM
ALUM. ALLOY
6063-T6 IF
3"x8"x0.042" BEAM
n ALUM. ALLOY 3004-H36
OR EQUAL
.03r
ALUM.
Is
D 4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
&RBL .3"x8"x0.042" BEAMAUM. ALLOY 3004-H36
OR EQUAL
—1 1.00" 1-
0.14' R�
TYP.
128• 0.046'
TYP.
E 3" SQ. STEEL BEAM
ASTM A653 GRADE 40
7
3"x8"x0.042" BEAM
�ASTMW/ 14 GA. STL. INSERT
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 3W" BEAM.
0.�
}
q
SPLICET
9.125
WHERE
OCCURS
ALLOY
0.024•
0.032•
sos+-Ts
I"
0.110'
o.04r
WP.
=3"SQ.xt=0.313' (1)
om l
JI
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) - COLUMNIPOST HEIGHT LIMITED TO 10'-0" MAXIMUM. -'
C3" SQ. ALUM. POST
DB3" SQ. ALUM POST (1) ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36 3" SQ. STEEL POST
F ASTM A500GRB ff r-46ksi)
#10 SMS
@24'O.c
EA SIDE
3" SQ. ALUM. POST
p WITH SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
E MAG POST
ALUM. UOY
6063-T6
SQ. STEEL POST
ASTM A500 GRADE B
0
Z
W
W
Z
zz�
W q
m w
U � �
0
•e
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IL
Q 0 O
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FOU
rc
0
0
U
LL
cc =
as
u2
� N
�a
N �
0
"Z
0§
o „I
w0
2:
J
3
N E
m � W
LL
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Q?Wm
[L
o�tu
Umar
O�v
o_om�
r
W
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m Z
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co at
G =3"SQ.xt=0.188" (1)
f i=3'SQ.xt=0.250" (1)
0.024•
0.032•
o.04r
=3"SQ.xt=0.313' (1)
J=4"SQ.xt=0.188"
PLASTIC
PLUGS
\
K=4"SQ.xt=0.250"
#10 SMS
@24'O.c
EA SIDE
3" SQ. ALUM. POST
p WITH SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
E MAG POST
ALUM. UOY
6063-T6
SQ. STEEL POST
ASTM A500 GRADE B
0
Z
W
W
Z
zz�
W q
m w
U � �
0
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cc =
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u2
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0
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2:
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Users\deil\Domiments\DURALUMUAPMO 0195\2-28.1412-28-14 A t.dwg, 3115201411:59.1Z PM, Tabloid
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS'
NOTE
A34 FRAMING
ANGLE
1. EXISTING ROOF OVERHANG DESIGN LOADS:
3/16' STEEL NOTE: BRACKET CAN BE LOCATED
8° 0 1/4'H HOLES,TYP. ANYWHERE ON EAVE.
0
SEE TABLE 2
ROL = 3 psf jMIN) TO 8 psi (MAX) RLL = 20,25.3% 40, & 50 psf
0
w
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS 1200 psi.
OTE: PROVIDE WATER
w
FASTENERS, SEE
TABLE 2
-
0 TYP. BRACKET PROTECTION, METAL FLASHING
(j o
AT EVERY 2x CAUCK JOINTS AND SLOPE
Z o
R.F. OR EXT. HANGER
8 0 0 TO DRAIN
uj '7
CHANNEL, 2X OR 3X
LEDGER OR WALL HANGER
0 EXISTING EAVE
EAM
RAFTER BRACKET
WITH FASTENERS PER TABLES
2x WOOD STUD,
OVERHANG
SEE TABLE 1
U m
MASONRY OR
1 1/4"
(24' )
�oRaaLEDGER
1' MIN.
CONCRETE
Q a
ALUM. UM. R 2X OR
3x ALUM. RAFTER
EXIST. RAFTERS AT
3
RAFTER
w n zo
EXIST. FASCIA BOARD
24' O.C. AT ROOF
OVERHANG
)
(3}#14x31/2' W.S
m FA
a w
1' MIN..
2 w 0
ALLOWABLE PROJ. EXISTING EA
<a0�
TO BEAM
SEE TABLE 1
OVERHANG
(24' MAX)
NOTE: PLACE'SIKA FLEX' OR SIMILAR
NOTE: BRACKET MAY BE
O Z
F o 4a
MATERIAL BETWEEN BRACKET AND COMP.
SHINGLE ROOFING TO PROVIDE SEAL
MOUNTED BELOW RAFTER
w
W/ SAME CONNECTIONS.
EAVE CONNECTION
WALL CONNECTION
0
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2W (AT 2A Y:'
ALTERNATE EAVE CONNECTION
MINIMUM RAFTERS), NOMINAL 2-xB' (AT 3'x8' MINIMUM RAFTERS)
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
OR KILN -DRY WOOD -FII LEA 2x6 Y• OR 3•x8' ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM DESIGN LOAD.
LL
NS
TABLE 1
TABLE 2
TABLE 4 ANCHORS INSTALLED
a.
o
TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
INTO CONCRETE WALL
c;_
OR RAFTER
CONNECTED TO EXISTING ROOF
OVERHANG
WITH 6 -INCH MIN.THICKNESS
C;.;
Na
EXISTING
MAXIMUM PROJECTION
�=
(A) - PALLOW (F1) SIMPSON A35 FRAMING ANCHOR USING SD9112 SCREWS
COVER
NUMBER AND TYPE
FRAMING MEMBER
o 0
WIND SPEED MPH AND EXPOSURE
(MPH)
COVER
AT ROOF
(B) - PALLOW (F1) (2) SIMPSON A35 FRAMING ANCHOR USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB
L.L.
OF FASTENERS
ONit
L.L.
OVERHANG
FULL LENGTH OFRAFTER TAIL
o nI
Q
110, B
110, C
120, B
120, C
130, B
130, C
10
' O x 1 Ye' POWERS WEDGE BOLT-
OLT-2"x
STAINLESS STEEL AT 16' O.C.
2"x4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
a
10# L.L.
20# L.L.
25# L.L.
30# L.L.
40# L.L.
50# L.L.
=
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
25'-7"
25'-4"
21'-2"o
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
10
m 3
(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 -
2"x6" FULL OR
If
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"
STAINLESS STEEL AT 16' o.c.
8
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)
%• O x 1 Y' POWERS WEDGE BOLT -
oa
'x o
2°x10" NOTCHED
25
STAINLESS STEEL AT 1Y O.C.
0 o
or -
6'
(A)
(A)
(A)
(A)
(A)
(A)
(A) (A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
uio
7'
(A)
(A)
(A)
(A)
(A)
(A)
(A) (A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
30
Y' 0 x 1 Ys" POWERS WEDGE BOLT -
z i
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0°
26'-0"
26'-0"
20
STAINLESS STEEL AT 12' O.C.
B
2"x6- FULL OR
$'
(A)
(A)
(A)
(A)
(A)
(A)
(A) (A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
2"x8" NOTCHED
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)
4D
POWERS WEDGE BOLT -
2"x8" FULL OR
2"x10" NOTCHED
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 C
E
> m
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
11'
(A)
(A)
(A)
(A)
(A)
(A)
(B) (B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)•
50
0 x 1 Ya POWERS WEDGE BOLT-
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)
STAINLESS STEEL AT 8' o.c.
LL
U
25
2�xs� FULL OR
2x8 NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE 3
to 0!i m
TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
OR ROOF PANEL RAIL TO EXISTING WOOD STUD WALL FRAMING
2"x8" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
o
2"x10" NOTCHED
o *
a �
2" x 4" FULL
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"w
=�-i�s-'
Lu
0 Z A
�
2" x 6" NOTCHED
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
30
IAMETER LAG SCREW
(F) - 1" DIAMETER LAG SCREW
v a N
O
2"x6" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
2"x8" NOTCHED
aomm
}
10# L.L.
20# L.L.
25# L.L.
30# L.L.
40# L.L.
50# L.L.
n
2"x8n FULL OR
2 x10 NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0°
26'-0"
a_
WIND SPEED
—n 3 (EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
2" x 4" FULL
11'-7"
11'-7"
11'-7"
11'-7"
11'-7-
11'-7"
~
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
110 1120
130w
o W ..
>�'om
2" x 6" NOTCHED
16-6°
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
2"x60 FULL OR
"
"
,- "
,- "
"
,- "
5'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
40
Z a W W
2 x8 NOTCHED
19-6
19-6
19 6
19 6
19-6
19 6
3,;;��
a� act
6' (C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
2"x8" FULL
o
oco cc
7'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
co
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
2" x 4" FULL
8'-11"
V-11° 1
8'-11°
8'-11"
8'-11"
8'-11"
8'
(C)
(C)
(G)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(E)
(E)
(E)
2"x 6" NOTCHED
12'-1"
12'-1"
12'-1"
12'-1"
12'-1n
12'-1"
9'
(C)
(C)
(C)
(C)
+{C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(E)
(E)
(E)
o
50
0 co
W
2�x6p FULL OR
15'-3n
15'-3"
15'-3"
15'-3"
•15'-3n
15'-3"
10'
(C)
(C)
(C)
(C)
,(C)
(C) ,
(C)
(C)
(C)
(C)
(C)
(C)
(E)
(E)
(E)
(E)
(E)
(E)
2 x8 NOTCHED
w
(C)
(C)
(C) ,j(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(E)
(E)
(E)
(E)
(E)
(E)
2"x8" FULL OR
2"x10" NOTCHED
20-9 °
,- n
20 9
,- "
20 9
�-
20 9
�- "
20 9
�- --ill
20 9
1(C)
12' (C) I
(C)
(C)
(C) "I
(C) I
(C)
(C) I
(C) I
(C)
(D)
(D)
(D) I
(E) I
(E) I
(E) I
(E)
(E)
(E)
Users\deil\Domiments\DURALUMUAPMO 0195\2-28.1412-28-14 A t.dwg, 3115201411:59.1Z PM, Tabloid
c
S I.
XDU� UMWMO 019512-28-1412-28.14 A i.dwg, 311620141204:46 AM, TabloW
�_�nn,.,yimerds
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
T=.060" TYP.
o
2.740" SEE SHEET 4
W
1.50'
FASTENERS, pig
SEE SHEET 8
W
z
z z
A
T=.060'
N
F 1
ALUM. 3004-H36
06
FASTENERS o
•2'R .05
W
j.5
01(2°
.20T
DIA
SEE SHEET 8 0
FASTENERS,
SEE SHEET 8
0 1 v
a, d
1= 0.04'
• °
.563'
N
5'
.20
a
oa r o
w o
roi
281'
CONTINUOUS A- RAIL
3•
.J,
m
m FASTENERS
O
_
ROOF PANEL ¢ WHERE OCCURS)
ai
a W �
w U
SEE SHEET 8
a
.06 " °
I FASTENERS,
FASTENERS, UJI x ALUM.ALLOY
17s
}-1.880 SEE SHEET 4
SEE SHEET6063-T6
ALUM. ALLOY
W
ALUM.ALLOY
ALUM.ALLOY
6063-T6
6063-T6
6063-T6
$
A ROLL FORMED
O
B EXTRUDED
O
C I.R. HANGER
O
WALL CONNECTION 1
O
"H" BRACKET
HANGER
HANGER
U.
as
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
o
AT ROOF LOADS EXCEEDING 30 psf.
40#,50# L.L.=(4)#14 SMS EA SIDE
o
(3) Y"0 LAG SCREWS
— — — — --- --- --
c
#14 SDS,
_ 3/4" OR 1 1/2°
Q
3 PER SIDE
I 2" x 61/2" OR
W
5° MIN. RAFTERLUM.
o
>_
I
� �
I
3•
3/4° OR 1 1/2___—
-- —
x
6 -BRACKET
W a i l
3•
EXISTING WOOD STUD FRAMING
8 w z a
OxQ
U U 1- N
p FOD
W
U, w
�•
Q m
LL
2 EACH 1/4.0 x 3-1/2' LAG SCREWS LL=10 psf
3"X8° ALUM. 3"X8" ALUM.
2 EACH 12'0 x 3-1/2' LAG SCREWS LL=20, 25 AND 30 psf
2X'
2 EACH 5/8.0 x 3-1/2' LAG SCREWS L:L=40 AND 50 psf
RAFTER HEADER
(2' MIN. PENETRATION INTO EXISTING WOOD STUD)
PENETRATION BRACKET
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
NOTE: USE LEDGER WHERE RAFTER SPACING
E
WE
EXCEEDS EXISTING STUD SPACING
m
THREADED PORTION OF SHANK COMPLETE
m,
PENETRATION INTO EXISTING CORNER STUD.
SEE TABLE 2, SHEET 8
-
-- - --. -- - -
LL
� .08
WW
HEADER BRACKET 2
RAFTER TO WALL CONNECTION 3
1 1/2' OR 2'LATTICE #8 S.M.S.
#8 S.M.S. EACH SIDE
0 g
W a a
ALTERNATE 10
BOLT CONNECTION—J7 PLAN 2DOUBLE RAFTER-
LATTICE 1 1/2' OR 2'
SHEATHING 2'x6 Yz'x0.024- STINGDBL.
ALUMINUM MEMBER WITH
3'X8°X.042 BEAM
OR DBL. 2'X6.50(.032' BEAM
v j n
O a �
44114 S.M.S. EACH
a WOOD FILL OR
a > N
2'x6' NOMINAL LEDGER
a o m
RAFTER TO COL
(NEW OR EXISTING)
0
CONNECT. (8 -TOT.)
2'x6.5' OR 3°x6' RAFTER
►-
I 1
0 -
ALTERNATE: 1/2' BOLT
w
10
o
0
�•
i o Lu
4S' o s•
ALTERNATE:
.n t (2) SIMPSON SOS
m
m z a
�•
(2} #14 S.M.S. EACH RAFTER
TO COLUMN CONNECTION
5/8' 0 ACCESS HOLES
3
a � �
INSTALL 6- #14 X Y'
a�
o o y ir
3'x 3'STL.POST (247 0 ALTERNATE:
(4 -TOTAL)
#LONG
-
SDS @ EACH
3' SQ. POST -
INSERT ATTACHED OR (2}2x6.5' OR
_ ALTERNATE: ' -
HEADER TO COLUMN
3'x 3"STL.POST COLUMN(2}37c8°HEADER
FOR FREESTANDING
(2} 2x6.5' OR (2}3°x8° HEADER
a EXISTING
1' STUCCO OR EQUAL
(12 FASTENERS PER
CONNECTION )
(2}1/2 -BOLT
ALTERNATE:
U-
3'X3'x0.024' (1) - 1/2' BOLT OR
2.5' PENE. INTO EACH WOOD STUD
o O
2'x 6.5' SIDEPLATE CONNECTOR (2)- #14 S.M.S. EACH RAFTER
EXIST. STUCCO / LEDGER
DOUBLE HEADER TO
W
DBL. RAFTER/ DBL. HEADER CONN. 4O STUB COLUMN TO DOUBLE HEADER CONN. O
ATTACHMENT DETAIL O6
COLUMN DETAIL
XDU� UMWMO 019512-28-1412-28.14 A i.dwg, 311620141204:46 AM, TabloW
�_�nn,.,yimerds
L ,lk\EXP.0313
V
'
ALUM." f"BRACKET USE WITH
COLUMN / POST SURFACE MOUNT"AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
' CUBE FTG.
POST TYPE B,C,D, OR E.
SINGLE POSTS
^F •
USE (2 3/8.0 HILT]
KWIK BOLTS
3'SQ. POST
20" 21" SQ.
OR EQUAL
B
Z
(2)-100
STEEL"rBRACKET USE WITH '
I
16•
POST TYPE B,C,D,E,F,G,H,J OR K -
(4}12 0
SEE NOTES BELOW
w
Z_
(2}x/8'0 HILTI KWIK-BOLT
23'
BOLTS OR EQUAL
O O 0
4-
2 %" EMBEDMENT DEPTH
BRACKET TO SLAB.
� J
FOR KWIK BOLTS)
MINIMUM DISTANCE TO
30' 39" SQ. 28-
-
EDGE OF SLAB = 4" OR
40- - 42 CUBED (1)
(4)314'0
TO CRACK =10'
34" 47" SQ.
'
d
(2- MIN. EMBEDMENT)
36- 51' SQ. 34"
38- 55" SQ. 37'
40- 60' SQ. 39"
{
o
CUBE i&o-nNG W/4 -SLAB
DEI rrH
A _
IQ .+
FOR POST TYPE J& K
Y
T BRACKET Q 3"SQ. POST
W/ (4}#14 SMS EA SIDE OF POST
'
ALUM." f"BRACKET USE WITH
OR 1/2" M.B. THROUGH POST
' CUBE FTG.
POST TYPE B,C,D, OR E.
SINGLE POSTS
3" SQ. POST
USE (2 3/8.0 HILT]
KWIK BOLTS
3'SQ. POST
20" 21" SQ.
OR EQUAL
23- & 24' CUBED (1)
(2)-100
STEEL"rBRACKET USE WITH '
I
16•
POST TYPE B,C,D,E,F,G,H,J OR K -
(4}12 0
SEE NOTES BELOW
USE (2}3/8"0 HILTI KWIK a
(2}x/8'0 HILTI KWIK-BOLT
23'
BOLTS OR EQUAL
TZ-SS314, EACH 4
4-
2 %" EMBEDMENT DEPTH
BRACKET TO SLAB.
35' - 39- CUBED (1)
FOR KWIK BOLTS)
MINIMUM DISTANCE TO
30' 39" SQ. 28-
-
EDGE OF SLAB = 4" OR
40- - 42 CUBED (1)
(4)314'0
TO CRACK =10'
34" 47" SQ.
'
d
(2- MIN. EMBEDMENT)
36- 51' SQ. 34"
38- 55" SQ. 37'
40- 60' SQ. 39"
42" 64" SQ. 41'
e !;
CUBE i&o-nNG W/4 -SLAB
DEI rrH
A _
SLAB SHALL BE IN
FOR POST TYPE J& K
o POURED CONCRETE • ?r
" c: {"�: ' •:•
GOOD CONDITION
FOOTING SEE NOTE
FOR SIZE
3 1/2' MIN.
SEE FOOTING
3"OR4"SQ.
" WZ
SCHEDULE"
-QUARE
IN BEAM SPAN TABLE
OEXISTING SLAB
ATTACHED COVERS ONLY
POSTS TO CONC. FOOTING
O ATTACHED COVERS ONLY
CATTACHED j
CfA LTERNATE FTG. J
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)-100
31/4•
22" 25- SQ.
16•
25' - 30' CUBED (1)
(4}12 0
31/4'
2a''1 28 -SQ. I 20'
26' 32- SQ.
23'
31- - 34- CUBED (1)
(4)-W'O
4-
28" 35' SQ.
25'
35' - 39- CUBED (1)
(4/4'0
4 3/4"
30' 39" SQ. 28-
32' 43" SQ.
30"
40- - 42 CUBED (1)
(4)314'0
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- 1 69- SQ. 43'
CUBE i&o-nNG W/4 -SLAB
ca
- Z
' STEEL POST ONLY: _ w o a
USE POST TYPE m m n'
• 'r I gnFnv
r r i F, G, H, J OR K
I < n o
UQv
1/2 DEPTH OF I I w
FOOTINGOR r j -° ►' 2
r12" MIN. EMBD. ' I - 0
Lu-.
_j
• • i l I f -e. i7 m_J zI
i. I ri wH r as
c> 2
LLJ
U w (L JI o 0
(1)-1/2"OM.B. o,
X9- LONG, 1- o" a (p Q / o _o
FROM END p m o °
OF POST z� ` °Q z
a�
CONCRETE SQUARE, SEE FTG.
SCHEDULE IN BEAM > o
FOOTING SPAN TABLE J =
O9SQUARE POST EMBED.
INTO FOOTING ? z
UsersWeIN)ocumenlslDURALUMIAPMO 019512-28-1412-28-14 A i.dwg, 311 6201 4 1 209:50 AM,11 x 17
a ZO
J
O
s
m Q
F LLO,
NOTE: ALL COMPONENTS ARE INTERCHANGABLE UNLESS OTHER WISE NOTED
W
OZow
,
s
¢ 0 LL
+
(3}3/4"0 BOLTS
m � n W
' o
P
FOR POST TYPE J& K
w m
0.2 2
3"OR4"SQ.
" WZ
5"
INSERT
16"
x 0.188"
ASTM A36
E
4 5"
STEEL
E
> m -
cL
T.O.C.
-
c�
m o
(4)- SS316 3/4"0 HILTI KWIK BOLT TZ STAINLESS
a Z w m
w
'
STEEL PER I.C.C. ESR -1917 OR EQUAL
(4 3/4° EMBEDMENT DEPTH)
(4
>-
m o w U.
•
••,.• -
LL
waa�
ALUM. ALLOY 3.00" OR
o 7 _ o
6063-T6 2.40"2.0"
INSERT TO
UDaA
1.37511
BASE PLATE 3/16" VQa
m m
q 7/16"0 HOLE
0
FOR 3/8" MB
.56' is
2 FLANGES'
POST _
W
0 .75"
2 1/8" APART
o
ASTM GRADE 36 STEEL
Z
0
p
INSTALL 1Y" x 1Y" x y" HDG
1'125"
2.5"
INSERT—
> m o m
p
WASHER PLATE AT ANCHORS
a
9" SQ. X 5/8° THK. `-" `-'
z a w
1.60"
75'
75° BASE FLARES
THK. BASE PLATE
a 6 2
1.50
157°
TYP
TO 3"WIDE EA.
SIDE OF FLANGES
(ASTM A572 STEEL)
o o m m
O90° TMP'
1 1/2' 6• 1 1/2'
INSTALL 1Yz° x 1Yz' x Y° HDG
USE FOR 3" OR;P
1.75°
� '
FOR 3" POST,
WASHER PLATE AT ANCHORS
STEEL POSTS
;5.50°
4" WIDE FOR 4" POSTco
FOR 130 MPH>a
(j1-7/16"0 HOLE
WELDED STEEL BASE PLATE
Q
U.
0
2- 5/16"0 HOLES
& 2-3/8" HOLES
•
TYP. EA. SIDE
w
ALTERNATE FREESTANDING
r
ALUM "T" BRACKET
STEEL
"T" BRACKET
BASE PLATE ANCHOR
UsersWeIN)ocumenlslDURALUMIAPMO 019512-28-1412-28-14 A i.dwg, 311 6201 4 1 209:50 AM,11 x 17
c7xo IAL
- `GEN
\yo �i� F P
LATERAL FORCE RESISTING SYSTEM (LFRS) FORATTACHED COVE
AS AN ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS
MINIMUM NUMBER OF REQUIRED
COLUMNS FOR ATTACHED COVERS
m 3
2"X6.5"X0.032" SIDE PLATES
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
1 3
4
1 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
m 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
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 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.
... -__ A.tnnnaumer0\j)URALUM'APMO 019512-28-1412-28-14 A l AWg, 311 6201 4 12:19:08 AM, 11 x 1
RO
INSULATE
INTERLOCKII'
WALL
HANGER
14
6 SCREWS
3.5°
3.5'
1❑ OR [2
SEE NOTES
BELOW
#14 SMS EA SIDE
TOP MID HEIGHT
BEAM SPLICE TO
41) OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
@ 2 -POST UNITS QCRFW IC 1AICIT F=
I
.5" #14 SMS MAY
BE USE AS
:3:5 ALTERNATE TO
1/4°0 BOLTS
8° BEAM
.5'
6 1/2" SIDEPLATE EA.
SIDE SEE POST SCHEC
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. EflW/ (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
ROOF PLAN
FASTENERS,
8
O
SEE SHEET 8
ROLL -FORMED 914 SMS @ 32' O.C. MAX
OR IRP (4 MIN. PER PANEL INTERLOCK
OLL-FORMED
PANEL
ROOF HANGER
ROLL -FORMED PANEL
2 INTERLOCKING SEAM
#14 SMS @ 32' O.C.
4 MIN. PER EACH JOINT
ALUMINUM S.
TOP & BOTT. 0.024'
P
INSULATED ROOF PANEL
INTERLOCKING JOINT
O
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No.217"
THI
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Jsers\delhDocumentsU)URALUM\IAPMO 01
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS (11) BEAM TO POST DETAILS (12) BEAM TO POST DETAILS 103
SIMPLE SPLICE FULL MOMENT z
Lu
9. lu
24" OPTIONAL DECORATIVE FASCIA z
1"j 11 3* i -s .11M.%11.1". (WOOD, ALUM. OR HARDSORD)
I T -FIT I z z
(2)110 S.M.S.@ EA.
VALLEY,TYP.
(12)-#14x 1/2S.M.& EACH SIDE OF r ui X
+ �F +
J SO. POST (8 -TOTAL) i2l
#12 S.M.S. _-t-+ + _r _r T__t t -
TYP. THICKNESS =.035' (24 TOT ALTERNATE: 1/4"0 BOLT W/ WASHER
11 TYP. THICKNE! SIDE OF 3'SO. POST 0 0-�
6.3W IPS =.035' ul
II
IE r-=1 3
'0 'M'
(8 TOT.
N zo
+ + +
++ ++11++ ++ 3 ',!i o
ALUM. ALLOY 3004-1-13f ALUM. ALLOY 30D4 -H36 ui
A IL w D
OR 6063-T5, FOR EXTRUDED OR 6063-T5 FOR EXTRUDED 2 cr 0
.75 1 0 1 0 0
z x
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR 1 _1_1 I < 0
0 Z
SPLICES - ROLLFORMED & EXTRUDED FASCIAS 2-W 3' Sq. POST
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS' I -BEAM ALUM AULOY�_ NOTCH I -BEAM FLANGE L -9
AS NEEDED TO CLEAR ui
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE IT SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. (6061-T6) ALTERNATE SQ. POST.CONNECT WEB
STL. C_B -0 0
L_VA_jL TO POST W/ (2) -
BEAM
TOTAL- (8)-1/2-0 BOLTS THRU-BOLTS @ 4- I -BEAM, 4414 x 1/2' S.M.S. EACH SIDE OF 3'
3 SQ. POST AND (3) - 5/8.0 THRU BOLTS POST
Tt'TOMOOLT W/ WASHER
i @ r i -BEAMS SLOfERONSA 4
EA. SIDE OF 3* S(X POST
LL
0 1 0 0 IL
C, 1__
Lu +
R FASCIA
31C 3"SO. POS'
SPLICE WHERE 2-0(r
GUTTER
OR 240'
LYSO. STIL. BEAM
OCCURS
WHERE
L
YP.
Typ. 0 0 H BRACKET TO POST 104 RAFTER 'TAIL" TO GUTTER, 105
u_
Opli
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf � w
ALUM. ALLOY W 0
a I
6063-T6 3" x 8" x .042" BEAM, ROOF LIVE AND SNOW LOADS
3"SQ.STEEL OR
A" I-RI=ARA MAG BEAM.
ri ol
MOMENT C-SPUCE
FASTENERS
1'-0" 4 - #14 SDS
w
W!�
r-wW
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR SAYS, A SINGLE IT SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
4'
2'-0" 6 - #14 SDS
FASTENER TO FASCIA -SEE TABLE
Is o
I.- Z'
JCL.
1.2 5
%
T-0" 12 - #14 SDS FASTENER TO RAFTER TAILS -SEE TABLE
ER SPACING = 3/4-1
FASTENER nP*nnNAl I Arnf'rn JAPQ
'009
�- t;
U, W
to,
nml 0
0 0 0 0 G
(6)-#14 SDS @ EA. SIDE & BOTT. (2) -TOT.
SPLICE WHERE TOP & BOTT. TOT.=24 #14 x 1/2' S.M.S. TOP
OCCURS 4.5" 0
.11, 0 0 > E
I rt FASTENER 6 jjT q
iyp. ROOF PANEL E
00 GROUP,
0 0 0
ROLLFORMED OR 00 oQm
ILL
L EXTRUDED GUTTER ALUM. BRACKET X
3"X 3"ALLIM. OR #14 S.M.S. @12-0.C
ALUM. ALLOY FASCtA`
6063-T6 STEEL POST
Lu o
7" I -BEAM 6 1/2*x2"X024 T V 'L' SEE TABLE "
MOMENT CSPLICERAFTER
"Ll" BRACKET - RAFTER TO BEAM
it wo
1 Y2" SQ. OR 2" LATTICE TUBE \P -V'*' 2"x3" LATTICE TUBE U>A IL a;;LATTICE TUBE TO RAFTER 106 "U" BRACKET - RAFTER TO BEAM 107 0 2 ;2
0 FL
3.125° FOR 3 x RAFTER 0
2.125° FOR 2 x RAFTER Qm
IL 0 -w;;
ALUM. ALLOY 3105-H25 1 1/2" SQ., TSQ.. ui
ALUM. ALLOY 3105-H25 OR 2°x3' LATTICE
#8 X 2 "SMS, 21/2° @ 3' O.C. MIN. t .040 @ 6063-T6
tu
OR 31/2', TYP. r U ;; �t
—fj f— I ui tu
.28n 1.50" 1 -50" TO 6'O.C. MAX
2" .28" gCoyoz�;
2 3- 1; _2' 4zi ow
-3
(6) /#14xY4"TEK SCREWS
Pu w
"MIN* C"
1/2"MIN.
018" 8n BRACKET TO RAFTER "I W/2�
.01" r I
0
0
RAFTER 0
r= 0
_J_
0 OD
LL
0
1.9 0 C4
(6) - #14x Y4'TEK SCREWS 7 w
LU
I
BRACKET TO BEAM
U)
L
9512-28.1412-28-14 A 1 -dW9, 3/162014 1220:51 AM, 11 x 17
� ° TI^"�� S • �
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i;
: ExP:
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___mrv.nrmerds\DUmLUMwMO 019
BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS ATTACHED A FREESTANDING SOLID COVERS
10# LIVE LOAD - 110,120,130 MPH - EXP. B 8r C
1 52' 6.5" ROLLFORM i
%i ALUM. ALLOY w
JtE6GurTER 6063-T6 z
79• EXT. CUP Z c!) o
ATTACHED SOLID FREESTANDING SOLID > w N
SPUCE m A
MERE 1.00' MAX.COL. ,9 MAX.POST FTG. MIN. MAX -POST FTG MIN. n o �
SPLICE OCCURS SPACING m 3 SPACING (IN) POST SPACING (IN) POST m 5' m
SPLICE 6.s 2. OCCURS,RS ON SLAB* RE - F (SPAN) TYPE (SPAN) TYPE � .oCCURRSS I I 0.73•a.o• 4.s• Eq-
TYRcS9'-0" 51 11'-9' 18 B 11'-9' 26 5' z0.075' I II 3.0' 0.070' 0.065 .0' G 11'-9" 20 11'-4" 28 J OTYP. I I Aw Tom. 2 oz8• 7'-6" 6' 10'-9' 18 B 10'-9" - 26 G 6� m yL - - - J2. 10'V11-9' 21 10'-4' 27 0. cc 'o
LI n 10'-0" 19 10'-0" 26 , L) o 0
I r 6 -5 7 10'-0" 21 B 9'-8" 27 G z
3.0' 293' 3.0' 4.00• F�3'0ILI
5 -8 $' g'-4" , 19 p 9'-4" r_ 26 G 81 � U
5l -8"
v
A MAG BEAM 6.5' ROLLFORM 4° I -BEAM 4.5■ MAG GUTTER 3" SQ. STEEL BEAM 9-4• 22 9 1° 26
~ ALUM. ALLOY B ALUM. ALLOY C ALUM. ALLOY D ALUM. ALLOY E ASTM A653 J J�'-0■ 9' rl��20 8'-10" 27 G 91 0
6063 -TB 6063-T6 6063-T6 6063-T6 GRADE 40 ' 22 8'-7" 26
C4'-6" 101 8'-68'-6° 223 B 8'-6 81_1" 227 Cj 10'
0.375 r' 4'-1" 11' !-1° 21 C 8'-1° 27 G 11' _
8'-1° 23 7'-9" 28 2
SPLICE T�.72S U.
OCCURS RSALLOY 12' 7'-8 7'-6• 224 C T-8 T_6- 228 G 12' o N
6063-T6 ° o
6.656° 7.0' 8.0' O o°
0.110• 0.042• ss o.o3r 6'S 0.042• w
TYR TYp. TYP. TYp. ATTACHED SOLID FREESTANDING SOLID T ?
g3: Q t
T MAX.COL. o MAX.POST LD 3. SPACINGFTG. MIN. MAXPOST POST SPACINGFTG. MIN. j 11'_p'''' i
0.375 I I 2 ON SSPAC
LAB * F (SPAN) ING (IN.) TYPE (SPAN) (IN') TYPE F 3
7s 2.0.2 0•� I �2.o•�4Jrz.o•--i 8'-8" 5' B r n (j 5'
11'-9" 19 11'-9" 28
MAX MAX�3.�-� 11'-7" 21 0 -10 29
27
7° I -BEAM DBL. 2 x6.5 x0.042 DBL. 2 x6.5 x0.032 3x8 x0.042 BEAM Q 7'2 6 V9�10'-7° 22 B 10-0" 28 G 6 8
ALUM. ALLOY I ALUM. ALLOY 3004-H36 '� ALUM. ALLOY 3004-H36 K ALUM. ALLOY 3004-H36 , n , 10'-0" 20 10'-0° 27 , Iwn g
6063-T6 OR EQUAL OR EQUAL OR EQUAL 61-2" 7 9'-10 22 9'-3" 28 G , ` LL m
G W/ (1) "C° INSERT 5'-5" 8' 9'-4•g'-2° 223 B 9'-4 8'-8' 227 G 8
ALUM. ALLOY 1
6063-T6 J 91 8'-10" 21 8'-10" 27 9
W/ 2 "C" INSERTS r.j 1 " ,
H 4 -10 8'-8" 23 B 8'-2" 28 G
ALUM. ALLOY 14 ca R 41�n 101 B G ) O/ m E
6063 T6 T--12 GR 8'-6° 21 8'-6" 27
�� ca GRADE 8'-3° 24 7'-9" 28 m
NOTE: ASTM � 8'-1" 21 8'-1" 27
WHERE 'C SPLICE OCCURS AS SHOWN IN 8.0• 7. S' GRADE W 8.0' r 3'-11" 11' B G 11'
SPAN TABLES, IT SHALLBE INSTALLED THE 0.042' •04r T-1 p 24 7r-6" 29 U) o m
FULL LENGTH OF THE T I BFJ1M. TYP. T\ P• 1_ n / 7'-8" 22 7'-8" 28 - 1 Q Z W m
3 7 12 C 7'-2" 30 G 12 W F
0.625 �Oa,�LL
I � I I ATTACHED SOLD FREESTANDING SOLD U� Z o
3 0' 4'C 3.0' 2.875 3.0' 4'0' +---3.0'--i S U � a a
MAX MAX MAX.COL. rj o MAX.POST FTG. MIN. MAX.POST FTG.MIN. � p O � a. 9
DBL. 3"x8"x0.042" BEAM 3"X8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM SPACING SPACING (IN) POST SPACING (IN)POST m io
@_;ZUM.M W/ 14 GA. STL. INSERT O W/ DBL. 14 GA. STL. INSERT oN sLAs * (SPAN) TYPE (sPAN) TYPE a'o ALLOY 3004-H36 ASTM GRADE 50 ALUM. ALLOY 3004 H36 1 n 1 1
OR EQUAL OR EQUAL 11'-9" 20 11'-7"
3"x8°x0.042°.BEAM 8-0 5 11'-2" 22 B 10'-6" 30 G 5
DBL. 3"x8"x0.042" BEAM 1 n 10'-9' 20 10'. T 28 w
�1 W/ 1 ASTrn GTL INSERT P W/ DBL. 12 GA. STL. INSERT M 6 -8 6 10'-2" 23 B 9'-T 30 G 6 W o Z>
ALUM. ALLOY 3004ai3s r 1_ n 10'-0' 21 9'-9" 28 m z o
OR EQUAL 5 8 7 9'-6' 23 B 8'-10 29 G 3 w N
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 1- n 1 9'-4" 21 9'-2" 27 81 p o
THEY SHALL BE INSTALLED THE FULL LENGTH SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED 5 8 8'-10" 24 B 8'-3° 29 G
OF THE 35x8' BEAM. THE FULL L.ENGTFI OF THE 3'x8' BEAM. J " , 8'-10" 22 8'-8" 27 1
NOTE: J 4 -5 9 8'-4' 24 B 7'-10 29 G 9 xn
FOOTING SHOWN REPRESENTS LENGTH OF FOOTNOTE: "SAMPLE" v
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.. '41-0" 10' 8'-0$'_Q` 25 B 8r -3n 7'-$• 23Q G 10' 0 O
WHERE SLAB OCCURS, CUBED FOOTING SIZE FIGURE INDICATES Q
MAY BE REDUCED BY 6° FOR FREESTANDING ONLY. * THE MAXIMUM COLUMN SPACING ON EXISTING SLAB SHALL ,EXPOSURE B Tm 3'_8n 11' $'_1 • , 23 B 7'-10°- ■ 29 111
FIGURE INDICATES G LU
BE THE SMALLER OF THE MAXIMUM SPACING SHOWN IN 7 -T 25 C 7 2 31LU
SEE ALTERNATE FOOTING TABLES THIS COLUMN OR THE MAXIMUM POST SPACING SHOWN EXPOSURE C _ y
SHT. 10 FOR ATTACHED COVERS FOR THE SELECTED BEAM. WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B 8x C. 3'-4" 12' T-8 T_1 ■ 225 C T-7'
6'-9" 231 G 12'
512-28-1412-28.14 B 2.dwg, 311 6201 4 1:06:18 AM, 11 x 17
S�O�AL E�
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.ATTACHED & FREESTANDING LATTICE COVERS - 10# LIVE LOAD - 110, 120,130 MPH - EXP. B & C
DBL. 2"x6.5"x0.042"
J
i1 DBL. 3"x8"x0.042" BEAM
L ALUM. ALLOY 3004-H3 OR EQUAL
3"x8"x0.042" BEAM
W/ 14 GA. STL. INSERT
M
3"x8"x0.042" BEAM
W/ 12 GA. STL. INSERT
N
DBL. 3"x8"x0.042" BEAM
W/ DBL. 14 GA. STL. INSERT
0
z
a
W
ALUM. ALLOY 3004 H36 OR EQUAL
ASTM GRADE 50
ASTM GRADE 50
ALUM. ALLOY 3004-H3 OR EQUAL
_W
z
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
0 0, t
J N
MAXCOL.
SPACING
So
MAXPOST FTG.MIN.
SPACINGPOST
MAX.POST FTG.
SPACING
MIN.
POST
MAXPOST FTG.
SPACING
MIN.
POST
MAXPOST FTG.
SPACING
MIN.
MAXPOST FfG.
SPACING
MIN.
MAX.POST FfG.
MIN.
MAX.POST FTG.
MIN.
MAXPOST FTG.
MIN.
MAXPOST FTG.
MIN.
MAX.POST FTG.
MIN.
j p
2
f
(SPAN) ON")
TYPE
(IN.)
TYPE
(IN)
(IN.)
POST
(IN.)
POST
SPACING
(IN.)
POST
SPACING ON.)
POST
SPACING
(IN.)
POST
SPACING (IN)
POST
SPACING (IN)
POST
ON SLAB
t
(SPAN)
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
m
p
LcL
18'-0" 15
18'-0° 29
11'-5"
5'
B
G
21'1 16
B
21'-8° 31
G
20'-9" 16
B
20'-9" 31
G
22'-8° 17
B
22'-8" 31
G
29'-2° 18
C
29'-2° 33
H
Q a o�
G
18 18
17'-6 31
21'$" 19
21'-2" 33
H
20'-9" 18
20'-2" 33
H
22'$" 19
22'-1" 33
H
29'-2" 21
28'-6" 36
1
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0
9,_7"
6,
16 -4" 16
B
G
19'-9" 17
C
19'-9" 30
G
19'-0" 17
B
19'-0" 30
G
20'$' 17
C
20'-8" 31
G
26'-8" 19
E
26'-8" 33
H
-i W 2
16'-4 18
30
19'-9" 19
19'-3" 32
19'-0" 19
18'-6' 32
20'$" 20
20'-2" 32
26'-8" 21
26'-0" 35
I
6'
a w8,_2"7,15'-215.-2
100
69
B
V16'-429
230
G
18'4"8'�l" 120
C
18'
331
G
1T-�7,-7" 119
C
17'-�7.-1" 331
(j
19'- 19'-2" 120
(�
19'-�9'-2" 332
G
24'-824,-8" 122
E
4,
334
H
1T-10
24'-1"
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7'-2"
8'
-17
B
29
G
17'-2" 18
C'
17'-2' 31
G
16' 6" 18
C'
16'-6" 31
G
18'-0' 18
�'
18'-0" 31
G
23'-2" 20
E
23'- " 3314'-3
H
8
19
29
17'-2 20
16'-9 31
16'-6" 20
16'-1" 31
18'-0 21
18'-0" 31
23'-2' 22
22'-7 33
.
--�
s,�"
9'
13'-6' 17
C
13'-6' 30
G
16'-3" 18
E
16'-3" 31
G
15'-6° 18
C'
15'-6" 31
G
17'-0" 18
E
17'-0" 32
G
1'-1 " 20
E
21'-1 " 34
H
9
o
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13'$ 19
13'-1" 36
16'-3" 21
15'-9" 31
15'-6" 20
15'-2" 31
17'-0" 21
17'-0". 31
21'-10 23
21'-3" 34
5'-9"
10'
17
C
12'-9" 30
G
15-4" 18
E
15'-4" 32
G
14'-9" 18
E
14'-9" 32
G
16'-1" 19
E
16'-1" 32
G
0'-9" 20
E
0'-9" 34
I I
C
12'-9 20
12'-6" 30
15-4 21
"
15'-1 " 32
�- "
14 9 21
14'-4" 32
16'-1 " 21
16'-1 " 32
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20111 23
20'-2" 34
10'
TIM
S'-2„
11,
12'-212'-2 120
C
12�
330
G
14' 8"4,-8" 121
E
14'-8"4' 332
(j
14'-14'-1" 121
E
14'- �3,-8" ll 332
G
15'-4"5'-4" 122
E
15'
332
19'-9"9'-9" 224
E
19'-9 9.-3" 334
11'
11'-10"
4"
5'-4"
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4 -9
12
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11'-8" 31
G
14'-1' 19
E
14'-1" 32
G
13'-6" 19
E
13'$' 32
G
14'-9" 19
E
14'-9" 32
H
19'-0" 21
E
19'-0" 35
I
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11'$ 20
11'-4" 31
14'-1" 22
13'-9" 32
13'-6" 21
13'-2" 32
14'-9" 22
14'-9" 33
19'-0" 24
18'-6" 35
12
0
00
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
? N
MAX.COL.
D L3
MAX.POST FrG.
MIN.
MAXPOST FTG
MIN.
MAXPOST FTG
MIN.
MAX.POST FTG MIN. MAXPOST FTG
MIN.
MAX.POST FTG
MIN.
MAX -POST FTG.
MIN.
MAXPOST FTG. MIN.
MAX.POST FfG.
MIN.
MAX.POST FTG. MIN.
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SPACING
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POST
SPACING
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POST
SPACING
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POST
SPACING POST SPACING
(1N') (IN')
POST
SPACING
(IN')
POST
SPACING
(IN')
POST
SPACING POST
(1"')
SPACING
(1"')
POST
SPACING POST
(I"')
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ON SLAB *
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(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN) TYPE (SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN) TYPE
(SPAN)
TYPE
(SPAN) TYPE
it
~
11 -5 "
5
18'-0" 16
B
18'-0" 31
G
21'-8" 17
B
2V IEV, 33 20'-9" 17
H
B
20'-9" 32
G
22'-8" 18
B
22'-8" 33 H
29'-2" 19
C
29'-2" 35 1
,
5
17'-8' 19
17'-0" 31
H
21'-4" 20
20'-7" 34 20'-4" 20
19'$" 34
H
22'x" 20
C
21'-6" 35 I
28'9"-:.:2--2
27'-8" 37 KI
Q
9_7 "
6
16'-4' 17
B
G
19'-9" 18
C
19'-9" 32 G 19'-0" 18
B
19'-0" 32
G
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