14-0722 (PAT)T
/ P.O. BOX 1504
78-495 CA'LLE TAMPICO
LA QUINTA, CALIFORNIA 9223
4
BUILDING & SAFETY DEPARTMENT
VOICE (760) 777-7012
- FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 5/30/14
-----------------------------------------------------------------------------------------_--------
LICENSED CONTRACTOR'S DECLARATION -
WORKER'S COMPENSATION DECLARATION
BUILDING PERMIT
Application Number:
14-00000722
Owner:
Property Address:
81640 RUSTIC CANYON DR
HENRY RESIDENCE
APN:
764-280-999-29 -300237-
81640 RUSTIC CANYON
Application description:
PATIO COVER - RESIDENTIAL
LA QUINTA, CA 92253
Property Zoning:
MEDIUM HIGH DENSITY RES
(
Application valuation:
8698
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9'(commencing with Section 7000) of Division 3 of the Business and Professions Code) or
and agree that, if I should become subject to the workers' compensation provisions of Section
3 00 of the Labor Cod shall f thwit c ply with those provisions.
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
Contractor:
Applicant:
Architect or Engineer:
LIFETIME PATIOS
- the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The
PO BOX 5806
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
LA QUINTA, CA 92253
DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
(760)610-5380
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
Lic. No.: 770843
VOICE (760) 777-7012
- FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 5/30/14
-----------------------------------------------------------------------------------------_--------
LICENSED CONTRACTOR'S 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
License Class: B rl LicenseNo.: 770843
`�' �L-�'
i
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued.
,,'
Date:v Contractor: -
_ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
I 1
Code, for the performance of the work for which this permit is issued. My workers' compensation
OWNEY—,ER DECLARATION
insurance 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 MID CENTURY Policy Number A09461818
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
License Law (Chapter 9'(commencing with Section 7000) of Division 3 of the Business and Professions Code) or
and agree that, if I should become subject to the workers' compensation provisions of Section
3 00 of the Labor Cod shall f thwit c ply with those provisions.
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
,�)L�/ ,
,
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
,Date: `� I 1 Applicant: �.J
(_ I I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
- the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The
WARNING: FAILURE TO SECURE WORKERS' COMP SATION COVERAGE IS UNLAWFUL, AND SHALL
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
and who does the work himself or herself through his or her own employees, provided that the
DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
improve for the purpose of sale.). - II
APPLICANT ACKNOWLEDGEMENT
(_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
conditions and restrictions set forth on this application.
property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed
1. Each person upon whose behalf this application is made, each person at whose request and for
pursuant to the Contractors' State License Law.).
whose benefit work is performed under or pursuant to any permit issued as a result of this application,
(_ 1 I am exempt under Sec. , B.&P.C. for this reason
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
LQPERM IT
of La Quinta, its officers, agents and employees for any act or omission related to the work being
performed under or following issuance of this permit. -
2. Any permit issued as a result of this application becomes null and void if work is not commenced
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
permit to cancellation.
I certify that I have read this application and state that the above information is correct. I agree to comply with all
city and county ordinances and state laws relating to bui construction, and hereby authorize representatives
of this c rity o enter upon the above-mentioned prop ty f r 'q$ do r�r es.
Date: Signature (Applicant or Agent): �/J '�
' ` Application Number . . . . . 14-00000722
Permit . . . PATIO COVER 2013
Additional desc .
Permit Fee . . . . 95.81- Plan Check Fee
.00
Issue Date . . . . Valuation . . .
. 8698
Expiration Date 11/26/14
Qty Unit Charge Per
Extension
1.00 95.8100 EA MISC PATIO COVER, STD
95.81
----------------------------------------------------------------------------
Special Notes and Comments
WEATHERWOOD OPEN LATTICE SHADE STRUCTURE
TOTAL OF 654 SQARE FEET PER J.J. &
APPROVED PLANS & 2012 IBC,2013CBC.
-------------------------------------------------
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
LQPERMIT
Bin #
'
City of La Quinta
Building & Safety Division
a fir' P.O. Box 1504, 78-495 Calle Tampico
�, �-w-` La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit # n�
1
Project Address:
Owner's Name.,
A. P. Number:
Address: -
City, ST, Zip: z 2
Legal Description:
Contractor://F&-7/-A4,47 f 19 I0S
Address: Al) 16oX
Telephone• �. i
Project Description:
City, ST, Zip: 1,4 OVIA)%!-t C/�% ��
Telephone: 7/po - 77� -,90 /,
State Lic. # : 6-77,094,3 -7 %Q9x`
15.
City Lic. #: �a5
Arch., Engr., Designer:
Address:
City, ST, Zip:
Telephone:
State Lic. #:
Name of Contact Person: �'/�� /
Construction Type: Occupancy:
Project type (circl"ne)-�k4ew Add'a Alter Repair Demo
Sq. Ft. # torics: #Units:
Telephone # of Contact Person: Estimated Value of Project: Z.
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACKING.
PERMIT FEES
Plan Sets
Plan Check submitted'
Item
Amount
Structural Calcs.
Refiewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Energy Calcs.
Plans picked up
Constructio=n
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2°" Review, ready for correctionsrssue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.1.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
3rdReview, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permi.' Fees
Trilogy at La Quinta .�
60-750 Trilogy Pkwy '
La Quinta, CA 92253 Trilogy*
Ph: 760-777-6059
Fax: 760-777-1620 Trilogy at La Quinta Nsre;orenaace .aS:o.:;ar;oo
Friday, May 30, 2014
GREGORY P. HENRY / PATRICIA G. HENRY
81640 RUSTIC CANYON Dr
LA QUINTA CA 92253
RE: Design Review Modification Conditionally Approved
81640'Rustic Canyon Dr / Customer ID #: TRLAQ-0879-02
Dear Gregory P. Henry / Patricia G. Henry:
We are pleased to inform you that your plans for installation of an attached patio cover received on May 20,
2014, have been approved by the Design Review Committee with the following conditions: 1, 2, 3, 19 (see
attached copy).
This approval does not constitute consent by the Association for the applicant to encroach, rtrespass, or build on
any property other than that of the applicant. This approval is related solely to the items reserved for approval by
the CC&R's in accordance with the Design Review Guidelines. The approval does not extend to the quality of
work done by your architect, or contractor, or to any structural engineering, soils engineering, or site grading and -
drainage design. You are urged to obtain the services. of a state licensed professional for cansultation as needed.
The Design Review Committee is composed of volunteers. As such, it does not review applications to ensure
compliance with building codes, or other local or state laws. Please be advised that this approval does not relieve
you from obtaining any necessary building permits from the. governmental agencies involved to ensure
compliance with these codes. Any violations of these ordinances will be your responsibility to correct. Thank you
for your patience in this matter and for complying with the Association's policies and standards.
Sincerely,
For the Design Review Committee,
Mirna Hernandez
Asst Manager On -Site Property
Enclosures
cc: Board of Directors
Design Review Committee
Fl
IZeyru P�� L�
pltavoA 44
w en "vauwa ofw t a .c
3 tiro ole <4Q
� % d�f
!3
�1 Lea i�b�e Cyw•
LA C�u�+��i► Qzzs3
sc.-z. *7sc. - a170•
-bi4W.wac1.
97- _ I
"a"��-%C CAWA
O i�C OV
Ad n
rlw% Ex .m
••
C I I
c'to, • •ao
PATIO COVER SY:
GENERAL NOTES: i
GOVERNING CODES:
t: THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
) 2012 INTERNATIONAL BUILDING CODE, 2013 CALIFORNIA BUILDING CODE, ASCE/SEI 7 -10 -MINIMUM DESIGN
LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010 ALUMINUM MANUAL IADM 1-10. COLUMNS
BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC AND 2013 CRC SECTION AH1052
DRAWING NOTES
2_ -ALL 1TEMS.PERTAINING TO EACH. INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE•
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION_ THE CONTRACTOR SHALL SUPERVISE - -
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES AND PROCEDURES.
S. 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
1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. _
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON,
EXISTING OR NEW CONRETE SLABS.
10.20 POUNDS PER SQUARE FOOT L.L.-AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
CARPORTS.
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
DESIGN CONSIDERATIONS:
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT.
12. MINIMUM COVER PROJECTION IS 10'.
13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE
EXISTING OVERHANG.
14. COVERS ARE DESIGNATED 'RIDGED BUILDINGS'AS DEFINED IN ASCE/SEI 7, SECTION 6.5.13.
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
ASCE/SEI 7, SECTION 6.5.7.1.
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS 'OPEN STRUCTURES' AND
'PARTIALLY ENCLOSED,- RESPECTIVELY, IN ACCORDANCE WITH ASCE/SEI 7, SECTION 6.5.13.
17. THE RATIO (HIP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT),
SHALL NOT EXCEED ONE (1).
18. THE RATIO (LIP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT
BE LESS THAN ONE (1).
MATERIAL SPECIFICATIONS:
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT.
20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED
WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS.
21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER
TABLE 1806.2 AND SECTION 1806.3.4.
23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, RUST-O-LEUM OR EQUAL PAINTED OR
ELECTROPLATED AND CONFORM TO ASTM A-446 GRADE C. STAINLESS STEEL MEMBERS SHALL CONFORM TO
ASTM A653, GRADE 40.
24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL
HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE 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\de111D3cuments\DURALUNNAPMO 0195\2-28.1412-28.14 A 1.durg, 3/162014 252:55 AM, Tabloid
f EM AS MFG;, BY:- DURALUM PRODUCTS, INC.
DESIGN REQUIREMENTS:
RESIDENTIAL APPLICATIONS - CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER I.
-_,,,,.ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psl. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psi)
COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psi. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
ADDIIIONAL DESIGN REQUIREMENTS:
1. TABULATED SPANS FOR SNOW LOADS ADJUSTED FOR ROOF APPLICATIONS.
2. "ASIC 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.=1.50, S,= 0.6, S os= 1.0, S i= 0.50
RESPONSE MODIFICATION FACTOR, 81.25
6. DESIGN ASSUMPTIONS:
`A_ MINIMUM BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20-
B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10'
a � .
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
FOLLOVtrING 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 MAYBE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION.
I SHEET INDEX:
�.. - SHEET # SHEET TITLE / DESCRIPTION
T-1 .......,..:TITL'ETSHEET, DESIGN'L'OADS; GENERAL_NO_
1 .. TLE --
1 ............ SOLID, PANEL STRUCTURES�-(
2 .........!bPEN,LATTICE STRUCTURESI
3-4 .......`..PANEL SPANS TRI -V, W -PANEL & FLAT PAN
A 5 .......... MINIMUM FASTENERS / FAN BEAM
J - 6 ............. RAFTER SPANS FOR OPEN LATTICE COMME
- 4.1 7 ......... HEADER BEAM TYPES, COLUMN / POST 1
8 ') EXISTING EAVE CONNECTION DETAI&
a
^t
TES
RCIAL•& PATIOS
ES
9 ......... HANGER CHANNELS AND MOUNTING BRACKETS_
_ 10 .........:COLUMN/ POST SURFACE -MOUNT AND FOOTING EMBEDMENT -DETAILS
11 ...:.......LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. -COLUMNS
12 ......... ZBEAM TO POST & LATTICE TUBE TO RAFTER C_ ONNECTION DETAILSI -
13-16 ....` SOLID COVERS ATTACHED &FREESTANDING BEAM SPANS, 10# Ll, 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# Ll, 110-130 MPH
30-32 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50# Ll, 110-130 MPH
33-35 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10# Ll, 110-130 MPH
36-37 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20# Ll, 110-130 MPH'
38-39 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25# Ll, 110-130 MPH
40-41 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30# L.L, 110-130 MPH
42-43 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40# L.L, 110-130 MPH
44-45 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50# Ll, 110-130 MPH
46 .....:.....INSULATED ROOF PANEL ATTACHMENT DETAILS
47 ...........SNOW DRIFT DESIGN
48 ...........SPAN REDUCTION FACTOR TABLES
ATTACHMENT CHANNEL
SEE DETAIL A, B & C,
ALUMINUM SHEET 9
ROOF PANEL
SEE SCHEDULE
FOR SPANS
(t1 ;a "O.H." NOT TO EXCEED 25%
= OF ROOF PANEL
4— C3 ALLOWABLE SPAN
SEE DETAIL 11, BEgM
SHEET 12 FOR SPLICE Pp SPAN/
STSP
POSTS, SIZE VARIES SSOHEn IN
`OWN LEO
D'
a 48 8
�0 v
qS 1. c
SOLID PANEL STRUCTURES
RO e t S�
OJE ON
l
BEAM - SEE SCHEDULE
FOR POST SPACING
ATTA HMENT III SWGLE POST to
�LESP
MAY BE USED � W SEE SCHEDULE �
WHERE PERMITTED.' Z'
SEE SCHEDULE
NOTE: NO SPLICE AT IOR POSTS
FOOTING WHERE REQUIRED
SEE SCHEDULE
FOR FOOTING CUBE SIZE NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
ROOF
OVERHANG,
OR WOOD,
CONCRETE OR
MASONRY WALL
SEE SHEET 8
NOTE: SEE SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM.
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION
* SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2" X 6 1/2" SIDE PLATES.
ATTACHMENT CHANNEL
ALUMINUM SEE DETAILS
ROOF PANEL MIN. 0.25" SLOPE PER FT
SEE SCHEDULE _
FOR SPANS ---------�
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, B
SHEET 12 FOR SPLICE PO MSl'MI/
S
sp
POSTS, SIZE VARIES EES NEp�/N
��L lyp TRUCT(!
BEAM - SEE SCHEDULE
FOR POST SPACING
Zt 101i
o0
OFgEAM25/
3 1/2" SLAB ALTERNATE: A<<OW
ATTACHMENT SINGLE POST ABLE
SP
MAY BE USED SEE SCHEDULE
WHERE PERMITTED.
SEE SCHEDULE
MAX. HT.= 12' NOTE: NO SPLICE AT EXTERIOR POSTS
FOOTING WHERE REQUIRED
SEE SCHEDULE NOTE: EACH COMPONENT IS INTER -
FOR FOOTING CUBE SIZE
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
ROOF
OVERHANG,
OR WOOD,
CONCRETE OR
MASONRY WALL
SEE SHEET 8 .
2
fV
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 LEjyGOF S CENGTy
ROOF PANEL O.H T h UOPS
ST C�RE
�RE �A�E ROOF PANEL MIN. 0.25" SLOPE PER FT. O.H OVq�ES
SEE SCHEDULE S SEE SCHEDULE
FOR SPANS FOR SPANS
O.H.- O. SPAN SPPN P
H." NOT TO EXCEED"250/6' — - "O.H." NOT TO EXCEED 25%
OF ROOF PANEL OF ROOF PANEL
ALLOWABLE SPAN ALLOWABLE SPAN
SEE DETAIL FOR SPLICE BEAM SEE DETAIL FOR SPLICE BEA4' SP
POST SPAN/ BEAM - SEE SCHEDULE POSBEAM - SEE LE
T SP/ FOR POST SPACING
POSTS, SIZE VARIES SEESCHE CINE FOR POST SPACING = POSTS, SIZE VARIES SEESCNED� G >4
DUES LES
0j'.SII e
NpT TO NOT T
ALTERNATE: OFe N ALTERNATE: OF BEAM
zs
3 1/2" SLAB SEINGLE POST SCHEDULE 4QOWAB 3 1/2" SLAB SEI SCHEDULE NGLE POST ACCOy1rAStE,
MAY BE USED CE SPAN MAY BE USED �AN
TO CONSTRAIN TO CONSTRAIN
FOOTING, SEE FOOTING, SEE
SCHEDULE NOTE: NO SPLICE AT THIS SCHEDULE NOTE: NO SPLICE AT THIS
POST AND AT END BAYS. POST AND AT END BAYS.
FOOTINGS FOOTINGS
SEE SCHEDULE FOR SEE SCHEDULE FOR
FOOTING CUBE SIZE NOTE: EACH COMPONENT IS INTER- FOOTING CUBE SIZE NOTE: EACH COMPONENT IS INTER -
FOOTING WITH ANY OTHER
1/2 x 9" STEEL ROD CHANGEABLE WITH ANY OTHER 1/2 x 9" STEEL ROD
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 "C" FREESTANDING W/ CANTILEVER OPTION TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
"n ,��meritslDUHALV�PMO 0195N2-28-1412-28-14 A 1 dwg, 3/15201411:4222 PM, Tabloid
RAFTER SEE TABLE
0
z
FOR SIZE
W
AND SPACING
BEAM SPICE - SEE
OVERHANG,
MAX. PROD.
SEE DETAIL 3,
SEE SCHEDULE
MAX. O.H.
O.H
y_ 25% OF RAFTER
ALLOWABLE�
G"
O SPAN
gcco��s�
0 cc
G
03
q'V
0 0'
OPEN LATTICE STRUCTURES
NGeG/ WALEDGER NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEM
IL"`SCHEDULE
OR ROOF MAY NOT BE COVERED.
OVERHANG, RAFTER SEE TABLE
\ SEE DETAIL 3, FOR SIZE
SHEETS 8 6 9. AND SPACING
MAX O.H.
M- ZS% OF RAFTED 1 -
FOR SIZE SEE SCH L
AND SPACING
MAX O.H.
25% OF RAFTER O.H
ALLOWABLE
c
LENGTH OF STRUCTURE VARIES �3
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
OST CROSSSECTI -
pOS SEE POST DETAI _
3 12• SLAB
MAY BE USED
NOTE: EACH COMPONENT IS INTER- TO CONSTRAIN
CHANGEABLE WITH ANY OTHER sF Tsp FOOTING, SEE
COMPONTENT UNLESS OTHERWISE SHOWN. Frgs�G/.yG I\ SCHEDULE
FOOTING WHERE REQUIRED
SEE SCHED. FOR FOOTING CUBE SIZE
TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE
Jsers\defNDocumentsM)URALUMIIAPMO 019512-28-14\2-28-14 A 1.dwg, 3/15201411:44:30 PM, Tabloid
• N x
BEAM SPICE - SEE
DETAIL 11, SHEET 12
NO BEAM SPLICE AT
EXTERIOR POSTS
LENGTH OF STRUCTURE VARIES -
0
z
WALL LEDGER
W
OR ROOF
BEAM SPICE - SEE
OVERHANG,
Z Z o
SEE DETAIL 3,
w '!
DETAIL 11, SHEET 12
93
F A
NOTE: EACH COMPONENT IS INTER-
G"
0 cc
NO BEAM SPLICE AT
03
MAY BE USED WHEREPERMITTED.
0 0'
•o
z Z
% •
EXTERIOR POSTS
Lu o
®3�
jy
o
'.•
IL Lu
M K U
'ANG
LENGTH OF STRUCTURE VARIES
J z
0
H
-POST WITH SIDE PLATES
2
ui
SEE DETAIL
O
U
/gyp Fq>!
3 12• SLAB ATTACHMENT
MAY BE USED WHERE
NOTE: EACH COMPONENT IS INTER -PERMITTED.
CHANGEABLE WITH
Rr C/
SEE SCHEDULE
ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
FOOTING WHERE REQUIRED,
SEE SCHED. FOR FOOTING CUBE SIZE
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
TYPE"E"-ATTACHED-SINGLE SPAN..LATTICE _STRUCTURES
* SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2'X 61/2 SIDE PLATES.
RAFTER, SEE TABLE MAX PROJ.-/_�j
_
FOR SIZE SEE SCH L
AND SPACING
MAX O.H.
25% OF RAFTER O.H
ALLOWABLE
c
LENGTH OF STRUCTURE VARIES �3
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
OST CROSSSECTI -
pOS SEE POST DETAI _
3 12• SLAB
MAY BE USED
NOTE: EACH COMPONENT IS INTER- TO CONSTRAIN
CHANGEABLE WITH ANY OTHER sF Tsp FOOTING, SEE
COMPONTENT UNLESS OTHERWISE SHOWN. Frgs�G/.yG I\ SCHEDULE
FOOTING WHERE REQUIRED
SEE SCHED. FOR FOOTING CUBE SIZE
TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE
Jsers\defNDocumentsM)URALUMIIAPMO 019512-28-14\2-28-14 A 1.dwg, 3/15201411:44:30 PM, Tabloid
• N x
BEAM SPICE - SEE
DETAIL 11, SHEET 12
NO BEAM SPLICE AT
EXTERIOR POSTS
LENGTH OF STRUCTURE VARIES -
pOST�Msp,p'"
0
z
WALL LEDGER
W
OR ROOF
Z
OVERHANG,
Z Z o
SEE DETAIL 3,
w '!
SHEETS 869.
93
F A
NOTE: EACH COMPONENT IS INTER-
po E94�
0 cc
CHANGEABLE WITH ANY OTHER
03
MAY BE USED WHEREPERMITTED.
J
a
•o
z Z
Lu o
co j5
IL Lu
M K U
U z =
J z
0
H
2
ui
O
U
pOST�Msp,p'"
POST WITH SIDE PLATES �r
S� SpgCvyj
SEE DETAIL
lye�/yG
NOTE: EACH COMPONENT IS INTER-
po E94�
31n' SLAB ATTACHMENT
CHANGEABLE WITH ANY OTHER
ST Sp
sF spq qN�
FrgeNG
MAY BE USED WHEREPERMITTED.
COMPONTENT UNLESS OTHERWISE SHOWN.
�� SEE SCHEDULE
F
FOOTING WHERE REQUIRED,
SEE SCHED. FOR FOOTING CUBE SIZE
TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE
* SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS WHEN USING 2• X 6 1/2" SIDE PLATES.
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
MAX PROJ.
SEE SCHEDULE
AND SPACING
MAX. O.H. O.H.
25% OF RAFTER
ALLOWABLE
?S°O O AN
'OO
srs�G
qQ/tiG
LENGTH OF STRUCTURE VARIES �CI'
POST CROSS-SECTION,
p0 SEE POST DETAIL,`
`sFF T Sp
lge qC/N
O' 3 1/Y SLAB
MAY BE USED
NOTE: EACH COMPONENT IS INTER- pOST CONSTRAIN
TN
EE
CHANGEABLE WITH ANY OTHER sFFT spgc/ SCHEDULE
COMPONTENT UNLESS OTHERWISE SHOWN. F NG FOOTING WHERE REQUIRED
SEE SCHED. FOR FOOTING CUBE SRE
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
LL
as
e�
0
�ry
ro
rno�
o z
o�
J 0
w
z=
E
8
m E
} m �
m m�
0
LL U �J
yU
Q?wm
2 -2—
�Z)A
io<�
Luwo.a�
9.Lu
Fr
J 4 ~
oq�Q�
a�mm
tu
aom�
0
zv
uiow..
O
m,
Z
zww
3wJN
�o�rc
Go
LL
a 0
N
W
W
WAL
No_
k _ EXP. oV31/j
OVAL .� .
Q
0. ,. Q
v
yo� � of
�S 1.
.`= fJo. 1 r41
TI
- IIR S Y
O
CAMPBELL _
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C
ALUM. ALLOY 3004-H36 OR EQUAL
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF UVE/SNOW LOAD. psf
20 25 30 40 50
24- TRI -•V' PAN
- 0.88 0.83 0.75 0.80
24•XQ}tx0.018• 0.85
0.80 0.65 0.65 -
L.L=
PANEL -r
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
(PSF)
(IN.)
EXPA
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
13'-9'
13'-9•
9-
10'3'
10'3'
10'3'
10'3'
10'3'
10'3'
1o'a•
.018
s•-1 r
15-T
15'-7'
15-3•
153•
1 S -T
15'-3•
153•
9'-0•
S'-6'
V 7-
8'-1'
8'-2-
T-5'
11•-10•
173•
173•
1r3•
17-T
173•
173•
1T -T
10
.024
1T -T
1T -r
.032
1S-0'
14'-9•
14'-9'
14'-0'
74'-1'
10'4•
9'-9•
9'-s'
9-7
7-3•
8'-7'
19'-r
14.3'
14'3'
1413'
14'-3'
14'3'
14'3•
16' 9'
1 S-9'
ail
16-0'
024
17-2"
11'3'
11'3•
11'3'
11'3-
11•-3•
1r�•
1r -r
1r -r
11'-2-
113-
10'-W
1 r-4•
1 r-4•
8'-4-
1 Y-4•
8.4•
8'4'
8'4
8'4
12' 6'
.018
02a
024
'11 -r
1 o' -s•
1 o' -s•
1 a3•
10'x•
-8•4•
T9
TS
5T-r
-r:-2-
6-"-10-
0"
14'-8'
10-1•
1(r
10'
10•-1•
10 •
10-1'
10•-"
12'-9'
20
.024
11'-T
11'x'
16'-3'
16'3•
16'3-
16'3•
16'3"
16'3•
e-e
ea
.040
i
6-r
rs•
17-8-
14'-1•
1r-1'
1r -r
17-r
1r -r
1r -r
12'-r
11'-1'
.032
11'-1'
11'-10'
.020(1)
9'-10•
9'-3"
9'-S
8'-11'
9'-0•
10-9'
103'
10 4'
9' 8'
9•-9'
9-9•
17-0•
17-0•
T3•
T3'
T3•
T•
r-3,
3
T36'-'
1o' -r
.018
9-9-
25
10'-4'
13'-2'
13'-2*
13'-2"
13'-r
13'-2'
13'-2'
r-4-
T4
13'-1'
T
10 '
1Z-2*
17-3"
8'-9'
8•-'
98'-9
9
-•
8•9'8'-9-
14'-r
14'-2'
25
.024
1 r -a•
1 rte•
.040
1S-0'
14'-4'
14'-Y
13'-7'
13' 8'
8T'-88''
8'-4•
8'
10'6"
10'-0•
10'-6•
10'-6'
10'-6•
9'$•
9'-8•
9'-8'
9'-8'
g'-8'
9'4•
8'-5'
.032
8'-2'
11'3-
11'3"
11'3'
11'3•
11.3'
1 r3'
17-9•
1 r-9'
102-
10'-0•
10'-1•
10'-z•
9-r
s-9-
6'-r
6'-T
6'-r
6•-r
6-r
6•-T
1r-0-
.018
12.-0•
8'-r
.032
12'-6'
17-1'
11'-10•
11'-0'
11'-6•
T-3•
T-0'
T-0'
6-9'
6-10•
6'-T
13'-4'
8'3'
8'3'
8'-3'
8'-3•
8'3'
8'3'
13'-6'
30
.024
17-x-
9'-2'
8'-10"
9•-1'
9'-1•
9'-1•
9'-1•
9'-1•
8'3'
8'-0"
8'-0'
T-9'
T-9'
T-5'
T-10'
9'-1•
9•-1'
9'-1•
9'-1'
9'-11
9'-1'
10'3•
10'3•
.032
10'-9•
10�'
.02a
B'-10'
8'-10'
8'-T
40
_
11'x•
11'x'
11'x'
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF UVE/SNOW LOAD. psf
20 25 30 40 50
12'x3Y•x0.020• -
- 0.88 0.83 0.75 0.80
24•XQ}tx0.018• 0.85
0.80 0.65 0.65 -
24'x2J4'x0.024• 0.90
0.88 0.70 0.65 -
24•x2y2W.03r 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
__... anisWU UMUAPMO 019512-28-1412-28-14 A 1.dwg, 311512014 11:46b8 PM, TabIM
75"
ALUM. ALLOY 3004-H36 OR EQUAL
8' x 2 Yz" FLAT PAN
L
1
PAN
o.
z
12• x 3 1 /2" W PANEL
R
10•-1•
LL=
PANEL -r
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.B
EXP.0P9'
13'-r
EXP.0
EXP.B
EXP.0
(PSF)
(IN.)
T= (SEE TABLE BELOW)
13'-9•
13'-0•
Q
13'-9'
13'-9•
9-
13'-9•
1a -s'
.020(l)
1r-0"
1 r -r
1o'a•
1o' -r
s•-1 r
15-T
15'-7'
15-3•
153•
1 S -T
15'-3•
153•
15'3•.02a13'
14'3•
w o
-r
17-r
14'-1'
11•-10•
17-0"
1r-1.
10
0a:9
17"-T
1T-7'
1T -T
1T-7'
1T -T
1T -T
1T -r
.032
1S-0'
14'-9•
14'-9'
14'-0'
74'-1'
.040
15-T
19'-7•
14'-10'
-r
19•-T
19'-r
19•-T
10-10'
10'-4
.040
1 T -r
%'7r19'
16' 9'
1 S-9'
16'-0'
16-0'
024
17-2"
11'3'
11'3•
11'3'
11'3-
11•-3•
11'3•
8'-6'
020 (1)
t S-0'
15'-0'
1 r-•
1 r-4•
1 r-4•
--8-
1 Y-4•
17-0•
1z-0•
176'
1z•-0'
12' 6'
17.6'
02a
024
'11 -r
1 o' -s•
1 o' -s•
1 a3•
10'x•
s•-10•
20
20
14'-8'
14'-8'
14'-8'
14'-8'
14'x'
14'x'
1 T -o'
.032
13'3•
17-9'
12'-9'
17�'
12'x'
11'-T
11'x'
16'-3'
16'3•
16'3-
16'3•
16'3"
16'3•
14' 6'
14'-6'
.040
15-1'
14'-r
14'-7-
17-8-
14'-1•
13'-r
1 r-0'
7*-
1
11'-1'
12'-10•
11'-1'
11'-1'
11'-1'
11'-10'
.020(1)
9'-10•
9'-3"
9'-S
8'-11'
9'-0•
8'-6'
9'-9•
12'-0'
1 z-0•
12-0'
12.4•
17-0•
17-0•
-11'
81B
.024
1 V -W
1o• -r
10' 8-
1o' -r
10'-3•
9-9-
25
10'-4'
13'-2'
13'-2*
13'-2"
13'-r
13'-2'
13'-2'
14'-1'
.032
13'-1'
17-7'
12'-0'
1Z-2*
17-3"
11'-0'
8'-10-
14'-2'
14'-2'
14'-r
14'-2'
14'-r
14'-r
1 r -a•
1 rte•
.040
1S-0'
14'-4'
14'-Y
13'-7'
13' 8'
13'-0'
03211'-10'11'3-
10'6"
10'-0•
10'-6•
10'-6'
10'-6•
10'6•
.032
.020(l)
9'-2'
8'-9'
8'-11'
8'-5'
8'-6'
8'-2'
11'3-
11'3"
11'3'
11'3•
11.3'
1 r3'
17-9•
1 r-9'
.024
10'-0•
10'-1•
10'-z•
9-r
s-9-
s -r
30
d N
3 N
1 r-6•
1 r-0'
17-0•
1r-0-
1 r-6•
12.-0•
8'-r
.032
12'-6'
17-1'
11'-10•
11'-0'
11'-6•
11'-1'
s' -V
13'-4'
13'A'
13'-4•
13'-4"
13'-4'
13.4-
.040
14'-2'
13'-B'
13'-6'
13'-0'
13'3'
17-x-
9'-2'
8'-10"
9•-1'
9'-1•
9'-1•
9'-1•
9'-1•
9'-1'
.020(1)
8'-3'
8'-1'
8'-1'
T-10'
T-10•
Thi•
10'-1•
10'-3"
10'-3'
10'-3'
10'3•
10'3•
10'-3'
10'-9•
10�'
.02a
B'-10'
8'-10'
8'-T
40
1 r -T
11'x•
11'x'
11'x'
11'x'
11'x'
11-4-
.040
.032
11'-3'
11'-1'
11'-0'
10'-T
70'-8•
10'3'
.020
1Z 2'
17-2•
17-2•
17-2•
1r-2•
12'-2-
1 r-9•
1 r3•
.040
1r-0•
1r�•
12'-0•
1r -r
12•-r
1r-8•
8'4'
8'4'
8'-2-
8'-2'
8' 2'
8' 2"
8'-2•
8'-2•
8-5"
.020(l)
8-t•
o
T-1'
6'-11'
6'-11'
6'-9'
'3•
9'-21
9•-2•
9•-2•
9'-r
9'-2'
9'-2•
10 a• 1o'.• 10�• 10�•
.024
8'-0'
T-10'
T-10'
T-8'
T-8"
T-0'
50
1o' -r
1o• -r
1o' -r
10'-7•
10'-r
1o' -r
.03z
9'-T
9'-T
9'-T
9'3'
8'-11'
83'
11'3'
11'3•
11'3'
11'3'
11.3-
11.3•
40
040
1r-0•
10'-10•
10'-10•
1o' -r
1o' -e•
10'x•
L
1
PAN
o.
z
.09R (I.S]��
R
10•-1•
.6r
�
(ALL UNMARKED RAD11.06R)Z
z
o2a
13'-T
13'-r
W
rI
�r
24T
13'-r
G4 J
W A
T= (SEE TABLE BELOW)
13•-4•
Q
17-1•
1r_•
11_i'
1a -s'
U�m
1a -r
10
N y U
9r .7 1.sr .75' 1.sr
15-T
15'-7'
.6
0
°J°Wo
.25
1 S -T
15-T
1 S-0'
- 6.00•/e.00•
14'3•
w o
ALUM. ALLOY 3004-H36 OR EQUAL
mo 0
14'-1'
U z x
6• x 2 }4• FLAT PANi
H
176'
0a:9
L.L= I PANEL -r 110 MPH SPAN I 120 MPH SPANrXP.
H SPAN LL= PANEL -r 110 MPH SPAN 120 MPH SPAN 130 MP S F v
(PSF) (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.0 (PSF) (IN.) EXP.B EXP.0 EXP B EXP.0 EXP.B EXP.0 w
17-6• 17 6• 1r-6• 17-0' V. 14•-r 14'-r 14'-r 14'-r 14'-7' 14'-r o
O -02DU
1 z-8•
02
10•-10•
10•-1•
10.3•
s•-6•
s.a.
5-10' 5-10- 5-10• 5-10• 5-10'
o2a
13'-T
13'-r
13'-7'
13'-r
13'-r
13'-r
1 a' -z•
13•-4•
.02a
17-1•
1r_•
11_i'
1a -s'
10-10•
1a -r
10
10
15-T
15'-7'
15'-r
is r
1 S -T
15-T
1 S-0'
15-1'
14'3•
o
N
.032
14'-1'
13'-1•
13'x'
17-4'
176'
17-0'
16•-0•
N O
1T -r
1T -T
1T -T
1T -r
1T -r
1T -r
H�
17-1• 17-1• 1r-1• 1z'-1• 1r-1• 1ST•
.040
15-T
14'-10"
14'-10'
10-10'
10'-4
0
10•-r
10•-r
10'-2•
10'-2"
1o' -r
10'-2•
024
17-2"
11'-8•
.020
1 V-2"1
r3•
10'-7'
8'-6'
T-11'
t S-0'
15'-0'
1 r-•
1 r-4•
1 r-4•
1 r-4•
1 Y-4•
11 a•
02a
91.81
g_g•
9'-3'
91S'
8'-11'
12' 8•
20tv_7•
20
13•-0'
13'-0-
13'-0'
13'-0•
13'-0'
1 T -o'
is
.032
11'-10'
11'x'
11'-6'
11'-0'
11'-0'
10'-0'
10'-4•
101-8"
1V-4
101-1'
14' 6'
14'-6'
14'6"
14'6'
14'6'
14'-6'
11'-1' 1'
.024
11
12-0•
1 r-0'
7*-
1
.040
13'-0'
12'-10•
13'-0•
12'4'
12'-6•
11'-10'
9'-98' '
9'-9'
9'-9•
9'-9•
9'-9-
9'-9•
13'-8•
13'-1•
13'-2'
020
-11'
81B
8'-8"
8'-3'
8'3•
r-10'
10'-4'
10'4•
10'-4'
10 -4
10'-4-
10'-4'
15'-1'
14'-0'
14' 9•
14'-1'
m E
N �
.oza
9'-11'
9'-r
9-7•
9'-2•
9'3•
8'-10-
25
25
7-11"
114'
1 r -a•
1 rte•
1
B'-11'
a Z
1o• 110�10'4o, 104• 10'x•
.024
1109
03211'-10'11'3-
1 V V•
11'3•
$W
W(n a {p
t O h
�1V4"1rte•
10'-4'
.032
13 -2•
12'-3-
173•
12'3•
173•
12'3'
173'
173' 123• 173• 1r3' 12'3- 123'
•�
040
133'
17-9•
1 r-9'
12-3'
17.4'
11'-9'
14. 6•
14•-7-
14'-1-
14'-1"
9'-3'�9-3*�.rs
d N
3 N
-3,
9 3•
93•
y3"
8'-10-
8'-10•
8'-r
0208
8'-1'
a o m m
8•-1•
r -g•
r -1o•
r-0'
s' -V
9'-00
9'-6-
.024
.024
9'-6'
9'-1'
9'-2'
8'-10"
8'-11'
8'-4'
17-1' 1? -9' 1T-9' 1T-4' ir-r 1Y-1'
�
30
10'-9'
10'-9•
10'-9•
10'-9'
10•-9"
�Ia_w
10'3'
10'-1•
10'-1'
9'-10•
9'-10'
032
11'-1•
10' 8'
10'-9•
10�'
10'-0'
1 r -T
1 r -T
11'-r
1'-T
1 r -T
11-r
-03'W
731
1T T
� a
.040
8'-3'
8'-3'
8'-3•
>1'1
8'-3'
8•-3'
.020
17-r
1 r -z•
1 r -r
1 r-8•
1 r-9•
1 r3•
v
8'-s• 8'-9' 8'-9' 8'-9'
024r
8,-0•
8'•
8,4-
8'4'
8'4'
'4"
LL
.020
8•-r
8-5"
8 4•
8-t•
o
9'-0' 9'-8- 9'-0• 9' 8'
W(Y-X
.032
'3•
10'3•
x
-0T
-3'T2
-'
68
10 a• 1o'.• 10�• 10�•
9.-0•
9'-0'
9'-0•
9.-0•
9'-0•
V-0•
-r
Ill -91
.024
Ill -61
1 r -r
8 8•
83'
8'-3'
8'-0'
8'-1'
T-10'
40
9'-9•
9'-9•
9'-9•
9'-9'
9•-9•
9'-9•
032
10'-z'
9'-10'
9'-10'
9'-T
9'-T
9'-3'
10'-7
1o' -r
10 7r
10•-7•
10'-T
10•-r
040
1 r-6'
11•-2•
1 r -r
10•-8•
10'-1 o•
10'-6•
T-5"
T-5•
T-5•
T-5'
T-5'
T-5'
.020
6'-5'
6'-5'
6'-5'
6'-3'
6'3'
6'-1'
8'3•
8'-3•
8'-3•
8'3•
8'-3•
B-3'
02a
T-4'
T-3'
T3'
T-1 •
T-0'
6'-11'
�
50
9'-1'
.032
8'-9"
8'-7'
040
9'-10'
9'-9'
s'-9'
9'-5'
9'-T
9'-2'
1 z-8•
1 r-0•
1r-0-
1 r -a•
1 r -s•
1 o• -s•
5-10' 5-10- 5-10• 5-10• 5-10'
o2a
1 a' -z•
13•-4•
1 z�•
17-s'
1 r -r
LL
a a
18 -0' 18 -0' 18'-0' 18•-0' 18'-0'
419-4"19-4"
.032
16 -r
1 S 9•
1 S-0'
15-1'
14'3•
o
N
1914' 19'-4' 19'-4' 19•-4•
.040
1 T -0i
16•-10"
1 r-0•
16
16' 6•
16•-0•
N O
H�
17-1• 17-1• 1r-1• 1z'-1• 1r-1• 1ST•
10-10'
10'-4
0
-
-
�O■
ao
14
13'-3" 13'-3• 13'3' 13'3' 13'3• 13'3"
024
17-2"
11'-8•
111-81
1 V-2"1
r3•
10'-7'
15' 6'
t S-0'
15'-0'
15-0•
19-6*
15-0'
.032
14'-2'
13' r
13'-T
13'-0'
13'-1'
12' 8•
16-8- 16'-8• 16'-8' 16'-0' 15-8' 16'-8'
15'-6'
1S-2'
1S -r
14-10'
14'-10'
14'3'
is
5
10•-4• 10'-4•
.020
10'-4•
101-8"
1V-4
101-1'
10•-4•
1U'3-
10'-4'
91-W
9•-9•
g'-4"
2LL
< .e
H W
11'-1' 1'
.024
11
12-0•
1 r-0'
7*-
1
10 -10'
1 r-0•
10'-0•
d;
1r-1" 17-1• 1r-1• 1r-1• 1r-1• 1r-1•
.032
14'-1•
13'-T
13'-8•
13'-1•
13'-2'
17.4'
E
13'-1' 13'-t' 13'-1• 13'-1' 13'-1' 13'-1'
.040
3
15 �'
15-1'
15'-1'
14'-0'
14' 9•
14'-1'
m E
N �
.020
LL
7-11"
9'-T
9-T
9'-2'
9'-4'
B'-11'
a Z
1o• 110�10'4o, 104• 10'x•
.024
1109
1 V V•
9'-111
$W
W(n a {p
t O h
11'4• 11'4' 1V-4' 11•-4" 11•-4• 1V-4-
.032
13 -2•
17.8•
13•-0•
126'
12-7-
11'-10
rrRO
jaw s
173' 123• 173• 1r3' 12'3- 123'
•�
13'-7'
U
14'-9•
14. 6•
14•-7-
14'-1-
14'-1"
d N
3 N
9'-1'
8'-10-
8'-10•
8'-r
8-0'-
8'-1'
a o m m
9'-0-
9'-6'
9'-6•
s' -V
9'-00
9'-6-
.024
10'-2•
9•-10•
9'-10•
91-'r
9--8-
s'3•
r,
Z d
17-1' 1? -9' 1T-9' 1T-4' ir-r 1Y-1'
.032
Ld o w ..
10'3'
10'-1•
10'-1'
9'-10•
9'-10'
9'-0'
mN
w
mS S Z
a1' W
'-2' 11'2' 11-2' 11'2' 11'
.040
fj
1-9-3
-03'W
731
1T T
� a
8'-3'
8'-3'
8'-3•
8'3•
8'-3'
8•-3'
.020
T 8'
T -r
T-8-
T-5'
T-6'
T;2'
v
8'-s• 8'-9' 8'-9' 8'-9'
024r
LL
8•-r
8-5"
8 4•
8-t•
o
9'-0' 9'-8- 9'-0• 9' 8'
W(Y-X
.032
'3•
10'3•
10'-1"
1o' -r
9'-9•
_
w.040
10 a• 1o'.• 10�• 10�•
-r
Ill -91
111-6*
Ill -61
1 r -r
�C',
.�. EwKP.01%�''�
4
�0OF
CEILING FAN AND/
OR LIGHT FIXTURE
( MAX. 30 Ibs. )
FAN REAM (14'-4" MAX SPAN)
HEADER
NOTE 1: WHERE MULTIPLE SPANS OCCUR MULTIPLY
TABULAR SPAN BY THE APPROPRIATE FACTOR SHOWN
IN TABLE 1, SHEET T-1.
UsersWelN ocumentsM)URALUMIIAPMO 019512-2&1412-28-14 A 1.dwg, 3/15201411:48:15 PM, Tabloid
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
i•
T=.075"
TYP.
FAN BEAM
FAN BEAM
ALUM. ALLOY 6063=T6
FAN BEAM
�- #14 x 3 1/2" S.D.S. SCREW
AT BEAM
ATTACHMENT AT HEADER
Tr� v.v.v. vv�wr
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
TABLE 2
_ TABLE 3
(2)211 x6 2" AND
WALL HANGERS, 3"x8" AND
EXTRUDED AND 3"x8"
WITH
6 2" ROLL FORMED BEAMS
STEEL HEADERS
STEEL INSERT HEADERS
NUMBER OF N0.14 TEK OR SMS SCREWSNUMBER
OF NO.14 TEK OR SMS SCREWS
NUMBER OF N0.14 TEK OR SMS SCREWS
j o
PER FOOT OF BEAM LENGTH
F
PER FOOT OF WALL HANGER AND BEAM LENGTH
F
PER FOOT OF BEAM LENGTH
�0
�0
T 3
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 EXP. B
EXP. C
~
~
~
5
1
1 1 1 1 1
2
5'
1 1 1 1 1 1
5'
1
1 1 1 1
1
2 2 2 2
2
1 1 1 2 2 2
1 1 1 1
1
1
6
1
1 1 2 2
2
6'
1 1 1 1 1 2
6 ,
1
1 1 1
1
1
2 2 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 2 2 2
��
1
1 1 1 1
1
2 2 2 3 3
3
2-1 2- 2 2 2 2
1 1 1 1
1
2
8'
1
22 2 2
2
$�
1 1 2 2 2 2
8'
1
1 1 1 1
1
2 2 2 3 3
3
2 2 2 2 3 3
1 1 1 2
1
2
g-
2
22 2 2
2
9.11
2 2 2 2 2
g'
1
1 1 1 1
1
2 3 3 3 3
4
2 2 2 3 3 3
1 1 1 2
2
2
10
2 2 3 2 3 2 3 2 3
3
4
10'
1 2 2 2 2 2 2 3 2 3 2 3
10'
1
1 1 2 1 2 1 2 1
2
1
2
11 .
2
3 2 3 2 3 2 4 2 4
3--
2 2` 2 2 2 3
11�
1
1 1 1 1
2
411'
2 3 3 3 3 3
1 2 2 2
2
2
12'
2
3 2 3 3 3 3 4 3 4
3
12'
2 2 2 2 2 3
12'
1
1 1 1
2
5
2 3 3 3 2 4
2 2 —1-2--
2
2
2
2
2 2 3 3
3 4 4 4 4
3
5
13'
2�,2313'
3 3 a
13'
1
1 1 1 1
2
CEILING FAN AND/
OR LIGHT FIXTURE
( MAX. 30 Ibs. )
FAN REAM (14'-4" MAX SPAN)
HEADER
NOTE 1: WHERE MULTIPLE SPANS OCCUR MULTIPLY
TABULAR SPAN BY THE APPROPRIATE FACTOR SHOWN
IN TABLE 1, SHEET T-1.
UsersWelN ocumentsM)URALUMIIAPMO 019512-2&1412-28-14 A 1.dwg, 3/15201411:48:15 PM, Tabloid
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
i•
T=.075"
TYP.
FAN BEAM
FAN BEAM
ALUM. ALLOY 6063=T6
FAN BEAM
�- #14 x 3 1/2" S.D.S. SCREW
AT BEAM
ATTACHMENT AT HEADER
Tr� v.v.v. vv�wr
AT HANGER CHANNEL
ATTACHMENT AT HANGER CHANNEL
RSL
RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
aF
a
zZ
�^ 0 110 MPH
IN. No EXP. B EXP.
16" 29'-8' 29'-0'
26'-3" 26'
10 1.042
20 1.042
25 1.042
30 1.042
40 1.042
50 1.042
* 3"x8" RAFTER
110/120/130 MPH
3" x 8" RAFTER z W ir 2"X 6 1/2" RAFTER
120 MPH 130 MPH L.L.= "T° a Lou 110 MPH 120 MPH 130 MPH
EXP.B EXP.0 EXP. B EXP.0 (PSF) (IN.) azo EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
29'-8" 28'-9" 29'-3" 26'-3- 16'-0" 15'-10" 16'-0° 15'-0" 15'-9" 13'-8'
0.024' 6 5•
0.032'
0.oa2-
F -Vrx-1
* 2"x6 5" RAFTER
26'-3"
24'-2"
24'-1 °
24'-2-
24"
16
14'-2"
14'-2"
14'-2"
21'-6"
21'-6"
21---
23'-6" 24'-0" 21'-6°
23'-0"
23'-0-
23'9"
16"
21'-6°
21'-0"
16"
17'-4" 17'-4" 17'-4" 17'-4" 17'x" 17'-4"
17 17'-9" 17'-9" 17'-7"
'-9"
21'-10"
21'-10"
21'-10"
11'-T
18'-9'
18'-9'
18'-9-
24"
8
8
20'-3" 20'-3" 19'-8" 20'-1"
18'-2"
17'-10'
17'-10"
17'-10"
10
191-8"
19'-8°
19'-8"
16'
18'-0"
7
7
8
21'-6"
21'-0"
21'-0"
10
16'-1'
18'-9"
18'-9"
24"
2'
5
16'-7"
16'-0"
1
16'-1"
16'-4'
14'-10°
9
9
1'
16'
11
24"
12
12
13
3'
9
7
13'-9"
13'-9'
13'-9"
24"
9
10
10
14'-8°
15'-7"
15'-7"
15'-7"
15'-10"
5'-10'
15'-10"
16"
23'-2'
21'-2"
21'-3"
20'-8"
16'-8°
16'-8"
16'-8"
21'-9"
12'-1"
12'-1"
12'-1"
24"
21'-2"
16'-1" 16'-1" 16'-1"
15
20'-1" 20'-0" 20'-1" 19'-6" 19'-9°
13'-8"
13'-8"
_
-
13'4'
13'-4"
13'-4-
16'
12
13
13
14
15'-0'
15'-W
15'-0"
16'-10"
10'-3"
10'-3"
10'-3"
24"
17'-9"
17'-9"
17'-9"
17'-9"
2"
11'-2"
11'-2"
0.024' 6 5•
0.032'
0.oa2-
F -Vrx-1
* 2"x6 5" RAFTER
26'-3"
26'-3"
25'-7"
6
024
16
14'-2"
14'-2"
14'-2"
14'-2"
14'-2°
13'-9"
23'-6" 24'-0" 21'-6°
16"
'-0" 13'-1 °
13'-1"R20'-2"
11'-2"
21'-6"
21'-6°
21'-0"
16"
17'-4" 17'-4" 17'-4" 17'-4" 17'x" 17'-4"
17 17'-9" 17'-9" 17'-7"
'-9"
24"11'-7"1'-r
4
.042
11'-T
�2'-�3"12�1�0-
11'-7'
11'-3°
23'-0" 23'-0" 22'-9-
8
8
20'-3" 20'-3" 19'-8" 20'-1"
18'-2"
21'-10"21'-10"
10
21'-10"8'-0"
10
.032
16„
5
6
18'-0"
7
7
8
8
9
9
10
18'-9"
18'-9"
18'-9"
12
2'
5
16'-7"
16'-0"
16'-r
16'-1"
16'-4'
14'-10°
9
9
10
10
11
24"
12
12
13
3'
-
7
17'-10"
1 T-10"
17'-10"
9
9
10
10
14'-8°
11
12
12
19'-8" 19'-8" 19'-8"
14
4-
24'-6" 24'-4" 24'-6" 23'-9" 24'-3"
23'-2'
21'-2"
21'-3"
20'-8"
10
042
16„
21'-9"
21'-9"
21'-9"
21'-9"
21'-9"
21'-2"
16'-1" 16'-1" 16'-1"
15
20'-1" 20'-0" 20'-1" 19'-6" 19'-9°
19'-0"
-
_
-
-
11
24"
12
12
13
13
14
14
17'-4"
17'-6"
16'-10"
21'-1"21-1"
17'-9"
17'-9"
17'-9"
17'-9"
17'-9"
17'-3"
18'-1"
18'-1"16„
12'-4"
174"
12'-4"
12'-4"
12'4"
12'-4"
26'-8"
26'-8"
26'-8"
26'-8"
26'-7'
16"
25'-6"
25'-6"
25'-6"
26-6°
25'-6"
25-6
19'-1"
19'-1"
1'-10"
024
21'-10"
11'-9"
11'-9'
11'-9"
IT -9" 13'-9" 13'-9"
10'-2" 10'-2" 10'-2' 10'-2' 10'-2"
10'-1'
15'-7"
15'-7"
15'-7"
20'-10'20'-10"
24"
9'-8'
9'-8"9'-8"
15'-10"
9'-8"
9'-8"9'-8-
15'-10"
5'-10" 15'-10" 15'-10"
16'-3"
16'-3"
15'-8" 15'-8" 15'-8" 15'-8° 151-8"
151-8"
16'-2"
16-8'
16'-8"
20
.032
16"
1 5'-0"
15'-0"
15'-0"
15"
15'-0"
15'-0"
12'-1" 12'-1" 12'-1"
9'-3"
12'-10" 12'-10" 12'-10"
12'-9"'-3"
20'-2"
20'-2"
20'-2"
20'-2"
24„
20'-2'
16"
20'-9"
20'-9"
20'-9"
20'-6"
20'-7"
19'-10"
16'-r
16'-r
16'-r
16'-7"
16'-7"
12'-3°
12'-3"
12'-3"
12'-3"
13'-4" 13'-4"
" 19' 0 19'-0" 19'-0"
18'-10"
15'-0"15'-0"
15-0"
16'-8"
042
16„
W2'-10"
'-1"
18'-1'
18'-1"10'-3"
24'-6"
24'-6"
10'-3" 10'-3"
16"
15'-6" 15'-6" 15'-6"
15'-6"11'-2"
25'-1"
25'-1"
25'-1"
25'-1-
24""
20'-0"
20'-0"
20'-0"
20'-0'
20'-0"
24"
11'-2"
'-9"
14'-9°
14'-9"
14'-9"
14'-9"
20'-6"
10'-r
10'-7"
10'-7"
10'-7"
10'-r
10'-r
16"
11'-7"
11'-7"
11'-7"
11'-6"
11'-6"
11'-2"
8'-1"
8'-1°
8'-1-
8'-1"
8'-1"
8'-1"
.024
24"
19c— 17
TABLE - CLEAR SPAN (FT.)
O.H.
6
91-6" 9'-6" 9'-6"
8
9
10
14'-4" 14'-4" 14'-4" 14'-4" 14'-4" 14'-4'
12
0.024•1"
6.s
0.032•
25
.032
16"
14 " 14'-2"
'-9" 14'-9" 14'-9" 14'-6" 14'-7
24"
12'-1" 12'-1' 12'-1" 11'-10" 12'-0" 11'-r
20
21
16"
17'-4" 17'-4" 17'-4" 17'-4" 17'x" 17'-4"
17 17'-9" 17'-9" 17'-7"
'-9"
0.04r
z.o• z.o•
4
.042
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 -
6
MAX
* DBL 2"x6 5" RAFTERS
FOOTNOTE: "SAMPLE'
ALUM. ALLOY 3004-H36 OR I ALUM. ALLOY 30044-136 ALUM. ALLOY 30044436 OR FIGURE INDICATES
FIGURE INDICATES
EQUAL OR EQUAL EQUAL ATTACHED
* 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.
EXP. B & C
z ui DBL. 2" x 6 1/2" RAFTER
(T
H(INr)
a v 110 MPH 120 MPH 130 MPH
(PSVy o EXP. B EXP.0 EXP. B EXP.0EXP. B 5
.024
10 1 .032
.042
024
20 1 .032
toil
.024
25 1 .032
.042
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
12
12
13
13
14
14
15
15
16
.._--%.+dMocumentsXDURALUMWMO 019W -28-1A2-28-14 A lift, 3/15/201411 A923 PM, Tabbid
PROJECTION -
- S
O.H. PAN
TRIBUTARY TRIBUTARY=
IWIDTH 9.1/2 SPAN + O.H.
(i 11
131
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
EQUAL TO CENTER SPAN TO CENTER SPAN
5
22'-6"
22'-4"
22'-6"
21'-1"
22'-2'
19'-2'
16"
19'-10"19'-10"
10"
19'-10"19'-10"
19'-4'
18'-4"
18'-3°
18'-4"
17'-3"
18'-2"
15'-8'
24"
16'-3"
16'-3"
16'-3"16'-3"
15'-10'
28'-r
28'-6"
28'-7'
27'-9"
28'-3°
25'-7-
5'-r
16"
16"
25'-3"
25'-3"
25'-3"
25'-3°
25-3'
24'-8'
23'-4"
23'-3"
23'-4"
22'-8"
23'-1'
0'-10"
24"
20'-8°
20'-8"
20'-8"
20'-8"
20'-8'
20'-2"
34'-r
34'-4"
34'-r
33'-7"
34'-2
32'-8'
16"
30-8 "
3 0'-8 "
30'-8'
30'-8
30-8, w
29'-10"
28'-2"
28'-1"
28'-2"
2T-4"
T-10"
26'-8"
24"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"24'-4"
17'-4"
17'-4"
17'-4"
1T-4"
17'4"
17'-3°
16°
1 s' -r
1 s' -r
1 s' -r
16'-7-
1 s' -r
1 s' -r
14'-2"
14'-2"
14'-2°
24"
13'-7-13'-7"
13'-r
13'-r16"
22'-1"
22'-1"
414'-2-14�2�14'-2"
-1"
22'-1"
22'-0-
21'-1'
21'-1"21-1"
21'-1"
21'-124"
18'-1"
18'-1"
8-'-1"
18'-1"
17'-3"
17'-3°
17'-3"
�17%3"
26'-8"
26'-8"
26'-8"
26'-8"
26'-8"
26'-7'
16"
25'-6"
25'-6"
25'-6"
26-6°
25'-6"
25-6
21'-10"
1'-10"
1'-10"
1'-10"
21'-10"
21'-9"
24"
20'-10"
20'-10"
20'-10"
20'-10"
20'-10'20'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15-10"
15'-10"
16"
16'-3"
16'-3"
16'-3-
16'-1"
16'-2"
16-8'
13'-4„
13'-4"
13'-4"
13'-2"
13'-3"
12'-9'
24"
9'-3°
9'-3"
9'-3"
9'-3"
9'-3-
9'-3"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2'
16"
20'-9"
20'-9"
20'-9"
20'-6"
20'-7"
19'-10"
16'-r
16'-r
16'-r
16'-7"
16'-7"
16'-T
24"
1 T-0"
16'-8"
16'-9-
16'-3"
24'-s"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6-'
16"
25'-1"
25'-1-
25'-1"
25'-1"
25'-1"
25'-1-
20'-0"
20'-0"
20'-0"
20'-0"
20'-0'
20'-0"
24"
20'-6"
20'-6-20'-6-
20'-6"
20'-6"
20'-6"
PROJECTION -
- S
O.H. PAN
TRIBUTARY TRIBUTARY=
IWIDTH 9.1/2 SPAN + O.H.
(i 11
131
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
EQUAL TO CENTER SPAN TO CENTER SPAN
5
RAFTER SPANS FOR OPEN LATTICE COMMERCIAL &• PATIOS
r�?
n� NdF� Gam%
V-fw1�;y
rG stp,
p : R MA I.
O
0z : c
% C VI •�
ko.•1g41� •
7
I
UsersWeIN)octimeMsXDURALUM%IAPMO 019512-28-14A2-28-14 A 1.dwg, 311520141151:41 PM, Tabbid
e
110/120/130 MPH
EXP. B & C
FOOTNOTE:
z
4
2" X 6 1/2" RAFTER
DBL.
2" x 6
1/2" RAFTER
av
Z�
av
L.L.=
-T"
110
MPH
120
MPH
130
MPH
L.L.=
"T"
110
MPH
120
MPH
130
MPH
(PSF)
(IN.)
w o
(PSF)
(IN.)
N Z
O
EXp.. g EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B
I EXP.0
EXP. B
EXP.0
EXP. B
E)P.0
9'-9":.
9'-9"
9'-9-
9'-9"
9'-9"
9.-9.
14'-8°FW-8"14'4-8"
4-°
14'-8"
14'-8-16°10'-3"
16"
-3"
10-3"
10'-3
10'-3"
10-3
1
4-"7
146"10'
-6°4-6°
'024
-6n
7-6n
T -6a
7-6-
T-6"
7-6a
11. -n6
211
-2o
11-2"
11r-2°
11-2
.024
8'-6"
8'-6"8'-6°
11'10"
11'-10- 11-10
-108'-6"
11-10 "
12'-6"
12'-6"
12'-6°
12-
12'-6-
12'-6"
18'-7"
18-7
18'-7"
18'-7"
18'-7°
18'-7"
16°13.'-1"-1"
16"
30
o32
30
18'-4"
24"
a
10'-21..
a
10'-2
a
10'-2
n
10'-2
10'-2'
10'-2"
15'-3"
a
15 -3
15'-3"15
n
-3
15'-3"
15'-3"
.032
24-
1'-8"
10'-8"
10'-8"
10'-8"
10'-8"
10'-8"
5'-1"
11222-
15'-1°
15'-1"
15'-1"
15'-1-
16'-0" ''
16'-0-
16'-0"
16'-0"
16'-0"
16'-0"
22
22'-7"
22'-T
22'-7"
22'-7"
22'-7"
22'-7"
16°
16"
15'-9-
15'-9"
15'-9"
15'-9"
15'-9"
15'-9"
��-2"
22'-2"
22'-2"
22'-2"
22'-2"
22'-Y
.042
042 •
24°
12' 3°'• 12'-3" 12'-3" 12'-3" 12'-3" 12'-3"
18'-6"
18'-6"
18'-6"
18'-6"
18'-6"
18'-6"
12 =10'
12'-10'
12'-10
12-10
12'-10
12'-10'
24a
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
16°
8'-0". --0
8'"
V-0"
8'-0"
V-0"
8'-0"
2'-10"
2'-10"
2'-10"
2'-10"
2'-10°
2'-10"
024
9'-1-
9'-1"
9'-1-
9'-1"
9'-1"
9'-1"
16"
12'-8"
12'-8"
12'-8"
12'-8"
12'-8"
12'-8'
02424"
24"
6'-2.1 6'-2" 6'-2" 6'-2" 6'-2" 6'-2"
9'-10"
9'-10"
9'-10"
9'-10"
9'-10"
9'
7'-2-
10'-4"
10'-4"
10'-4"
10'-4"
10'-4"
10'-4-
16"
10'-10"
10'-10"
10'-10"
10'-10"
10'-10"
10'-10"
16'-4"
16'-4"
16'-4"
16'-4"
16'11"
16'-4"
40
11'-6"
11'-6"
11'-6"
11'-6"
11'-6"
11'-6"
40
16"
16'-1"
16'-1"
16'-1"
16'-1-
16'-1"
16'-1°
24"
8'-3"
8 -3"
8'-3 "
8 -3-
8 -3"
8 -3"
"
nan
12-6
12'-6
12'-6"12'-6
12'-6"
n
12'-6
.032
.032
9'-4°
9'�"
9'-4"
9'-4"
9'-4"
9'-4"
24
13'-2°
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
16"
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
"
19'-9"
19'-9"
19'-9"
19'-9"
19'-9"
19'-9"
i "
13 -9
13 -9'
13 -9"
n
13'-9
13'-9"
13'-9"
16
r n
19-4
19-4"
a
19'-4
19'-0"
19'-4"
. a
19-4
.042
042
24"
10'-9°. 10'-9" 10'-9" 10'-9" 10'-9" 10'-9"
16'-2"
16'-2"
16'-2"
16'-2"
16'-2"
16'-2"
11'=3"
11'-3"
11'-3"
11'-3"
11'-3"
11'-3"
24"
15'-10
15'-10"
15'-10
15'-10"
15'-10"
15'-10
16"
T-3" '
T-3"
T-3"
T-3"
T-3"
T-3°
.
16"
10'-10°
10'-10-
10'-10"
10'-10"
10'-10"
10'-10"
8'-2"
8'-2"
8'-2"
8'-2"
8'-2"
8'-2"
11'-4"
11'x"
11'-4"
11'-4"
11'x"
11'-4"
.024
.024
24°
a, a n a a n
5'-2 5 -2 5 -2 5 -2 5 -2 5'-2
"
8'-3"
8'-3-
8'-3"
8'-3 "
8'-3"
8'-3-
5'-9"
5'-9"
5'-9"
5'-9"
5'-9"
5'-9"
24
9. ra
9. 1a
9"9.�a
9-�n
9,�n
16"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
14'-8-°Y
14'-8"
14'-8"
14'-8"
14'-8"
14'-8"
50
032
1O'-3"
10'-3"
1O'-3"
10'-3"
10'-3"
10'-3"
16"
6"
14'-6"
14'-6"
14'-6"
14'-6"
14'-6"
50
.032
24"
7'-0",' 7'-0" 7'-0" 7'-0" 7'-0" 7'-0"
11'-3"
11'-3"
11'-3"
11'-3"
11'-3°
11'-3"
-
8'-4"
8'-4"
8'-4"
8 -4"
8 -4"
8'-4"
24"
a
11 -10
11 -10'
11-10"
11 -10'
a
11'-10
11 -10"
11'-9"
16"
"
11'-9"
11'-9"
11'-9"
11'-9" 11'-9"
-
17 -9"
17'-9"
17'-9"
17'-9"
17'-9"
17'-9-
042
12` 6"
12'-6"
12'-6"
12'-6"
12'-6"
12'-6"
16"
1 T-6"
1 T-6"
1 T-6"
1 T-6"
1 T-6"
17'-6"
� 042
2411
9'-O^ 9'-0" 9'-0 9'-O" 9'-O" 9'-0"
"�_
13'-7"
13'-7"
13'-7
13'-7"
13'-7"
13'-7"
_
...
_:.�-
..
34
10'-2"
10 2 n
10 2
10 2
10 2
,_ "
10 2
n
14 -3
��
14'-3"
r" "
4 -3
n
4 -3
a
f4'-3-
4 -3
14'-3"
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
Y
z
Ix
W
z
Zzc
W N
0
w �
a m
Oe�C
W w U
aM
0
w D Q
awe
.7
U00
< U
041
tu
W
0
LL
U
IL
b
0
t'Of _N
N C
r
o a
n z
O
WO nl
>0
0
i
4
a4�
OV
Ow`
LL�0
o
q2F
«a
a
y U �
rr
�aLu
m�
im
LL U CEJ
wvm
aZW;,
W N �_
0;
j'a a N t
O�z�
V J a r
O��v
a�mm
aocm,
W
o:
w
W
zo
wCCo..w..
mryOrm
2
2 a IV W
Q3Q
QUftI uiJS�S
K
O O m 2
LL
O
o to
CL
5 w
w
rn
HEADER BEAM TYPES
1.Sr GUTTER
EXT. CLIP 1.00'
O 377
NAL
0.61' ,
�flEAG/ , 9' SPLICE ; SPIE T�.125'
WHERE Awes
SPLICE OCCURS I 0.1TMP OCCURS ALLOY
c9 WHERET
1 SPLICE o OCCURS 3A'
r �[
OCCURS WHERE I I 61- 2- 1 4.6' 0211' 0.048• 6.656' 7.0'
C37 1 II 0.73• 4.0•
I TVP. 0.110"
�X3-1 0.075' 1 II 3A• 0TYP 0.065 I TVP.
SCP• TYR II II I TYP.
2.14*
1 I p - I
L ------J 1 0.377
----J
3" SQ. STEEL BEAM
3.0• z s3' 3 0. 00' E ASTM A653 GRADE 40 ,.7s
.�.e, 6.5" ROLLFORM °'
MAG BEAM FASCIA 4" -BEAM 4.5" MAG GUTTER r I -BEAM
ALUM. ALLOY @>_qYZER
M. ALLOY C ALUM. ALLOY D ALUM. ALLOY F ALUM. ALLOY 6063 T6
6063-T6 3004-H36 6063-T6 6063-T6
�o G W/ 1 "C" SPLICE
1ALUM. ALLOY 6063-T6
T=12 ORW� 2 "C" SPLICES
7 a s AS oe H ALUM. ALLOY 6063-T6
OF
0 Q
6.s NOTE:
0.03r WHERE 'C' SPLICE OCCURS AS SHOWN IN
0-0.
TYP.
a.o• 8.0• SPAN TABLES, IT SHALL BE INSTALLED THE
o.oar o.oar FULL LENGTH OF THE T I -BEAM.
TVP. TYP. 0.627
�� ° T IM I I .. • ° Q I- 3.0' FV -2.87577
a 3 P L -n z.o• MAX 2.0• " "
C rn DBL. 2"x6.5"x0.042" II f I I 3x8 x0.042 BEAM
ul • I ALUM. ALLOY 3004-H36 I •-I .I---3•o•-I----4,0'.0-_ (q�
A.STLINSERT
� ' I O OR EQUAL MAX. TM GRADE 50
fid' •'• • • M
2"x6.5"x0.032" 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM
NO1 M. ALLOY 3004-H36 K ALUM. ALLOY 3004-H36 &RDBL.
ALUM. ALLOY 3004-H36 W/ 12 GA. STL. INSERT
OR EQUAL OR EQUAL OR EQUAL N 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
r saA ENC/ OF THE 3 k8' BEAM.
•, 2 T-12 OR
��� • ••:�� ----- -- - -- -',I - - -- - - -- - - - - --------COLUMN/ POST TYPES NOTE (1) - COLUMNIPOST HEIGHT LIMITED TO 10'-0XI
" MAXIMUM..
• N0. 17 5-2202 'p GRADE 50
A• 8.o• G=3"SQ.xt=0.188- (1)
T 0 A RAY
C�:�PB : • T"P o.o2a• H=3"SQ.xt=0.250" (1)
....... 0.0045
=3"SQ.xt=0.313" (1)
Lj
PLASnc J=4"SQ.xt=0.188"
MAX. f � PLUGS
3.0• a.o• 3 a 1.0(r 6.s K=4"SQ.xt=0.250"
.04(r ALUM.
DBL. 3"x8"x0.042" BEAM oaa• STEEL 910S@ 24' O.C.� za� o.
W/ DBL. 14 GA. STL. INSERT 3.0• EA. SIDE
ALUM. ALLOY 3004-H36 �• 3.0'
OR EQUAL 3.0' � WP_ 3, a0'
DBL. 3"x8"x0.042" BEAMALUM.I 2.0• 3.o•-^T^z.o' IF t
r, W/ DBL. 12 GA. STL. INSERT -1 30• 1
r ALUM. ALLOY 3004-H36 3" $Q. ALUM. POST " .
J0TE, TOP AND OR EQUAL 3 °• C 3 SQ. ALUM. POST 3 �'
?ACH HEADER B L BE CUT AT o 3" SQ. ALUM POST (1) ALUM. ALLOY 3004-H36 W�ITHIDEPLATES MAG POST30.024.0'30TTOM FI ANr'ESSHA%E� 3 NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR ASp" BCH INTERIOR CpLUM UR DO NOTSHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED ALUM. ALLOY 3004-H36 C 3 SQ. STEEL POST LLOY 3004-H36 ALUM. ALLOY SQ. STEEL POST
OR MORE COLUMS OCC LUMNS. THE FULL LENGTH OF THE 3W BEAM. r ASTM A500 GR.B (F 46ksi) OR EQUAL 6063-T6 ASTM A500 GRADE B
CUT FLANGES AT END
,. %deRDoamerts%0URALUwwMO 0195%2-28-14%2-28-14A 1.dwg, 3M S201411:53:33 PM, Tabloid
S\O�HL F�1/
a 4� �o
�q31. CPMQ�
Jsers\de111Documenls\DURALUM\IAPMO 0196
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
p
SEE TABLE 2
RDL = 3 psf (MINj TO 8 psf (MAX) RLL = 20.25, 30, 40, & 50 psf
0 1/410 HOLES,TYP. ANYWHERE ON EAVE-
8" AVE
15
FASTENERS, SEE TABLE 2
2
2 EXISTING RAFTER ALLOWABLE BENDING STRESS IS 1200 psi.
-
0
0 TYP. BRACKET
OTE: PROVIDE WATER
PROTECTION, METAL FLASHING
Z
R.F. OR EXT. HANGER
AT EVERY 2x
B °
CAUCK JOINTS AND SLOPE
TO DRAIN
z D c
CHANNEL, 2X OR 3X
RAFTER BRACKET
LEDGER OR WALL HANGER
° ° IXISTING EAVE
EqM
03
a
WITH
FASTENERS PER TABLES 2x WOOD STUD,
OVERHANG
SEE TABLE 1
U m
MASONRY OR
11/4'
(24- )
2.6OR2.8LED,ER
ALUM. PANEL OR
1' MIN. CONCRETE
T
a �
Q D
_
-J
3x ALUM. RAFTER
F
EXIST. RAFTERS
AT
3Y"
RAFTER
� o
EXIST. FASCIA BOARD
24' O.C. AT ROOF
OVERHANG
(3}#14x312' W.S
w o 0
6
ALLOWABLE PROJ. EXISTING EA
1' MIN.
m a
TO BEAM
OVERHANG
Z =
j z
SEE
TABLE 1
(24' MAX)
NOTE: PLACE'SIKA FLEX" OR SIMILAR
MATERIAL BETWEEN BRACKET AND COMP.
NOTE: BRACKET MAY BE
O0 o a4
SHINGLE ROOFING TO PROVIDE SEAL
MOUNTED BELOW RAFTER
dr
EAVE CONNECTION
WALL CONNECTION
W/ SAME CONNECTION'S.Lu
0
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 25X6' (AT 25X6 Y'
ALTERNATE EAVE CONNECTION
MINIMUM RAFTERS), NOMINAL 2'x8' (AT 35X8' MINIMUM RAFTERS)
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
OR KILN -DRY WOOD-FlLLED 25X6 Yi OR 35X8' ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM DESIGN LOAD.
LL
TABLE 1
TABLE 2
TABLE 4 ANCHORS INSTALLED
go x
oa
TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
INTO CONCRETE WALL
WITH 6 -INCH MIN.THICKNESS
C 0
Fi c
EXISTING
MAXIMUM PROJECTION
(A) -FALLOW (FI) SIMPSON A35 FRAMING ANCHOR USING SD9112 SCREWS
COVER
NUMBER AND TYPE
FRAMING MEMBER
o
COVER
AT ROOF
WIND SPEED (MPH) AND EXPOSURE
(B) - PALLOW (F1) (2) SIMPSON A35 FRAMING ANCHOR USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB
L.L.
OF FASTENERS
a
L.L.
OVERHANG
110, B 110, C 120, B
120, C
130, B
130, C
FULL LENGTH OF RAFTER TAIL
O a
-11
-_
%' 0 x 1 Y' POWERS WEDGE BOLT -
STAINLESS STEEL AT 1B"O.c.
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
0:'f-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
2-x6" FULL OR
m 3:
Fr
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
20
%• 0 x 1 Y' POWERS WEDGE BOLT -
uj
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.
2"x8" FULL OR
2"x10" NOTCHED
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
Y• 0 x 1 Y• POWERS WEDGE BOLT -
z 4Q
o
6'
(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
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
W 5
7'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
30
W o x 1 Ye' POWERS WEDGE BOLT -
z z
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
2x 6- FULL OR
'
8'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
20
STAINLESS STEEL AT 12' o.c.
y
2x8 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)
2"x8" FULL OR
'4�
WEDGE" POWERS BOLT -
10'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
STAINLEYSS STEEL AT C
E
8
m E
m n
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)
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)
50
STAINLESS STEEL
LL
252"x6"
NOTCFULLOHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE 3<
�o
z
TYPE AND NUMBER OF FASTENERS REQUIRED
AT LEDGER
ROOF PANEL RAIL TO EXISTING WOOD STUD WALL FRAMING
w "6'"
o A3
2"x8" FULL OROR
n n
26'-0-
26'-0-
26'-0"
2¢'-0"
Zg'-0'
2g'-0-
x10 NOTCHED
� g
O
M!9
2" x 4" FULL
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
�IAMETERILAG
Lu N
m
2" x 6" NOTCHED
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
30
C -4 SCREW
(F) - 1- DIAMETER LAG SCREW
o ui b
2"x6" FULL OR
26'-0"
26'-0"
26 -0
26 -0
26 -0
26 -0"
2"x8" NOTCHED
a N
n
}
10# L.L.
20# L.L.
25# L.L.
30# L.L.
40# L.L.
50# L.L.
a m v
2"x8n 0"NOTCHED26'-0"
26'-0"
26'-0"
26'-0"
26'-0-
26'-0"
j o
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'-7"
11'-7"
W o W ..
2" x 6° NOTCHED
15'-0"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
4O
m' W W
2x6" FULL OR
5'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
2"x8" NOTCHED
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
3
6'
(C)
(C)
(C)
(C)
r (C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
o
2x8" FULL
7'
(C)
(C)
(C)
(C)
'(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
2"x10" NOTCCHH ED26'-Om
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
2" x 4" FULL
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8' (C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(E)
(E)
(E)
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)
o
50
co
FULL OR'
2x8° NOTCHED
15'-3"
15'-3"
15'-3"
15'-3"
15'-3°
15'-3n
10-x6'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(E)
(E)
(E)
(E)
(E)
(E)
2x8" FULL OR
11'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(E)
(E)
(E)
(E)
(E)
(E)
2"x10" NOTCHED
20-9 "
,- "
20 9
,- "
209
�- "
20 9
�- "
209
�- "
20 9
12' (C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
-(D)
(D)
(D)
(E)
(E)
(E)
(E)
(E)
(E)
�2-28-1412-2&14
A 1 fMm -qm s;mn1A 11 •SGf1S DWI
T"hL.IA
l 17
Y L_ C/ V
• -,/E Or -
<Ns I. Es
ALUM. 3004-H36
1.0�
C-3 ml FASTENERS
IF SEE SHEET 8
1 7�
ALUM -ALLOY
6063-T6
O ROLL FORMED 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
S #14 SDS,
3 PER SIDE
0 l •.I"..
sl- O Q
m
ol
tf� • w
o► - • .
A4 .18A j6
t� 2 EACH 1/4.0 x 3-1/2' LAG SCREWS LL.=10 psf
348" ALUM. 3"X8" ALUM. 2 EACH 1/2'0 x 3-1/2' LAG SCREWS LL.=20, 25 AND 30 psf
2>4RAFTER HEADER 2 EACH 5/8'0 x 3-12' LAG SCREWS LL=40 AND 50 psf
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
PENETRATION BRACKET
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE NOTE: USE LEDGER WHERE RAFTER SPACING
THREADED PORTION OF SHANK COMPLETE EXCEEDS EXISTING STUD SPACING
PENETRATION INTO EXISTING CORNER STUD. SEE TABLE 2, SHEET 8
HEADER BRACKET 2 RAFTER TO WALL CONNECTION 3
1 1/2" OR 2"LATTICE #8 S.M.S.
2' #8 S.M.S. EACH SIDE
ALTERNATE 1
DOUBLE RAFTER- EXISTINGDBL. 3''8'X.042 BEAM
BOLT CONNECTION PLAN 2 LATTICE 1 1/2" OR 2' SHEATHING 25X6 X--.024"
ALUMINUM MEMBER WITH OR DBL. 2X6.5X.032" BEAM
ALTERNATE: r WOOD FILL OR
4414 S.M.S. EACH ¢ 25B" NOMINAL LEDGER
RAFTER TO COL (NEW OR E)USTING) O
CONNECT. (8-TOT.)I I
2x6.5' OR 3"x8" RAFTER 0 0
1- ALTERNATE: 1/2' BOLT
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
SEE SHEET 4
T=.060' -�J
FASTENERS
SEE SHEET 8
FASTENERS,
SEE SHEET 4
ALUM.ALLOY
6063-T6
OC I.R. HANGER
1 1/2' 10# L.L.=(2)#14 SMS EA SIDE
20#,25#,30# L.L.=(3)#14 SMS EA. SIDE
T/ 40#,50# L.L.=(4#14 SMS EA SIDE
TT 3/4" OR 1 1/2"
I I 2"x6112"OR
5" MIN. W x 8" ALUM.
I
RAFTER
3/4" OR 1 1/2"
U -BRACKET
EXISTING WOOD STUD FRAMING
FASTENERS, 078
SEE SHEET 8 300'
.6
.25'R .05
FASTENERS,
SEE SHEET 8
.20 5'
CONTINUOUS A• RAIL
ROOF PANEL (WHERE OCCURS)
rra31 r-FMCM0. + ALUM.ALLOY
SEE SHEET 8 6063-T6
WALL CONNECTION 1O
T:
ALUM. ALLOY
6063-T6
"H" BRACKET
I 1 4.WOR6'
Yx 3-STL.POST (247 0\
ALTERNATE:
INSERT ATTACHED OR (2}2x6.5' OR
3'k 3"STLPOST COLUMN (2) -35X8 -HEADER
FOR FREESTANDING
(2}1/2 -BOLT
25X 6.5" SIDEPLATE
DBL. RAFTER / DBL. HEADER CONN. 4O
.'- r% .mm8ntsXDURA UM1WM0 019512-28-1412-28.14 A i ft, 3M6201412A4:46 AM, TabbW
ALTERNATE:
3'3'X0.024'
CONNECTOR O
(2} #14 S.M.S. EACH RAFTER
TO COLUMN CONNECTION
(4 -TOTAL)
ALTERNATE: - - -
(2} 2x6.5_' OR (2}3"x8" HEADER
ALTERNATE:
(2} #14 S.M.S. EACH RAFTER
STUB COLUMN TO DOUBLE HEADER CONN.
(2) SIMPSON SDS25600
8 EXISTING
1' STUCCO OR EQUAL
t2.5'�PENE. INTO EACH WOOD STUD
EXIST. STUCCO / LEDGER
ATTACHMENT DETAIL O6
5/8"0 ACCESS HOLES
INSTALL 6 - #14 X Y4"
3' SQ. POST LONG SDS @ EACH
HEADER TO COLUMN
(12 FASTENERS PER
CONNECTION)
DOUBLE HEADER TO
COLUMN DETAIL O7
�f
I.R EXP.
�pl�l�t_ Fiy
EN"FO
do q� OF
�q31. CP��
Jsersldelyd)ocumentsXDURALUNNAPMO 01
-r BRACKET Q 3 -SQ. POST
W/ (4W4 SMS EA SIDE OF POST
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
OR 1/2" M.B. THROUGH POST
SQ. 18' DEEP ' CUBE FTG.
POST "•'
TYPE TYPE0
B,GD, ORE.
SINGLE POSTS
3' SQ. POST
USE ( HILTI
KWI OLTS OR
Z
20°
EQUAL
z
23" & 24' CUBED (1)
STEEL /BRACKET USE WITH
I
22"
• _ ..
azo
SEE NOTES BELOW
-
JL
24" 28" SQ. 20"
BOLTS OR EQUAL
1Q5
23'
2' EMBEDMENT DEPTH ,
BRACKET TO SLAB.
4"
FOR KWIK BOLTS)
MINIMUM DISTANCE TO
25'
35' - 39' CUBED (1)
0.
4 3/4'
30' 39' SQ. 28"
TO CRACK = 10'
43'SQ.
R F
d
aao
-r BRACKET Q 3 -SQ. POST
W/ (4W4 SMS EA SIDE OF POST
1 ALUM.'f"BRACKET DSE WITH
OR 1/2" M.B. THROUGH POST
SQ. 18' DEEP ' CUBE FTG.
POST "•'
TYPE TYPE0
B,GD, ORE.
SINGLE POSTS
3' SQ. POST
USE ( HILTI
KWI OLTS OR
3'SQ. POST
20°
EQUAL
12"
23" & 24' CUBED (1)
STEEL /BRACKET USE WITH
I
22"
POST TYPE B,C,D,E,F,G,H,J OR K
16"
SEE NOTES BELOW
USE (2}3/8'0 HILTI KWIK
(2),3/8'0 HILTI KWIK-BOLT
24" 28" SQ. 20"
BOLTS OR EQUAL
TZ-SS314, EACH
23'
2' EMBEDMENT DEPTH ,
BRACKET TO SLAB.
4"
FOR KWIK BOLTS)
MINIMUM DISTANCE TO
25'
35' - 39' CUBED (1)
EDGE OF SLAB = 4* OR
4 3/4'
30' 39' SQ. 28"
TO CRACK = 10'
43'SQ.
R F
d
(2" MIN. EMBEDMENT)
(4)3/4.0
43/4'
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
- -
DE
d
� ? �• SLAB SHALL BE IN
42' 64' SQ. 41"
v POURED CONCRETE
:' a
GOOD CONDITION
FROM END
FOOTING SEE NOTE
3 1/2' MIN.
FOR SIZE
SEE FOOTING
I
° Z
SCHEDULE
'
0
IN BEAM SPAN TABLE
SQUARE, SEE FTG.
O7 EXISTING SLAB
ATTACHED COVERS ONLY
POSTS TO CONC. FOOTING
O ATTACHED COVERS ONLY .
ATTACHED
ALTERNATE FTG.
ATTACHED ONLY
FOOTING & ANCHOR BOLTS
CUBE SIZE
SQ. 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)-100
3114'
24" 28" SQ. 20"
26"
32" SQ.
23'
31' - 34' CUBED (1)
(4).518'0
4"
28"
35' SQ.
25'
35' - 39' CUBED (1)
(4)3/4'0
4 3/4'
30' 39' SQ. 28"
32"
43'SQ.
30"
40'-4TCUBED (1)
(4)3/4.0
43/4'
34"
47" SQ.
32"
NOTES: BOLTS SHALL BE HILTI KWIK BOLT TZ
STAINLESS STEEL, I.C.C. ESR -1917 OR EQUAL
1) REQUIRES USE OF ALTERNATE FREESTANDING
BASE PLATE
- -
36' 51 • SQ. 34•
38' 55' SQ. 37'
40' 60" SQ. 39"
42' 64' SQ. 41"
44' 69" SQ. 43'
' CUBE FOOTING W/4' SLAB
95N2-28-1412-28-14 A 1.dwg, 311612014 12:09:50 AM, 11 x 17
J ri 0
STEEL POST ONLY:
w o a
o
USE POST TYPE
a ww• v
I
1 I
F. G, H. J OR K
0 0
i J Z
1
0:5 4a
1/2 DEPTH OF
f
FOOTING OR I I
NOTE: ALL COMPONENTS ARE INTERCHANGABLE UNLESS OTHER WISE NOTED
1
12' MIN. EMBD. I"�7
p 00uJ
LU
• I .
l'o
U.
w H
mx
,`.LU
LU
U <
w (L
o
0)
(1)-1/2"OM.B.
U
c;0
x9' LONG, 1-
•�;
W l0 Q
o 0
ci
FROM END
O m
"
OF POST
Z
° Z
0
POURED
SQUARE, SEE FTG.
o,4
CONCRETE
SCHEDULE IN BEAM
w cc
o
FOOTING
SPAN TABLE
: x
nSQUARE' OST EMBED.
9 c PINTO -FOOTING- .
w 9 i
95N2-28-1412-28-14 A 1.dwg, 311612014 12:09:50 AM, 11 x 17
pp U
NOTE: ALL COMPONENTS ARE INTERCHANGABLE UNLESS OTHER WISE NOTED
p 00uJ
'
LLwo
(3)-3/4"0 BOLTS
;ii
m - o w
'
FOR POST TYPE J& K
D O w w
0 In
3" OR 4' SQ.
" w z
4 5"
INSERT
16"
x 0.188"
0
ASTM A36
4 5"
STEEL
m
'
S
�®
i
T.O.C.
L O m
(4)- SS316 3/4"0 HILTI KWIK BOLT TZ STAINLESS
2 vi g
UJ
STEEL PER I.C.C. ESR -1917 OR EQUAL
r
}
(4 3/4" EMBEDMENT DEPTH)
$ w
_
LL
ALUM. ALLOY 3.00" OR
o 7 Z o
6063-T6 2,40"
INSERT TO
U7a�
2.0"
1.375"
7/16"0 HOLE
BASE PLATE 3/16"
a
0
FOR 3/8" MB
.56" .�
2 FLANGES
POST _
Lu
0 .75"
2 1/8" APART
o
ASTM GRADE 36 STEEL
p
INSTALL 1Y° x 1Y" x V HDG
1.125"
i
2.5"
INSERT
I
w G w :.
a, o m
p
WASHER PLATE AT ANCHORS
9" SQ. X 5/8"THK. `-" `-'
Z w w
75"
" BASE FLARES
THK, BASE PLATE
w1.60°
1.50
157"
TYP
+
TO 3"WIDE EA.'
f�-SIDE OF FLANGES
(ASTM A572 STEEL)
.66a,
090" TYP.
1 1/2' g• 1 1/2"
INSTALL 1Y° x 1Yz' x YB"HDG
USE FOR 3"0 4"
1.75°
FOR 3" POST,
WASHER PLATE AT ANCHORS
STEEL POSTS
5.50"
4" WIDE FOR 4" POSTILL
v
FOR 130 MPH1
(� 1-7/16"0 HOLE
WELDED STEEL BASE PLATE
Q
c
2- 5/16"0 HOLES ---/Z
2-3/8" HOLES
0
'
TYP. EA. SIDE
w
ALTERNATE FREESTANDINGUJI
`
ALUM "T" BRACKET
STEEL
"T" BRACKET
n
BASE PLATE ANCHOR
co
95N2-28-1412-28-14 A 1.dwg, 311612014 12:09:50 AM, 11 x 17
nm ;m
LATERAL FORCE RESISTING SYSTEM (LFRS) FOR.ATTACHED COV
AS AN ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS
MINIMUM NUMBER OF REQUIRED
COLUMNS FOR ATTACHED COVERS
Do
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
3
4
3
1 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
1 5
6
6
7
2"X6.5"X0.042" SIDE PLATES
m
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
112---3
--4—
4
5-
4
-5
13'
3
4
4
5
5
6
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
nls%DU� UMWMO 0195%2
�."."�,�"InDoame-28 1 412-28 1 4 A 1.dwg, 311620141219 8 AM,11 x 17
RO
INSULATE
INTERLOCKIP
WALL
HANGER
6 SCREWS
3.5"
3.5'
1❑ OR EY
SEE NOTES
BELOW
#14 SMS EA- SIDE
TOP MID HEIGHT
jBEAM SPLICE TO
,,)OCCUR DIRECTLY OVER 5/8' 0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
@ 2 -POST UNITS err0rXA1 IQ Iticlnr
I
5" #14 SMS MAY
BE USE AS
:35' 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"
1-11 W/ (6)-#14 S.M.S. EACH SIDE. ❑2 W/ (8)414 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
ROOF PLAN
FASTENERS,
SEE SHEET 8
ROLL -FORMED #14 SMS @ 32.O.C. MAX
OR IRP (4 MIN. PER PANEL INTERLOCK)
OLL-FORMED
PANEL
SEE SHEET 8
0_aOOF 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 ,
Z
W
W
Z
U Z o
' W N
J
W A
a' n
U
y U
co
o
wow
co 0
IL K U
Q930
J z
0
ui0
0
U
, 1
h 1
..=t NAL .. c
C G/
^�
rExp, mij
CL
1 8
q8.1. CP��'
Y
T Oen •s1••r��F
r
#-, ; r i C
w.
ur Exp'
pd,•" -CI IL '
+
` ' ;zr�`�'
C-17-*` NO 17�" .7CJ
L
THOMAS IRA
dmFBELL
sT� OF
r ,
Jsers\deiNDocumentsM)URALUM\IAPMO 01
- _ 'BEAM TO POST & LATTICE TUBE TQ RAFTER CONNECTION DETAILS, �-
SPLICE DETAILS 11 .." BEAM TO POST DETAILS 12 - BEAM TO POST DETAILS 13 0
Z
SIMPLE SPLICE FULL MOMENT
_ 24' __ :+ s ;qOP710NAL DECORATIVE FASCIA s z
« • a 3• 1' 18 . ( WOOD. ALUM. OR HARDBORD) ,+"' _ (j p n
fir(2)1110 S.M.S.@ EA
• #10 S.MS. + ' + .1' , VALLEY TYP..,•-Yr..'d - (12) - #14 x 1? S.M.S. EACH SIDE OF 3• F i^
(e TOT. 0 #12 S.M.S. t SO. POST (6 -TOTAL) Q �j
TYP. THICKNESS =.035' (24 TOT II 1 t , r' , r ALTERNATE 1/4'0 BOLT W/ WASHER ' * . O '
i II 6.38• TYP. THICKN SS = .035i Y --- ; • + i.. ^ E0. SIDE OF 3' SQ POST r r 0 I O
rA
-_TILL ' .. f l w o a
t ALUM. ALLOY 3004-H36 ' . ALUM. ALLOY 3004-H36 w_ - ` 7 ww v
OR 6063-T5 FOR EXTRUDED i J �. OR 6063 -TS FOR EXTRUDED : f' _ { y ; ' . • I f 1.10- Q o 0
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR I ,' ; 7 i O+ i so•I z
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS I L _ ± ,. O a�
r SPLICES - ROLLFORMED & EXTRUDED FASCIAS 2 s•saPosr4:.' cc
NOTCH i BEAM FLANGE '
I -BEAM ALUM ALLOY ` AS NEEDED TO CLEAR s i, r .Lu
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE C•SPUCE (ONE SIDE OF WEB) MAY BE USED ,' (6061-T6) ALTERNATE SQ. POST,CONNECT WEB o
SIL. C BEAM TO POST W/ (2) - 5/8• H t' 4 ' - s 0
TOTAL= (8)-1/2.0 BOLTS - THRU-BOLTS @ 4' I -BEAM ' +� , ,
t° - :550
-#14 x 1R' S.M.S. EACH SIDE OF 3 -
AND '"
a . ` , - 1 SQ. POST
AND (3) - 518' 0 THRU BOLTS s0.
.. 7 - '''t @ T I11
-BEAMS .. �' _r. ALTERNATE• 1/4.0 BOLT W/ WASHER -
+ _ - • ,� ,�, S _ �. a EA SIDE OF 3• SQ POST
', + ', i•`` A J IDD' _ �. 1 ''*;' _ �' k - �...-;.AY i{ •^ •:.�•Y .R` yw '
O - °'.' 'ice •;1 .O` •�.�a._. r .. $ ., .,- Y as
- GUTTER FASCIA. ( �o f0•a
: - SPLICE WHERE ' w ,r 2.00' 1 C . ' ) , ` a OR 240• 3• SQ. POST MAG BEAM , �! - • ioa o
r OCCURS • -� 4 - . • t i ,, • ' 3•SQ STL BEAM c o
N
+ • TMP ' H - BRACKET -TO POST 104 RAFTER "TAIL" TO GUTTER 15 a Z
ALUM. ALLOY = _` Y ` ' - NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf ui o .
6063-T6x 3"x 8"x.042" BEAM, ROOF LIVE AND SNOW LOADS >0,
= t
�� i 16• r }� t 3" SQ. STEEL OR ti
f �jl 4" I-RFAM , ' MAG BEAM. . t•' t j.F -
i
ri
', ` „' MOMENT CSPUCE
:. ' ". y
+
1' •42
"L• FASTENERS A .'
1'-0" 4-#14 SDS
w --
�J
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12• SIMPLE. CSPLICE (ONE SIDE OF WEB) MAY BE USED.'
AT OVERHANG -- :----
#14 x 1/2"S. M.S. TOP
a 4' I { `s.,
r
1
. „ _
t • +
2'-0" 6-#14 SDS fj} , a
FASTENER TO FASCIA - SEE TABLE
g
.eLLo
4a z 'P
1.?r5"
Ek
`
r * . 1
- t :
- L'
;r _•
3'-0" 12 - #14 SDS r
FASTENER TO RAFTER TAILS - SEE TABLE
FASTENER SPACING = 3/4' �r nPTInPJAI I ATTICF TI IRGR
oo. .
0I.
w
� m z
95\2-28-1412-28-14 A i.dwg, 311 6%2014 1 22051 AM, 11 x 17
M
r
O
O O
- r
o 1 ..
' R - 7
�. •
AT OVERHANG -- :----
#14 x 1/2"S. M.S. TOP
z o
u3 o
m
T
(6)-#14 SDS @ EA. SIDE
& BOTT. (2) -TOT.'.
saucEwHERE >
.
+ TOP & BOTT. TOT.=24 ',
x
OCCURS
4.5"
f
o
d
. "•. '
TYP.
:
`.
.� r
Z
ROOF PANEL a FASTENER 6 12
'
y_
co GROUP
ym
•
-
- .- °
O O
•+
,t` •
oo
ROLLFORMED OR oo `•
EXTRUDEDCUTTER r -
vE
'
d • Umm<
�.
ALUMBRACKET
U.
o
r
ALUM.
S.M.S. @12"O.C.
U) O
• 1s- r _
- ALUM. SOY
-'- STEEL POST
FASCIA ,
?
7"I -BEAM
3'-0'
�.+v
61/2't2Sc024_ 2- 1- 'L'SEE TABLE t
1W -U o
'
> ' MOMENT CSPLICE * >
"Un BRACKET RAFTER TO BEAM • ,
�.
�� R
v
> O=fn
_.
0
o � Z
1 S(J.;_ni i2" -E A- TTI_CE TUB.E� ?,, ..
2"x3" LATTICE TUBE R2 _
: �-
LjATTI_CE TUBE-TO�RAET.ER -= 16 }
•
- - -
"U"`B'RACKET-"RAFTER TO�BEAMI, 17
y
3.125• FOR 3 x RAFTER A,
g g ; Q
2.125" FOR 2 x RAFTER
¢ fmofD
•+
IL a
. ry ; t "MALUM. ALLOY 31M -1-125i
a , ;.
.1 1/2' SQ., 2° SQ., :
y « -r '
s
w
"
ALUM. ALLOY 3105-H25 " . ,
: OR 2"x3" LATTICE
"SMS, 3°
k ,
• •.
" c t = @ 6063-T6
1.50
-
#8 x 2 21/2' @ O.C. MIN.
.040'.
1 1 /2"
0
1 50"
�,
s
+ OR 3 1/2'. TYP. UP TO 6 O C MAX
..� AX
a
O
28" 2" 2"
--
o'
28" n
3 • 2�,,
— �.
t
t ' — — — =
> 5 o m
maz
�a -
i
'E�j
(6) - #14x 4°TEK SCREWS - - µ . i
Lu
" .
018 +
018" '
.
BRACKET TO RAFTERW12'o
w
o v cc
`
:
RAFTER
t s
.. . '
,
CD
LL
0o
Oi(6)
cy
- #14x' TEK SCR
w
BRACKET TO B
_
95\2-28-1412-28-14 A i.dwg, 311 6%2014 1 22051 AM, 11 x 17
3L C
Y,rX- •.
.HO S I Y
CAMPBEL •;
i
.,-__,aomnowm6nlS\DURALUM'APMO 01
BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS ATTACHED 8 FREESTANDING SOLID COVERS
10# LIVE LOAD - 110,120,130 MPH - EXP. B & C
152' 6.5" ROLLFORM Z
A ALUM. ALLOY w
0.61• cUrrE 6063-T6 z
1. ExT. G!P Z c!) o
ATTACHED SOLID FREESTAND/NG:eOLID } J N
Q x viSPUCE
o
WHERE 1.00' I - MAX.COL. .O MAX.POST FTG. MIN. MAX.POST FTG MIN. •jo_
6 S 2.SPLICE WHERE� = SPACING SPACING (IN.) POST SPACING TYPE (SPAN) (�') TYPE v
SPLICE / ON SLAB * F (SPAN) F 0 � v
OCCURSU3.
0.73• 4.0• ca
a.s- o.1TMP J - 9'-0" 5, 11'-91' 9" 120 B 11'-91'-4" 228 G 5' < 4i0.078 3.0' TMp0.OBS 3.0' 2 J ul 0TYP. 038 TYP. 0.048• ,n ,10'-9" 18 10 -926 , W o 2 2.04- osa• TYP. D 7 -6 6 10'-9' 21 B 10'-4• 27 G 6 a. wUn , 10'-0" 19 10'-0" 26 , a 0O
r 6 -5 7 '"21 B 9'-8" 27 G Z 293' 3A' - - 4.00• - - ' S'-8" 8' 9,-4■ 19 9'-4` 26 ^ 8,
0:5
4a
MAG BEAM 6.5" ROLLFORM 4' I -BEAM (04.5' MAG GUTTER 3" SQ. STEEL BEAM 9'-4" 22 9'-1' 26 V
A ALUM. ALLOY B ALUM. ALLOY C' ALUM. ALLOY ALUM. ALLOY E ASTM A653 J 5'-0" 9' 8'-10' 20 8'-10" 27 9� L)
6063-T6 6063-T6 6063-T6 6063-T6 GRADE 40 J 8'-10• 22 8'-T 26
■ , 8'-6" 20 8'-6" 2727 G 10'
C 4 -6 10 8'-0• 23 B 8'-1"
0.376 r 4'-1" 11' 8'-1' 21 C 8'-1" 27 G
23 T-9" 28
ALLIK 3'-9" 12' 7'-8" 21 C 7'-8' 28 G 12' o
OccuRs AuorWHERE 7' 6" P�J24 7'-6' 28
6063T6
6.666• 7.0• s.o• 0,
0.110- Z
TYP. 0.042• ss 0.032 s.s 0.042 m -
TYp TYP TYp. ATTACHED SOLID FREESTANDING SOLID N
ax Qx �
MAXCOL. :30 MAXPOST FTG. MIN. MAXPOST FTG. MIN. 5 p i
SPA0.376 I II I I I I ON SLAB +t aF 3 SPACING (SPAN) (IW.) POST SPACING TYPE (SPAN) (IN.) POST Ln
TYPE
7s F-z.o•�I- a.o- •-I I -2.o• a.o• - 1�2.o•�I 8'-8" 5' B n G 5'
11'-9' 19 11'-9" 28
MAX MAX. �3,0-� � 11'-7" 21 0 -10 29
10'-9" 19 10'-9" 27 c ��+ o o a
■ s w n n " w w O 7'-2" 6' B G 6' O= E a
7° I -BEAM DBL. 2 x6.5 x0.042 x6.5 x0.032 3x8"x0.042 BEAM N 10'-7' 22 10'-0" 28 0 0 p m
F ALUM. ALLOY I ALUM. ALLOY 3004-H36 Q__�BL..2
UMALLOY 3o04 -H36 K ALUM. ALLOY 3004-H36 " , 10'-0• 20 10'-0` 27 , m w ,�
6063-T6 OR EQUAL OR EQUAL OR EQUAL 60-2- 7 9'-10 22 9'-3" 28 G 7 y a LL
W/ 1 "C° INSERT ■ 9'-4' 20 9'-4' 26
8
G ALUM. ALLOY 25" 5 -5 8 9'-2" 23 B 8'-8' 27
9' 8'-10' 21 8'-10" 27 9,
6063 Ts J 4'-10" 8'-8" 1 B 8'-2" 28 G s
W/ 2 "C' INSERTS J
H 4'CA , n , 8'-6" 21 8'-6" 27 , m E
ALUM. ALLOY
6063-T6 T 14 12 GRADE W $ 4-4- 10 8'-3" 24 7'-9" 28 10 m
Cl
NOTE: ASTM 8'-1' 21 8'-1" 27
WHERE'C SPLICE OCCURS AS SHOWN IN 8.0' 7.8 8 8'0 ' " ' 7'-10 24 7'-6 29 1 g O A
GRADE w �' 3 -11 11 B w G 11 u
SPAN TABLES, R SHALL BE INSTALLED THE 0.042 .042• U) U m
FULL LENGTH OF THE T I -BEAM. TYR TYP. ,_ n , T-8• 22 7'-8` 28 , < Z w m
3 7 12 7'-7' 25 C T-2• 30 G 12 F
0.625• $ LL
II I I I I > ATTACHED SOLID FREESTANDING SOLID > a w o
4.0' �3.0-� 2.878 F---3.0•--�i� 4.0' .0' -moi x
MAX MAX MAX.COL. S o MAXPOST FTG. MIN. MAX.POST FTGPOST SPACING. MIN. p p <v
3"X8"x0.042" BEAM DBL. 3"W4.042"BEAM = SPACING Ix SPACING
IN.) TYPE (SPAN) (IN.) TYPE RPOST g ~
DBL. 3'x8"x0.042" BEAM ON SLAB * � ( ( ~ a'p �
W/ 14 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT
L ALUM. ALLOY 3004 H36 M ASTM GRADE 50 O ALUM. ALLOY 3004 H36 8,_O" 5, 11'-9" 20 B 11'-7' 29 G 5,
OR EQUAL OR EQUAL 11'-2" 22 10'-6• 30 E
3"x8"x0.042" BEAM " • 10'-9` 20 10'-7' 28 W
DBL. 3 x8 x0.042 BEAM
N W/ 12 GA. STL. INSERT W/ DBL. 12 GA. STL. INSERT M 6 -8 6 10'_2" 23 B 9'-7' 30 G 6 W Z
ASTM GRADE 50 P ALUM. ALLOY 3004 H36 5,_8n 7, 101-0• 21 B 9'-9" 28 G T z �' ? w
OR EQUAL 9'-6" 23 8'-10 29 �,
NOTE WHERE 12 AND 14 GA STEEL INSERTS 1 9'4" 21 9'-2" 27 qa < 8 �
OCCUR AS SHOWN IN THE SPAN TABLES, NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS , n ' G 8' 0 -
THEY
THEY SHALL BE INSTALLED THE FULL LENGTH SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED 5 -o 8 8'-10" 24 B 8'-3" 29
OF THE 35x8• BEAM. THE FULL LENGTH OF THE 3'x8' BEAM. J 4'_5■ 9, 8'-10° 22 B 8'-8" 27 G 9
NOTE: J 8'-4` 24 7'-10 29 v
FOOTNOTE: "SAMPLE" P��
22 8'-3" 28FOOTING SHOWN REPRESENTS LENGTH OF ,-", , ,� pU.
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB. 410 25 B 7'-6" 30 G 1 ° 'n
FIGURE INDICATES -a
WHERE SLAB OCCURS, CUBED FOOTING SIZE * THE MAXIMUM COLUMN SPACING ON EXISTING SLAB SHALL EXPOSURE B 0 8'-1' 23 B T-10' 29
MAY BE REDUCED BY 6' FOR FREESTANDING ONLY. BE THE SMALLER OF THE MAXIMUM SPACING SHOWN IN FIGURE INDICATES r 3'-8" 11' 7'_7• 25 C T-2' 31 G 11'
SEE ALTERNATE FOOTING TABLES THIS COLUMN OR THE MAXIMUM POST SPACING SHOWN EXPOSURE C _ x
SHT. 10 FOR ATTACHED COVERS FOR THE SELECTED BEAM. WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. 3'-4" 12' T-8 7'_1 ■ 225 C 7' 6'_9• 231 G 12' N
9512-28-1412-28.14 B 2.dwg, W16120141:06:18 AM, 11 x 17
StOKAL F:A�,
EN�FO c•
P
I. C
Users\dell\Documents\DURALUMUAPMO 01
ATTACHED & FREESTANDING LATTICE COVERS -10# LIVE LOAD - 110, 120,130 MPH - EXP. B & C
DBL 2"x6.5"x0.042"
ALUM. ALLOY 30D4
DBL. 3"x8"x0.042" BEAM
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
O
o
a
-H36 OR EQUAL
ASTM GRADE 50
ASTM GRADE 50
ALUM. ALLOY 3004-H3 OR EQUAL
i
_
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
U (" o
j N
MAX.COL.
SPACING
¢X
O_
3
j p
—
F
MAXPOST FTG
SPACING
MIN.
POST
MAXPOST FTG
SPACING
MIN.
POST
MAX.POST FTG.
SPACING
MIN.
POST
MAX -POST FTG
SPACING
MIN.
MAXPOST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAXPOST FTG.
MIN.
MAXPOST FTG.
MIN.
MAXPOST FTG
MIN.
(IN.)
(SPAN)
TYPE
(INS
TYPE
(INS
(IN )
POST
SPACING I
(N')
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING
ON')
POST
SPACING (IN.)
POST
SPACING (IN')
POST
m
¢
^
ON SLAB
*
(SPAN)
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
Fp
a a
LCL
11'-5"
5j'
18'-0' 15
B
18'-0° 29
G
21' 8" 16
B
21'-8° 31
G
20'-9" 16
B
20'-9" 31
G
22'-8" 17
22'-8" 31
G
29'-2" 18
29'-2° 33
H
,
Q a
G
18'-0 18
1T-6 31
21'-8" 19
21'-2" 33
H
20'-9" 18
20'-2" 33
H
22'-8' 19
B
22'-1" 33
H
29'-2" 21
C
28'-6° 36
I
5
o
0
gl_7"
s,
16'-4' 16
B
16'-4' 29
G
19'-9" 17
�,
19'-9" 30
C7
19'-0" 17
B
19'-0" 30
G
20'-8' 17
C
20'-8" 31
26'-8" 19
E
6'-8" 33
H
J W m
T"",
16'� 18
16'-0 30
19'-9" 19
19'-3" 32
19'-0" 19
18' 6' 32
20'-8" 20
20'-2" 32
G
26'-8" 21
26'-0" 35
I
6'
a W
8._2"
71
15'-215,-2 169
B
15-
230
�j
18'-4�8��^ 120
C
18'-4'1T-10 331
Cj
17'-17•-7" 119
C
17'- �7•-1" 331
�j
19'- 19•-2" 120
C
19'- X9'-2" 332
Cj
24'-
122
E
4'
334
H
4'-10"
24'-8"
24'-1"
7�
3 a
71_2"
81
14'-3" 17
B
14'-3^ 29
G
17'-2" 18
C'
17'-2" 31
G
16'-6" 18
�'
16'-0' 31
G
18'-0" 18
�'
18'-0" 31
23'-2" 20
E
23'-2° 33
8
0 u
14'-3 19
13'-10 29
17'-2 20
16'-9 31
16'-6" 20
16'-1" 31
18'-0 21
18'-0" 31
G
23'-2' 22
22'-7 33
H
Lu
—�
61�q
go
13'$' 17
C
13'-6" 30
G
16'-3" 18
E
16'-3" 31
G
15'-6" 18
C'
15'-6" 31
17'-0" 18
E
17'-0" 32
1'-1 " 20
1'-1 34
9
o
,J
13' 6" 19
13'-1 30
16'-3" 21
15'-9" 31
15'-6" 20
15'-2" 31
G
17'-0" 21
17'-0". 31
G
21'-10 23
E
21'-3" 34
H
0
5'-9"
101
12'-912,-9" 120
C
12'-912,-0^ 330
G
15'-4"15'-4" 121
E
15'-4"5'-1" 332
(�
14'-94�-g" 121
E
14'-94'-4" 332
(j
16'-116.-1' 121
E
16'- �6.-1" 332
G
0,
223
E
O, 9.
334
H
20'-9"
20'-2"
10'
O5'-2"
1,
12'-2" 18
�'
12'-2" 31
G
14'-8" 19
E
14'-8" 32
G
14'-1" 19
E
14'-1" 32
G
15'-4" 19
E
15'-4" 32
G
19'-9" 21
E
19'-9" 35
11
x
12-2 20
11'-10" 36
14'-8" 21
14'-4" 32
14'-1" 21
13'-8" 32
15'-4" 22
15'-4" 32
19'-9" 24
19'-3" 34
41_9"
12,
11'-B' 18
C
11'-8" 31
G
14'-1" 19
E
14'-1" 32
G
13'-6" 19
E
13' 6' 32
G
14'-9' 19
E
14'-9" 32
H
19'-0" 21
E
19'-0" 35
U.
Lo
11'-8 20
11'x" 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'
a N
"o
O"
J 0
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
'CIE
W
N
MAX.COL.
=,a
MAXPOST FTG
MIN.
POST
MAXPOST FTG
MIN.
MAX -POST IFTG
SPACING
MIN.
MAX.POST FTG
SPACING '
MIN.
MAXPOSTl FTG.
MIN.
MAX.POST FTG -
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG. MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG MIN.
j p
=
2
� 3
(ACING AN) ON.
SP
TYPE
(SPAN) (IN.)
TYPE
(IN. )
POS
(I"')
POST
SPACING
` ' (I"•)
POST
SPACING (IN')
POST
SPACING
(1N')
POST
SPACING POST
(1N•)
SPACING
(1"•)
POST
SPACING POST
(I"')
m —
a'
ON SLAB #
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN) TYPE
(SPAN)
TYPE
(SPAN) TYPE
ll' -5-
"
5
18'-0" 16
B
18'-0" 31
G
21'-8" 17
B
21'-8" 33
H
20'-9" 17
B
20'-9" 32
G
22'-8" 18
B
22'-8" 33 H
29'-2" 19
C
29'-2" 35 1
,
1 T-8" 19
17 -0" 31
H
21'-4" 20
20'-7" 34
20'-4" 20
19'-8° 34
H
22'-4" 20
C
21'6" 35 I
28'-9" 22
27'-8" 37 K
5
CD
9'-7"
6'
16'-4' 17
B30
0
G
19'-9" 18
C
19'-9" 32
G
19'-0" 18
B
19'-0" 32
G
20'-8" 18
�'
20'-8" 32 G
26'-8" 20
E
26'-8" 35 1
> o o
16'-2" 19
19'-7" 21
18'-9" 34
H
18'-8" 20
C
18'-0" 33
H
20'-4" 21
19'-8" 34 H
26'-3" 23
25'-3' 36 K
6
Juiin
or,N
8'-2"
7'
15'-2' 17
B
G
18'-4" 18
C
18'-4" 31
G
17'-7" 18
C
17'-7" 31
G
19'-2" 19
�'
19'-2" 32 G
24'-8" 20
E
24'-8° 34 H
1
J W w
15'-0' 20
0
%-3
18'-1" 21
17'x" 33
H
17'-3" 21
16'-8" 33
18'-10 21
18'-2" 33 H
24'-4" 23
23' 6" 36 I
7
y a LL m
7'-2"
8'
14'-3" 18
B
G
17'-2" 19
C
17'-2" 31
G
16'-6" 18
C
16'-6" 30
G
18'-0" 19
C
18'-0" 31 G
23'-2° 21
23'-2" 33 H
,
8
14'-1 20
C9
17'-0 22
16'-3 32
16'-2" 21
15'-7" 32
17'-8"
17'-1" 33 H
22'-9 24
E
22'-0 35 I
—�
61 ^l,
g,
13'-6" 18
C12-9
G
16'-3° 19
E
16'-3" 31
G
15'-6" 19
C
15'-6" 31
17'-0" 19
E
17'-0" 32
1'-1 " 21
21'-1 " 34 H
,
9
E
J
13'-3" 21
0
16'-0" 22
15'-4" 32
15'-3" 22
14'-8" 32
G
16'-8" 22
16'-1" 32 G
21'-6" 24
E
20'-8" 34 1
5'-9"
10'
12'-9 121
C
12'-912.-1" 330
G
15'x"5'-2" 122
E
15' 4"4'-7" 331
G
14'-9 4.-0., 122
E
14'-9 4.0" 331
G
16'-15'-10 223
E
16'-11'5 332
0'-
225
E
0'-9"g,_$^ 334
-3" G
2"p �"
f +
10'
�: e E
T"
5'-2-
"
1
11
12'-2" 19
�'
12'-2" 31
G
14'-8" 20
E
14'-8" 32
G
14'-1' 19
E
14'-1" 32
15'-4" 20
E
15'-4" 32 G
19'-9" 22
E
19'-9" 35
@q
12'-0" 21
11'-7" 30
14'-6" 23
14'-0" 32
.
13'-10" 23
13' 4" 31
G
15'-2" 23
14'-7" 32 H
19'-6" 25
18'-9" 34
11
. o m
4'-9"
12' 11'-8'
19
C
11'-8" 31
G
14'-1° 20
E
14'-1" 32
G
13'-6" 20
E
13'-6" 32
G
14'-9"�-6n23
E
14'-9" 33
H
19'-0" 22
E
19'-0" 35
mz!i
11' 6" 22
11'-1" 31
13'-10 23
13'-4" 32
H
13'-3" 23
12'-9" 32
1
14'-0" 32
18'-8" 26
18'-0" 34
12
W v;
tamp
ATTACHED FREESTANDING
ATTACHED FREESTANDING
ATTACHED FREESTANDING
�00uju
o a. z
_
¢
ATTACHED
FREESTANDING
R ATTACHED
_..
FREESTANDING
MAX.COL.
SPACING
O
m�
MAX•POST FTG
SPACING '
MIN.
POST
MAXPOST FTG.
SPACING
MIN.
POST
MAX.POST FTG
SPACING
MIN.
POST
MAX.POST FTG MIN.'
SPACING POST
MAXPOST FTG
SPACING
MIN.
POST
SPACING
MAX.POST FfG4H2m2
X-POST FTG
MIN.
MAX.POST FTG. MIN.
MAX.POST FTG.
MIN.
MAXPOST FTG MIN.
j o
L) =) or
O J ¢ e
=
ONS *
(SPAN) (1N•)
TYPE
(SPAN) (I"')
TYPE
(SPAN) (I"')
TYPE
(I"') TYPE,
(1"')
(I"')
ACING
(I"•)
POST
SPACING POST
(1"')
SPACING
(1"')
POST
SPACING POST
(I"')
a
(SPAN)
(SPAN)
TYPE
(SPAN)
SPAN)
TYPE
(SPAN) TYPE
(SPAN)
TYPE
(SPAN) TYPE
a o m
10-7 "
18'-0"
5
17
B
17'-8" 33
G 21'-8"
19
B
21'-4" 34 H 20'-9"
18
B
20'-4" 32
8" 19
B
22'-4" 35 1
29'-2" 20
C
28'-9" 37
171_3" 20
16' 6" 34
H
20'-10 21
20'-0" 36 K
20'-0" 21
19'-1" 3421'-10"
21
C
20'-10 36 K
28'-2" 23
E
6'-10 39 K
5'
W
O
8'-10"
6'
8
1--8--
B 16'-2"
32
G 19'-9"
19
19'-7"
C
33"HI9'-0"
19
B
18'-8" 32 H
20'-8" 19
C
20'-4" 34 H
26'-8° 21
E
26'-3" 36
K
o:
WM
15'-10" • 20
15'-1 33
H
19'-1" 22
18'-3" 35
18'-3" 21
C
17'-6" 33 I
20'-0" 22
19'-1" 36 I
25'-9" 24
24'-7" 38
6
W z
71-7"
71 15'-2"
18
B 15'-0'
31
G 18'-4"
20
18'-1"
C
33 17'-7"
H
19
C
17'-3" 31 G 19'-2"
20
C
18'-10" 33 H
24'-8° 22
E
24'-4° 35 I
}
> ow
14'-8 21
14'-0" 33
H
17'-8" 22
16'-10 34
17'-0" 22
16'-2" 33 H
18'-6" 23
17'-8" 35 I
23'-10 25
22'-9" 37 K
7'
z W W
3 w m
1
6'-8"
8' 14'-3'
19
B
14'-1" 31
17'-2"
G
20
C
17'-0" 32 G 16'-6"
20
C
16'-2" 30 G
18'-0" 20
C
17'-8" 33 G
23'-2" 22
E
22'-9" 35 1
8
J
a
0 o m o
13'-9" 21
C
13'-1° 32
16'-7 23
15'-10 34 H
15'-10" 22
15'-2" 32 H
17'-4" 23
16'-7" 34 H
22'-3 25
21'-3 37 K
5-11
g ' 13'-6"
19
13'-3"
C
30
16'-3"
G
21
16'-0"
E
32 G 15'-6"
20
C
15'-3" 31 G 17'-0"
21
16'-8°
32 G
1'-1 " 23
21'-6" 34 H
,
9co
J
13'-0 22
12'-4'-32
15'-8" 23
15'-0" 33 H
15'-0" 23
14'-3" 32 H
16'-4" 24
E
15'-7" 34 H
21'-1" 26
E
20'-1" 36 K
w11
101 12'-912'-3
222
Ci 12'-7111-9
331
G 15'
224
E 15'-
14'-94_2"
14'-2" 333 G
223
E
14'-63_7" 331 G 16'-1151-7"
224
E 15'-14=10
333 H
O'
22g
E
20'-4°g,-1� 346 H
C51
14'-10
H
20'-0°
I
10'
r
4'-10"
11' 12'-2°
20
12'-0"
C
31
14'-8'
G
21
14'-6"
E
32 H 14'-1"
21
E
3'-10" 32 15"-4"�
G
22
E 15'-2°
32 19'-9"
23
19'-6"
35
a.
` w
11'-9 23
11'-3" 31
14'-2" 24
13'-7" 32 G
13'-7" 24
13'-0 31
"
^
14 -10 24
14'-2" 33 F+
"
19'-1 27
E
18'-2"35
11,
4'-5'
12 11''8'
20
C 11'-6"
31
14'-1
° ,_ 22
13'-1
E
" 32 13'-6"
H
21
13'-3"
E
_ 32 H 14'-9"
22
14'-6"
33 19'-0"
24
18'-8"
35
°'
11'-3 23
10'-9 31
13'-7" 24
13'-0° 32
13'-0" 24
12'-0" 32 G
14'-2" 25
E
13'-7" 32 H
18'-3" 27
E
17'-6" 35
12
?-28-1412-28-14 D 1.dW9. 3/162014 2.'08:46 ,11 x 17
?:
t40.2
o 174
. 4'WAY
PBELL
C
- °ntSJDU�UMUAPMO 019512-2&1412-2&14 D 1.dwg, 3/162014 2:1231 AM, 11 x 17
ATTACHED &
FREESTANDING LATTICE COVERS
10# LIVE LOAD
-110,120,130 MPH - EXP. B & C
DBL. 3"x8"x0.042" BEAM
o
P W/ DBL. 12 GA. STL. INSERT
W
ALUM. ALLOY 3004-1-13 OR EQUAL
w
U o 0
z J
ATTACHED
FREES7AND/A11G-
MAXPOST FTG.
MIN.
MAX.POST FTG MIN._
SPACINGP
MAXCOL.
5 o
m
I --
=
SPACING
SPACING
SIt (SPAN) PN.)
(
PPOSTT TYPE
(IN.)
TYPE
v �
ON SLAB *
y
11-5 "
5
32'-0" 19
E
32'-0" 34 H
5'
¢ a o
32'-0" 21
31'-2" 36 K
1 Ei o
9 -7 "
6
19
E
9'-2" 33 H
6
O
w o <
29'-2" 22
28'-0" 3s I
To'
a o 0
8'-2'
7'
20
E
2T-1" 33 H
7
27'-1" 22
26'-4' 35 1
2-A z
°
7 -2"
81
20
E
25'-3" 34 H
14
8,
25'-3" 23
24'-8
6'-4-9'
3'-1 21
E
3'-1 35 I
9'
J
0
23
23'-3" 34 H
"
10
'-8" 21
22'-8" 24
E
'-8" 35
22'-1" 35
,
10
O5'-9"
r
5'-2"
11'
1 �-8" 21
E
1'-8" 36
21'-8 24
"
21'-1" 35
0
a N
4'-9-
"
12
0'-8" 22
E
0'-8" 36 K
12
20'-8" 25
20'-2" 36 J
a_
°o
a^
5 N
ATTACHED
FREESTANDING
MAXCOL.
o
x
MAXPOST FfG,
MIN.
MAXPOST FTG MIN.SPACING
SPACING
=
F
( (SPAN) (IN.)
POST
TYPE
(SPAN) (IN.) TYPE
a-"
ON SCLING AB *
111-5"
5
32'-0" 20
E
32'-0' 36 K
5,
32'-0" 23
30'-3" 382
o
9'-7"
6'
29'-2" 20
29'-2" 23
E
29'-2" 35 1
27'-8" 37 K
6
O
V o o a
W x,< w
C4
—"
`2
80-2-
7
7'-1" 21
E
27'-1" 35 1
7
� W 1
g a m
27'-1" 24
25'-8" 37 K
U.
7 -2 "
,
$
25'-3" 21
E
25'-3" 34 H
8,
25'-3° 25
24'-0° 36 K
J
6 "
9
3'-1 22
E
3'-1 " 35 I
o
9
J
3'-10" 25
22'-0' 35
E
5'-9"
10'
1-8" 22
22'-8" 26
E
�-8" 35
22'-1 ° 35
10'
N E
O
r
mLa
LL
5'-2"
11'
21'-8' 22
E
1'-8" 36
11'
, "
21-8 26
21'-1" 35
y m
< z W i
-
4'-9
12
23
E
0'-8' 36 K
-
12
20'-8" 26
20'-2" 35 )
F
ca
0
w�a�
0 � Z
ATTACHED
FREESTAND/NG
MAXCOL.
O
rj O
m
O J Q e
MAXPOST FTG.
MIN.
MAXPOST FTG. MIN.
SPACING
SPACING
f°
F
SPACING (IN)
(SPAN)
POST
TYPE
(IN) POST
(SPAN) TYPE
F
a o m
ON SLAB *
10'-7"
5,
32'-32'-0" 224
E
32'
340 K
5'
29'-4"
W
8'-10"
6'
29'-2' 22
E
29'-2" 37
K
6'
29'-2" 25
6'-10° 39
N Z
`O
rza
} a o m
We
7'-7"
7'
27'-1'
E
2T-1" 36
7'
27'-1" 25
4'-10" 38
3uj W,
0 o or
6 -8 "
8
25'-3" 23
E
25'-3" 36 J
8,
25'-3" 26
23'-3" 37 K
9'
3'-1 23
E
23'-1 " 35 1
9'
J
3'-10' 26
22'-0' 37 K
co
"
10
'-8" 24
22'-8° 27
E
22'-8° 35 1
0'-10" 36 K
10
„ o
on
O514"
$
w21'-8"
"
1'-8" 24
E
1'-8' "61,
27
9'-10°
=
4'-5"
12'
0' 20'-8" 228
E
20'-8 8'-1" 336 J
12,
1