BPAT2016-002678-495.CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
BPAT2016-0026
Property Address:
81676 RUSTIC CANYON DR
APN:
764540043
Application Description:
ED WARMAN / PATIO
Property Zoning:
Application Valuation:
$1,728.00
.Applicant:
LIFETIME PATIOS
P 0 BOX 5806
LA QU I NTA, CA 92248
.4 -,.q
COMMUNITY DEVELOPMENT DEPARTMENT
. BUILDING PERMIT
Owner:
RICHARD PRESSLEE
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
92253
DDD
p 2 Contractor.
fv1AY 0 ZGiD LIFETIME PATIOS
P 0 BOX 5806 .
CITYOFIAQUINTA LA QUINTA, CA 92248
COMMUNP DEVELOPMENT DEPARTMENT. (760)772-0013
.Llc. No.: 770843
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 (commencing with Section 7000) of Division 3 of the Business and Professions Code,
and my License is in full force and effect.
License Class: B �yLicense No.: 770843
Da «+G-'E7-Fto
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for the permit to file a
signed statement that he or she is licensed pursuant to the provisions of the
Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division
3 of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any.applicant for a
permit subjects the applicant to a civil penalty of not more than five hundred dollars -
($500).: .
(� I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
(� I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' .
State License Law does not apply to an owner of property who builds or improves .
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
(� 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
Lender's Address:
Date: 5/2/2016
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of 9ie following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
e and will maintain workers' compensation insurance, as required by
Section 3 0 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are: .
Carrier: _ Policy Number: _
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so az to become subject to the workers'
compensation laws of California, and agree that: if I should become subject to the
Workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with th a ovisions.
DaT. �A plican`t?
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000'. IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR.IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWILEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for permit subject to
the conditions and restrictions set forth on this zpplication.
1. Each person upon whose behalf this application is made, each personat 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 Oty 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 stab that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representati+es of this city to enter upon the
above-mentioned property for inspection purposes.
Dome C.--SignatUr-O(APPIica
FINANCIAL •• •
f " t'DESCRIPTION , x je �'; s CCOUNT ,QTY a` AMOUNT r
oµw� PAID zPAID`DATE'.
BSAS SB1473 FEE 101-0000-20306 0 $1.00
$1.00 5/2/16
� PAIDsBY Mr d r;>� METI•IOD� , L ,`� "� 4 4RECEIPT�#
CHECK #a CLT,D BYk`,'
LIFETIME PATIOS DEBIT R15209
RSE
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $1.00
�` ,DESCRIPTION ' ?� v.
rk <44 *. ACCOUNT " -_
QTYa
jX 4AMOUNT'
r; a -PAI1)MPAID
DATE
PATIO COVER, DESIGNED
101-0000-42404
0
$133.43
$133.43
5/2/16
PAI�,�,+t -
�rx "� METHOD *z _i. s !
�,.x� , +,RECEIPT #r �"�.<.
�'�! CHECK #;tea-''
CHECK
��'CLTD BY':
LIFETIME PATIOS
DEBIT
R15209
RSE.
-WS CRIPTION,*n.� ° 4 4g r_
R# s , ACCOUNT
QTY
rv; kAMOUNT r=
el-?' EPAIDPAID
DATE,=
PATIO COVER, DESIGNED PC
101-0000-42600
0
$168.24
$16824
5/2/16 .
PAID BY ",.�
" METHOD3a
=RECEIPT # �'.
a CHECK # x: t
$ aCLT.D BYe
LIFETIME PATIOS
DEBIT
R15209
• RSE
Total Paid for PATIO COVER / COVERED PORCH / LATTICE:. $301.67 $301.67
a;, fes...
DESCRIPTION1``(ACCO.UNT
�``
QTY
kAMOUNT
� PAID+r
PAID GATE''.
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.50
5/2/16
PAIDBY !� f"
' METHOD
RECEI #
HECK #
aC:
CLTD BY
LIFETIME PATIOS
DEBIT
R15209
RSE
Total Paid for. STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.50
TOTALS: $303.17 $303.17
r
Description: ED WARMAN / PATIO
• •
Type: PATIO COVER
Subtype: SPECIAL/ENGINEERED Status: APPROVED
Applied: 5/2/2016 RSE
DESIGN - OPEN/ENCLOSED .
Approved: 5/2/2016 RSE
Parcel No: 764540043 Site Address: 81676 RUSTIC CANYON DR LA QUINTA,CA 92253
Subdivision: TR 30023-7
Block: Lot: 133
Issued:
Lot Sq Ft: 0
Building Sq Ft: 0 Zoning:
Finaled: .
Valuation: $1,728.00
Occupancy Type: Construction Type:
Expired: .
No. Buildings: 0
No. Stories: 0 No. Unites: 0
��i `^'::
Details: 138SF TRELLIS PATIO COVER AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013
CALIFORNIA BUILDING CODES.
P O.BOX 5806
ADDITIONAL SITES
CHRONOLOGY _
INFORMATIONFINrANCllAL
Printed: Monday, May 02, 2016 4:10:27 PM 1 of 2
•- � - - SYS7EIo1S
• 1 '
• •
CONTACTS
NAME T1fPE;= $
a
>7. 'NAME
.� fADDRESSl CITY'm STATE,":21F
PHONE FAX; .EMAIL•:
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.`..-..-a:x n�°:'.y •�'
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APPLICANT
LIFETIME PATIOS
P O.BOX 5806
LA QUINTA '
CA
92248
LIFETIMEPATIOS@AOL.
COM
CONTRACTOR
LIFETIME PATIOS
P 0 BOX 5806
LA QUINTA_
CA
92248-
LIFETIMEPATIOS@AOL.
COM
OWNER
RICHARD PRESSLER
-•
92253
,
INFORMATIONFINrANCllAL
Printed: Monday, May 02, 2016 4:10:27 PM 1 of 2
•- � - - SYS7EIo1S
• 1 '
'DESCRIP.TIQN
QTY�y
PAID
PAID DATE
RECEIPT Of
CNECyy,K#
METHOD,
PAID BY,
LTD
...qs
,_:ACCOUNT.[..
,- ;AMOUN .� ,z
BSAS SB1473 FEE
101-0000-20306
0 ...
$1.00
$1.00
5/2/16
R15209
DEBIT
LIFETIME PATIOS
RSE
Total Paid for BUILDING STANDARDS ADMINISTRATION
$1.00 $1.00
BSA:
PATIO COVER,
'
101-0000-42404
0
$133.43
$133.43
S/2/16
R15209
DEBIT
LIFETIME PATIOS
RSE
DESIGNED
-
PATIO COVER,
101-0000-42600
0
$168.24
$168.24
5/2%16
R15209
DEBIT
LIFETIME PATIOS
RSE
• DESIGNED PC
Total Paid for PATIO COVER / COVERED PORCH / LATTICE:. $301.67 $301.67
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.50
5/2/16
R15209
DEBIT
LIFETIME PATIOS
RSE '
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.50
•$303,17 3A7
INSPECTIONS
,PARENT PROJECTS
Printed: Monday, May 02, 2016 4:10:27 PM 2 of 2
SYSTEMS
;
Bin # .
City of La Quinn
Building U Safety Division
P.O. Box 1.504, 78-495 Calle Tampico.
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
PAJ_ 201
Project Address:.
Owner's Name: • .
A. P. Number:
Address: �2 Ogg dA
Legal Description: '
City, ST, Zip;f 40 L
Contractor: /. -71Nf �'... �j 7 J DS
§ s gg
Telephone:
Address: �� '64X 573,06
Project Description:
City, ST, Zip: �/-� 04211V7_14, eA W 4
Telephone: 760 - 7 %� • Q6 /,3
_k` e;
low I
lie le
' State Lic. # -. /3-77,09.45 .
City.Lic. #:
lid;,
A I'Asi'd AA 1&! 1 Mt.
Arch., Engr., Designer:
Address:
'
City, ST, Zip:
Telephone: r
State Lic. #: ,�
Name of Contact Person:��T�� f
Construction Type:` Occupancy:
Project type (circle one): NewAddfi Alter Repair Demo
Sq. Ft.: # Stories: # Units:
Telephone # of Contact Person: l&0 &bg '1.701
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Reed
TRACMG
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Checl: Deposit
Truss Calcs.
Called Contact Person
Plan ChecK Balance
Energy Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted .
Mechanica°
Grading plan
2.d Review, ready for correctionsfissue
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 forcorrectionshssue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
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CI
OF LA QUINTA
BUILDING
& SAFETY DEPT.
APPROVED
OR CONSTRUCTION
DAT
Z 201 bBY
9
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COMIMJUNI�Y
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oUINTA
BUdLD}NG & SAFETY DEPT.
APP OV !D
FCR CONSTRUCT
DATE�BY �
i
A F. , o c u
PATIO COVER SYSTEM AS.MFG. BY: DURALUM PRODUCTS, INC. - -
GENERAL NOTES: ' s _ DESIGN REQUIREMENTS: WIND SPEED CONVERSION TABLE:
GOVERNING CODES: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H. CBC AND IBC CHAPTER 16, CBC &
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE ' • ' IBC APPENDIX CHAPTER I:
2012JNTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND -
CODES:ASCE/SEI 7_10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010 LEVEL 25, 30, 40 & 50 psf) 1 f - • '
ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. r `
AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC131B-11 FOR 20,25 AND 30 ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL
psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. 25, 30, 40 & 50 pst)
1:..._ _?N r '
DRAWING NOTES: e - ADDITIONAL DESIGN REQUIREMENTS:
TA N N TO EACH INSTALLATION PE OF ROOF PANEL HEADER SPAN COLUMN SIZE
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
_ 93 MPH
130 MPH
101 MPH
2. ALL ITEMS PER I 1 G (TY � .-
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. I.TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. SEE CONVERSION METHOD, THIS PAGE,
3.' EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE , 2.' BASIC WIND SPEEDS: 110,'120,130 MPH, EXPOSURES B AND C. - FOR APPLICATION AND USE.
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. ` , 3' OCCUPANCY CLASSIFICATION AND RISK CATEGORY :11; 11.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. _
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE 5. SEISMIC DESIGN PARAMETERS:.
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS: , • SITE CLASS: D SITE DESIGN PARAMETERS:
TECHNIQUES, SEQUENCES AND PROCEDURES.
SEISMIC DESIGN CATEGORY: D
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.50, S, = 0.6, S 1.0, Sp= 0.50
' ' • AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE -
RESPONSE MODIFICATION FACTOR,.R:1.25
t
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
S. DESIGN ASSUMPTIONS:
CHANGE ORDER. ' •
A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL.
B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
I •7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL.
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10, X 10'
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
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
EXISTING OR NEW CONRETE SLABS.
10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
EACH PROJECT SUBMITTED TO THE LOCAL4AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
CARPORTS.' "'
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
' 11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE ,
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
DESIGN CONSIDERATIONS:
1 N H R F OT
A. TITLE SHEET AND GENERAL NOTES. 1 ^�
B STRUCTURAL CONFIGURATION (i a SOLID OR LATTICE ROOF FREESTANDING OR ATTACHED)
W m `l
W U) " 2
2 W a' M
oCID
W aF_
u U)w"
W 2 M
W W ch �.
M
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FESS I
.:S 5885
OF Oql \F�
03-03-15 `
a
DURALUM
IAPMO 0195
ASSUMPTION
M Pi;pYQy I j� 1
SAFEV `DEPT.
O1 E
STRUCTI
BY
r � •
REVISIONS
MARK DATE DFSCRPTM
4 STEL JOB # 15-1071.1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
' TITLE SHEET,
DESIGN LOADS, `
GENERAL NOTES
0 OF 50 SHEETS
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS. /41 C PE O 1 ,
12. MINIMUM COVER PROJECTION IS 10'.
•• _ ,r
C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
_ _
'
1
13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE
}
TABLES.
STRUCTURAL
r
EXISTING OVERHANG., - ,
D. TYPE OF HEADER,
POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
14. COVERS ARE DESIGNATED "RIDGED BUILDINGS' AS DEFINED IN ASCE/SEI 7.
SITE-SPECIFIC DESIGN
LOADS. - . . - '
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
E. APPROPRIATE STRUCTURAL DETAILS. I
ENGINEERING FIRM
ASCE/SEI 7.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
'
+ 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS 'OPEN STRUCTURES; IN
JURISDICTION.
a
°
ACCORDANCE WITH ASCE/SEI 7.
17. THE RATIO (HIP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT),
SHEET INDEX :
// I ENG/NEER/NG
SHALL NOT EXCEED ONE (1).
18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT
SHEET # SHEET TITLE / DESCRIPTION $7RUCTURAI' ENGINEERING
BE LESS THAN ONE (1).
'
Y 7 -. 109 EAST ESCAlONES PHONE: (949)398.9
x SAN CLEMENTE. CA 92672 FAX: (949) 388-37
SHEET,` GENERAL NOTES
1 _�
5
MATERIAL SPECIFICATIONS:
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT.
T-0..:...:.........TITLE DESIGN LOADS, •
SH -1 .............SOLID PANEL STRUCTURES `" . STRUCTURAL ENGINEER
!.J
jjILDIN ,
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.
SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN K ROSEPINK, S
��
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
?. SH - 3-4 ........PANEL SPANS TRI -V, W -PANEL &FLAT PAN POINT OF CONTACT: BRADLEY
SH -5 ...........MINIMUM FASTENERS �,
STEVENS
FOR C
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF, FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER
SH -6 ...........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS `
°
TABLE 1806.2 AND SECTION 1806.3.4.
23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B.
SH -7 ........'...HEADER BEAM TYPES, COLUMN / POST TYPES
~
ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. -
24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL
.'SH -8 ............EXISTING EAVE CONNECTION DETAILS
SH -9 CHANNELS AND MOUNTING BRACKETS
DATE
HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN - µ
ACCORDANCE. WITH THE NATIONAL DESIGN SPECIFICATION.
............HANGER .
', SH -10 ..:.:...COLUMN /POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
Q
. f ; p
6
25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE.
SH_- 11 .......�
.LATERAL' FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS '�.' ' '�
g I p
W
co Z O
26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR _...........
_ 1976 OR APPROVED EQUAL. - e
SH - 12 :.........BEAM TO POST &LATTICE TUBE TO RAFTER CONNECTION DETAILS
�- i -I
o' ul
N
27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH
RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF).
SH'- 13 ..........HOW
TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS
®
cy >�LI
cel
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2,
SH -14 ..........BEAM
TYPES FOR ATTACHED & FREESTANDING SOLID COVERS
fuj
510
e
`, EXCEPTION 2. a r
SH - 15-17 .....SOLID
COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF LL, 110-130 MPH
,
LL
'
SH -18-20 .....SOLID
COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L,•110-130 MPH
Q -
WIND SPEED CONVERSION TABLE:
SH - 21-23 :....SOLID
COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
z
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC.
_
SH'- 24-27 .....SOLID
COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
V
FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND
SH - 28-30 .....SOLID
COVERS ATTACHED &FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
0
7
ISH
SPEED BY 0.6
- 31-33 .....OLID
SSNIG
COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.u,, 110-130 MPH -
y EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH, THE COVER CONSTRUCTION
SH - 34-36 .....LATTICE
COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH
•-^� SHALL BE BASED ON 85 MPH = 110 MPH. r '.' _'
SH - 37-38 .....LATTICE
COVERS ATTACHED,& FREESTANDING BEAM SPANS, 20 PSF L.L. 110-130 MPIIlr
,
0.6 -
SH - 39-40 .....LATTICE
COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
'�• ••
SH - 41-42 .....LATTICE
COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
.
o
,. _ •
^a
-
SH - 43-44 .....LATTICE
COVERS ATTACHED & FREESTANDING BEAM SPANS,' 40 PSF S.L, 110-130 MPH
;
' •WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE --`
SH - 45-46 .....LATTICE
COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L-,- 110-130 MPH
- y CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL
SH -47 ..........INSULATED
ROOF PANEL ATTACHMENT DETAILS -
`
; .AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND
SH = 48 ..........SNOW
DRIFT DESIGN ;
t
8
. SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE•
'
SH - 49 ..........SPAN
REDUCTION FACTOR TABLES
'SHEETS 49 FOR SPAN REDUCTION FACTORS. r
SH -50 ..........ADDITIONAL
STATE LICENSURE STAMPS '
W m `l
W U) " 2
2 W a' M
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03-03-15 `
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DURALUM
IAPMO 0195
ASSUMPTION
M Pi;pYQy I j� 1
SAFEV `DEPT.
O1 E
STRUCTI
BY
r � •
REVISIONS
MARK DATE DFSCRPTM
4 STEL JOB # 15-1071.1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
' TITLE SHEET,
DESIGN LOADS, `
GENERAL NOTES
0 OF 50 SHEETS
I
0
2
0
3
a
4
5
E
c
I
c
A o tl o o p o t o h o
SOLID PANEL STRUCTURES
ROOF ROOF
ATTACHMENT OVERHANG, ATTACHMENT OVERHANG,
CE OR WOOD, OR SEE DETAIL A, B & C, CE OR WOOD, OR
ROOF PANEL SEE TABLES SEE DETAIL A, B & C, NGTyO'c CONCRETE ROOF PANEL SEE TABLES SHEETS NGTy CONCRETE
SHEET 4 FOR ROOF SHEETS '41y0 s L /v STRUCT WALL SEE SHEET 4 FOR ROOF qN0 SygQ /v STRUCT WALL SEE
PANEL ATTACHMENT TO S PPORTING WALL TyFpRO ECS S-(J&"
SHEETS PANEL S PAGER & gEAM MIN. 0.25" SLOPE PER FT. 7 -HF RO � � s s SHEETS
HANGER & BEAM.
O. SPAN O.
"O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEED 25%
OF ROOF PANEL OF ROOF PANEL
ALLOWABLE SPAN ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12BESEE DETAIL 11, SHEET 12� S
FOR MANDATORY SPLICE. ST BEAM -SEE TABLES Sp FOR MANDATORY SPLICE. pOST S
NO BEAM SPLICE AT ST sp�� NO BEAM SPLICE AT sp�� BEAM - SEE TABLES
EXTERIOR POSTS. SEE TgB�ENG = EXTERIOR POSTS. SEF TqS FS tiG FOR POST SPACING =
s
POSTS, SIZE VARIES O•y NOT POSTS, SIZE VARIES Ek NOT T
SEE SHT. 11 FOR MINIMUM ?b/ OF TO EkC iv SEE SHT. 11 FOR MINIMUM OFCEFp2S% iv
NUMBER OF REQUIRED COLUMNS eEAMgCLO._ Sp NUMBER OF REQUIRED COLUMNS ALL p �Cf Sp
aN
3 1/2" SLAB ATTACHMENT 3 1/2" SLAB ATTACHMENT
MAY BE USED NOTE: NO SPLICE AT EX [OR POSTS MAY BE USED
WHERE PERMITTED. WHERE PERMITTED.
SEE TABLES SEE TABLES
NOTE: EACH COMPONENT IS INTER- NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER CHANGEABLE WITH ANY OTHER
FOOTING WHERE REQUIRED COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE REQUIRED COMPONTENT UNLESS OTHERWISE SHOWN.
SEE TABLES SEE TABLES
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANEL
ATTACHMENT TO
SUPPORTING BEAM.
"O.H." NOT TO EXCEED 25%—EZ
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE.
NO BEAM SPLICE AT
EXTERIOR POSTS.
POSTS, SIZE VARIES —
3 1/2" SLAB
MAYBE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
FOOTINGS
SEE TABLES
PO$ .per
VIES
�C BEAM - SEE TABLES
FOR POST SPACING
NOT TO
OF S
ALCSAY
pB,gBCS SpgN
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "C" FREESTANDING W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANEL
ATTACHMENT TO
SUPPORTING BEAM.
—
c
"O.H." NOT TO EXCEED 25% -
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12./
FOR MANDATORY SPLICE.
NO BEAM SPLICE AT
EXTERIOR POSTS.
POSTS, SIZE VARIES —
3 1/2" SLAB
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
FOOTINGS
SEE TABLES
IENGTy
MIN. 0.25" SLOPE OF sT
PER FT O.H RUCT URE �qR/ES
PO TS �f
�C BEAM - SEE TABLES
FOR POST SPACING
NO -r
Ore
CE
W
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
ti M
4-1 co
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK Dare DESCP"ON
4 STEL JOB 9 151071-1
DATE 3/312015
DRAWN BY MAP
CHECKED DKR
SOLID PANEL
STRUCTURES
SH - 1
1 OF 50 SHEETS
f- —
o n o G
OPEN LATTICE STRUCTURES
RAFTER, SEE TABLE
FOR SIZE
AND SPACING
MAX. O.H. a -
25%'OF RAFTER 0 H
- ALLOWABLE
+
RAFTER, SEE TABLES
MAX. O.H. O.H
ST/NG
25% OF RAFTER
WALL LEDGER OR
BU/�O/A ROOF OVERHANG,
MAX. O.H.
SEE DETAIL A,B &.C,
,y 25% OF RAFTER
SHEET 8.
ALLOWABLE
-
sTsp�G
!'V.I-p
q�zOh'OFB
MAX. O.H. O.H
Rye
�'pEi6
2q
f
W
_ ALLOWABLE
M�{
2
S SPAN
�OFAOSl
LENGTH OF STRUCTURE VARIES��
- -
pgq,1,G
MANDATORY BEAM SPICE - SEE
-
w
DETAIL 11, SHEET 12
-
G� G•
a
-
NO BEAM SPLICE AT
�� 60•
?4
-
tV
. EXTERIOR POSTS2
DETAIL 11, SHEET 12
DETAIL 11, SHEET 12
"vVG
S2
LENGTH OF STRUCTURE VARIES-
-
I,
= -
POST WITH SIDE PLATS
Sp
FTS qC/N
e
SEE SHT. FOR MINIM
M
LENGTH OF STRUCTURE VARIESG
Saq�
H�
F11
NUMBE -REDUI
7
MAY BE USED
SFF
pp
COLUMNS
CHANGEABLE WITH ANY OTHER
T,ye��S G
* FOOTING, SEE
COMPONTENT UNLESS OTHERWISE SHOWN.
POST WITH SIDE L TES
FqM
3 1/2' SLAB ATTACHMENT
_
NOTE: EACH COMPONENT IS INTER-
AO
SFFT Ogegl�
MAY BE USED WHERE
SEE TABLES
CHANGEABLE WITH ANY OTHER
9s�FNG
TYPE "G" FREESTANDING
COMPONTENT UNLESS OTHERWISE SHOWN.
S FOOTING WHERE REQUIRED,
S
SEE TABLES
- - NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
- MAY NOT BE COVERED.
F
-
(TYPE "E" ATTACHED SINGLE•SPAN-LATTI-CE_STRU.CTURE
RAFTER, SEE TABLE
FOR SIZE
AND SPACING
MAX. O.H. a -
25%'OF RAFTER 0 H
- ALLOWABLE
`Fft-t/ST WALL LEDGER OR
/ryG ROOF OVERHANG,
SEE eO/NO, SHEET B. AB 8 C
RAFTER, SEE TABLE
MAX. O.H. O.H
25% OF RAFTER
21
& O ALLOWABLE
SP
Q�/�O `FR
-
-
sTsp�G
MAX. O.H. O.H
�'pEi6
2q
f
W
_ ALLOWABLE
M�{
2
S SPAN
�OFAOSl
LENGTH OF STRUCTURE VARIES��
- -
pgq,1,G
w
a
G
Lo
MANDATORY BEAM SPICE - SEE
MANDATORY BEAM SPICE - SEE
-
tV
W
DETAIL 11, SHEET 12
DETAIL 11, SHEET 12
_ NO BEAM SPLICE AT
OST CROSSSECTI
c
p• G
� �6
EXTERIOR POSTSS� Sr
SEE POST DETAI
Sp
FTS qC/N
O
SFS G
LENGTH OF STRUCTURE VARIESG
31/2' SLAB
H�
7
MAY BE USED
NOTE: EACH COMPONENT IS INTER-
pp
TO CONSTRAIN
CHANGEABLE WITH ANY OTHER
SF SrSp .
Fr9S�ES/yG
* FOOTING, SEE
COMPONTENT UNLESS OTHERWISE SHOWN.
POST WITH SIDE L TES
TABLES
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
NO BEAM SPLICE AT OSr
FFrSpgOj
MAY NOT BE COVERED.
4
FOOTING SEE TABLES f
TYPE "G" FREESTANDING
SINGLE SPAN LATTICE STRUCTURE
r
S
`Fft-t/ST WALL LEDGER OR
/ryG ROOF OVERHANG,
SEE eO/NO, SHEET B. AB 8 C
RAFTER, SEE TABLE
MAX. O.H. O.H
25% OF RAFTER
21
& O ALLOWABLE
SP
Q�/�O `FR
-
-
sTsp�G
MAX. O.H. O.H
-.
25% OF RAFTER
_ ALLOWABLE
M�{
2
S SPAN
�OFAOSl
- -
pgq,1,G
w
a
(7
MANDATORY BEAM SPICE - SEE
tV
W
DETAIL 11, SHEET 12
�G60•�'
NO BEAM SPLICE AT
- I•
c
p• G
� �6
?q
EXTERIOR POSTS
®3
O
LENGTH OF STRUCTURE VARIESG
H�
7
' LENGTH OF STRUCTURE VARIES
G
�
-
- DETAIL 11, SHEET 12
POST WITH SIDE L TES
POST CR SS -SECTION,
SEE POST DETAIL,
S sTs sDq\
FFTge
NO BEAM SPLICE AT OSr
FFrSpgOj
SEE SHT. 11 FOR MINIMUM
r
FSG
NUMBER F REDUIRED
S
3 1/2' SLAB
COLUMNS
NOTE: EACH COMPONENT IS INTER-
OST '$o
31/2'SLABATTACHMENT
°°sr
SFFr
CHANGEABLE WITH ANY OTHER
SFFTpgCgN�
MAY BE USED WHERE
Spq
COMPONTENT UNLESS OTHERWISE SHOWN.
ge�Fsc
COMPONTENT UNLESS OTHERWISE SHOWN.<FS/NG
,NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
PERMITTABLES
MAY NOT BE COVERED.
FOOTING WHERE REQUIRED,
-
SEE TABLES
-
ITYPE "F" ATTACHED MULTISPAN
LATTICE STRUCTURE
Ll
2
Wto c
2 Lu °'
00
C7
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S 5885
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DAre DESDUPDON
4 STEL JOB # 15-1071-1
DATE 302015
DRAWNBY MAP
CHECKED DKR
OPEN LATTICE
STRUCTURES
SH -2
2 OF 50 SHEETS
•; "�'' a RAFTER, SEE TABLE
' - FOR SIZE
-
-
AND SPACING
MAX. O.H. O.H
25% OF RAFTER
_ ALLOWABLE
M�{
2
S SPAN
�OFAOSl
- -
pgq,1,G
C/h.G,
XX
- I•
c
p• G
� �6
?q
Mw.
LENGTH OF STRUCTURE VARIESG
7
MANDATORY BEAM SPICE - SEE -
- DETAIL 11, SHEET 12
POST CR SS -SECTION,
SEE POST DETAIL,
NO BEAM SPLICE AT OSr
FFrSpgOj
•
- EXTERIOR POSTS
NO'
S
3 1/2' SLAB
_
'
MAY BE USED
NOTE: EACH COMPONENT IS INTER-
°°sr
SFFr
ONST
FooTING, SEE
CHANGEABLE WITH ANY OTHER
Spq
TABLES
COMPONTENT UNLESS OTHERWISE SHOWN.<FS/NG
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
FOOTING SEE TABLES
MAY NOT BE COVERED.
-
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
Ll
2
Wto c
2 Lu °'
00
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S 5885
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DAre DESDUPDON
4 STEL JOB # 15-1071-1
DATE 302015
DRAWNBY MAP
CHECKED DKR
OPEN LATTICE
STRUCTURES
SH -2
2 OF 50 SHEETS
1
0
2
0
3
e
4
0
5
e
6
e
7
0
8
A o B o C o D o E o F o G o n o i
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C
24" TRI= V" PAN 2ez I 12"x 3 112"W PANEL 6" / 8" x 2X" FLAT PAN
R=.117' .09R (I,S.
.40' .35' .40' .77• 5' 180'F .77' b7'
47• .40• .75• .43, .45' (ALL UNMARKED RADII .06R)
T= (SEE TABLE 3. 0'
BELOV) T= (SEE TABLE .70• 25'
b5' L1 BELOV) 282' 2.. .38• 2. 7•
2. 1. o• 25• T= (SEE TABLE BELOW
40. 45'
.35' .7 ' b5' TYP.
.403.00' .50' .50'--X4.50.40, .50 0, 3.00' 40, , X433' L3' 1.3' -�2A' --.433' 1.92' .7 ' L92, .75' 492'
4A0' 12A•
ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE/SNOW LOAD, psf
20 1 25 30 40 50
24" TRI -'W PAN
- 0.88 0.83 0.75 0.80
24"xM2"0.018" 0.85
0.80 0.65 0.65 - -
24"x1J4'x0.024" 0.90
PANELT
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
LUSL
(IN.)
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
11'-2•
10'-r
10'-r
3"
10'-3"
10'-3"
10'-3"
10'-3"
15,_3•
.018
15,_3"
.024
,3'-z'
12'-r
12' 8"
11'-10•
12'-0'
'-0"
8'-7'
8'-1"
B'-2'
7'-5"
17'-7"
17'-7'
k-31
3"
12'-3"
12'-3'
12'-3"
12'-3"
10
oza
14'-0"
14'-1"
13'-3"
19'-7"
19'-7"
19'-7'
19'-r
19'-7"
9,_9.9._9,9.2,93.3"
040
14'-3"
1T-7'
16'-8"
16'_9"
15'-9"
16'-0"
15'-0"
11'-3"
11'3"
1,'_3,
12B
,2'-1"
12'-1"
.020(l)
10'-8"8'4"
9'-6•
9' 6"
9'-0"
8'4"
8'4"
R14'3'V14'3"14'-3".032
12'-0"
8'4".018
12'-6"
12'-6"
12'-6"
12'-0"
.024
11'-2"
10'-9"
10'-9"
7'-s"
T -s"
7'-5"
20
V-10"
14'-8'
1�*l14'-8"
10,_1•
10'_1"
10'_1,
03213'3'
10.1,
20
.024
12'-9'
8' 8'
8'4•
8'-5"
8'-1'
16'-3"
16'3"
16'-3"
16'-3"
12'-1"
12'-1"
12.1•
12_1•
12'_1•
12.1•
.032
15'-1'
14'-r
14'-r
10'-9"
10'-3"
10'4"
9' 8"
9'-9"
9'-9"
7'-3"
7'-3•
7'-3"
T-3"
7'-3"
7'-3•
9'-3"
.018
8'-11'
9'-0"
B' 6"
12'-0"
12'-0"
12'-0"
7'3'
7'4"
7'4"
7'-1'
7'-1"
6'-10"
8'-9"
8'-9"
8'-9"
8'-9•
8'-9"
8'-9"
25
.024
9'-9"
25
13'-2•
13'-2"
13,_2"
8'-8"
8'4"
8'-5"
8'-1'
8'-1"
7'-9"
12'-r12'
8"'-3"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
14'2"
.032
"
14'-2"04015'-0'
10'-0"
10.2"
102"
9'-7"
9,-8,
9'-2'
14' 4'
14'-2"'
6'-7"
6'-7"
6'-7"
6'-7•
V-7"
6•_7•
10'-6"
.018
10'-0"
10'-0"
.020(l)
9'-2"
8'-9"
8'-11"
7'-3"
7'-0"
7'-0"
6'-9"
6.10,
6,_7"
11'-3'
11'-3"
8'-3"
8'-3"
8'-3"
8'-3•
8'-3"
30
.024
9'-r
9'-9"
M12'
30
12'-0"
12'-0"
12'-0"
8'-3"
8'-0"
8'-0"
7'-9"
7'-9"
V-5"
12'-,"13'4"
9�9,10_9,_y
9'-1"
9'-1"
13'4"
032
13'-4"
�9�9�'-6'9"-l'
04014'2"
9'-2"
8'-10"
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE/SNOW LOAD, psf
20 1 25 30 40 50
12"46"4.020" -
- 0.88 0.83 0.75 0.80
24"xM2"0.018" 0.85
0.80 0.65 0.65 - -
24"x1J4'x0.024" 0.90
0.88 0.70 0.65
24"x2YZ"x0.032" 0.90
0.88
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE.
NOTE :. PtANEL FASTENERS
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
0.
Z M -
ti
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2 Lu M
O U rn
WQLLI>5
U) W LL
W W M
M
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FESS I(�
$58.8.5.
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.. ............
OF Cpl. \E
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARN DOTE DEMUR=
4 STEL JOB # 15-1071-1
DATE 3/32015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
12"x 3 1/2"W PANEL
LUSL
PANEL'I'
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
, T-9"
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
.020(l)
1z'-0•
11'-1"
11'-2•
10'-r
10'-r
9'-11"
15'-3"
15'3"
15'-3•
15,_3•
15•_3•
15,_3"
.024
,3'-z'
12'-r
12' 8"
11'-10•
12'-0'
11'-1•
10
17'-7"
17'-r
17'-7"
17'-7'
17'-7"
17'-r
032
15'3'
14'-9"
14'-9'
14'-0"
14'-1"
13'-3"
19'-7"
19'-7"
19'-7'
19'-r
19'-7"
19'-7"
040
1T-7'
16'-8"
16'_9"
15'-9"
16'-0"
15'-0"
11'-3"
11'3"
1,'_3,
11'_3.
11,_3"
11,_3"
.020(l)
10'-1•
9'-6•
9' 6"
9'-0"
9'-1"
12'-0"
12'-6"
12'-6"
12'-6"
12'-6"
12'-0"
.024
11'-2"
10'-9"
10'-9"
10'-3"
20
14'-8'
14'-8'
1�*l14'-8"
14'-8"
03213'3'
12'-9'
12'4"
11'-7"
16'-3"
16'3"
16'-3"
16'-3"
16'_3'
16'-3"
.040
15'-1'
14'-r
14'-r
13' 8"
14'-1"
13'-2•
.020(l)
9 10•
9'-3"
9'.5
8'-11'
9'-0"
B' 6"
12'-0"
12'-0"
12'-0"
12'-0"
.024
11'-0"
10'-7"
10' 8"'-3"
9'-9"
25
13'-2•
13'-2"
13,_2"
13,_2".032
13'-1'
12'-r12'
8"'-3"
W1212
11'-0"14'-2"
14'-2"
14'2"
"
14'-2"04015'-0'
14' 4'
14'-2"'
8"
13'-0"
10'-0'
10'-6"
10'3"
10'-0"
10'-0"
.020(l)
9'-2"
8'-9"
8'-11"
8'-5"
8' 6"
11'-3•
11'-3"
11'-3'
11'-3"
11'-3"
.024
10'-,"
10'-2"
9'-r
9'-9"
M12'
30
12'-0"
12'-0"
12'-0"
12'-6'
12'-6"
.032
12'-6'
12'-,"13'4"
13'4"
13'4"
13'-4"
13'-4"
04014'2"
13'-6"
13'3"
13'-0"
13'3"
-6'
.020(l)
8'-3"
8'-1"
B'-1"
7'-10"
7'-10"
7' 6"
10'-3"
10'-3"
10'-3"
10'-3"
TO'
10'-3"
.024
9'-1'
9'-1•
8'-10"
8'-10'
40
11'4"
11'4"
11'4'
11'-4"
11'4"
11'4"
.032
11'-3"
11'-1"
11'-0"
10'-7"
10'-8"
10'-3"
12'-2"�122*12'_2•
12,_2•
12,_2"
12,2•
012
12'4"
12'-1"
12'-1'
11'3"
8'-2"
8'-2"
8'-2"
8'-2"
8'-2"
8'-2-
2".020(1)
.020(l)
7'-1"
T'-1"
6'-11"
6'-11"
6'-9"
9'-2"
9'-2"
9'-2•
9'-2"
9'-2"
9'-2"
.024
8'-0"
7'-10"
7'-10"
7'-8"
T-8"
7'-6"
50
10 '7"
10'7"
,o' -r
to' -r
10'7"
10'-r
.032
9'-7"
9'-r
9'-r
9'-3'
9'-5"
8'-11"
11'-3'
11'-3'
11'-3'
11'-3"
11'-3"
„'-3"
040
„'-0'
,o'-10"
10'-10"
,0'-7"
10' 8"
10'4"
0.
Z M -
ti
.4 o
2 Lu M
O U rn
WQLLI>5
U) W LL
W W M
M
M
U
Z 00
(Q M
FESS I(�
$58.8.5.
�
.. ............
OF Cpl. \E
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARN DOTE DEMUR=
4 STEL JOB # 15-1071-1
DATE 3/32015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
o B o C o D o E o F•• o G o H o
MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
W04 c~o 6ti
2 Lu °' oO
2 Ld
o0
u U) w
w_
Lu Lu co
C'7
o U a?
Z c
ch
N11
rn
FESS ICyyq!
S5885
OF CAL \F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCRFnON
4 STEL JOB R 15-1071-1
DATE 3!3!2015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
TABLE 1
TABLE 2
TABLE 3
(2)
2"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 N❑.14 TEK OR
SMS
SCREWS
NUMBER OF N❑.14 TEK OR
SMS SCREWS
NUMBER OF N❑.14 TEK OR
SMS SCREWS
>-
>-
PER
FOOT OF BEAM
LENGTH
PER
FOOT
OF WALL HANGER
AND
BEAM
t
EN1
H
PER
FOOT OF BEAM
LENGTH
E
110 MPH 120 MPH 130 MPH
110 MPH 120 MPH )1130 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. BI EXP,
C EXP, B EXP, C
EXP. B EXP. C
~
~
~
5
1
1 1
1
2
5'
1
1
1 1
,1' -'
1
50
1
1
1 1
1
1
1
2
2 2
2
2
1
1
1 2
��2
2
1 1
1 1
1
1
6'
F
1 2
1 2
2
2
6'
1
!-
1 1
f
2
6,
1
1
1 1
1
1
2
2 2
2
3
1
2
2 2
2
2
1 1
1 1
1
1
7
1
2
2
7'
1
1
1 2
2
2
7'
1
1
1 1
1
1
21
2
2? 3
3
3
2
2
2 2
2'
2
1 1
1 1
1
2
$
1
2
2 2
2
2
$�
1
1
2 2
2
2
$'
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
2
2 2
2
2
g,
1
2
2 2
2
2
91
1
1
1 1
1
1
2
3
3 3
3
4
2
2
2 3
.3
3
1 1
1 2
2
2
10
2
2
2 2
2
3
10'
1
2
2 2
2
2
10'
1
1
1 1
1
1
2
3
3 3
3
4
2
2
2 3
3
3
1 2
2 2
2
2
11
2---
2 2
2---
11'
2
•2
2
2 2
2
.3
11
1
1
1
1
1
2
32
3
3 4
43
4
3
3 3
3
3
1 2
2 2
2
2
12,
2
2---
3 3
3
3
12'
2
2
2 2
2,
3
12'
1
1
1 1
1
2
3
3 4
4
5
2
3
3 3
2
4
2 2
2 2
2
2
13'2
2
2 3
3
3
13'
2
2
2 3
3 .-
3
13'
1
1 2
1 1
1
2
3
4
4 4
4
5
2
3
3 3
3
4
2
2 2
2
2
W04 c~o 6ti
2 Lu °' oO
2 Ld
o0
u U) w
w_
Lu Lu co
C'7
o U a?
Z c
ch
N11
rn
FESS ICyyq!
S5885
OF CAL \F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCRFnON
4 STEL JOB R 15-1071-1
DATE 3!3!2015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
1
0
2
0
3
0
4
0
5
0
6
0
7
0
B
A o B o C o D o E 0 F o G o n
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
0.042'
w
TYP.
3" x 8" RAFTER
8.0'
w
024' 6.
2" X 6 1/2" RAFTER
032
z w
DBL. 2" x 6 1/2" RAFTER
.042
7.1
z
acwi
MAX.�.O'-
* 3"x8" RAFTER
* 2"x6.5" RAFTER
ALUM. ALLOY 3004-H36
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H36 OR
z
<wo
OR EQUAL
EQUAL
a�
110 MPH
120 MPH
130 MPH
"-
110
MPH
120 MPH
130 MPH
"T^
110
MPH
120
MPH
130
MPH
LUSL
(IN.)
N
LUSL
(IN.)
o
LUSL
(IN)
n o
EXP.0 EXP.0 EXP.0
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
o
EXP. B
EXP. B
EXP. B
29'-8"
29'-6"
29'-8"
28'-9"
29'-3"
26'-3"
16'-0"
15'-10"
16'-W
15'-0"
15'-9"
13'-8"
22'-6"
22'-4"
22'-6"
21'-1"
22'-2"
19'-2"
16"
26'-3"
26'-3"
26'-3"
26'-3"
25'-7"
16"
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
13'-9"
16"
19'-10"
19'-10"
19'-10"19'-10"
19'-4"
10
.042
.024
.024
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'-0"
18'-3"
18'-4"
17'-3"
18'-2"
15'-8"
24"
21'-6"
21'-6"
21'-6"
21'-6"
21'-6"
21'-0"
24"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-3"
24"
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
15'-10"
23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9"
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
28'-7" 28'-6" 28'-7" 27'-9" 28'-3"
25'-7"
16"
10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
16"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
17'-7"
16"
25'-3"
25'-3"
25'-3"
25'-3"
25'-3"
24'-8"
20
10
.032
.032
18'-9"
18'-9"
18'-9"
18'-9"
18'-9"
18'-9"
16'-7"
16'-6"
16'-7"
16'-1"
16'-4"
14'-10"
23'-4"
23'-3"
23'-4"
22'-8"
23'-1"
20'-10"
.042
24"
17'-10"
17'-10"
17'-10"
17'-10"
17'-10"
17'-10"
24"
14'-8"
14'-8"
14' 8"
14'-8"
14'-8"
14'-4"
24"
20'-8"
20'-8"
20'-8"
20'-8"
20'-8"
20'-2"
19'-8" 19'-8" 19'-8" 19'-8"
24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2"
34'-7" 34'-4" 34'-7" 33'-7" 34'-2"
32'-8"
16"
21'-6"
21'-6"
21'-6"
21'-2"8"
16"
21'-9"
21'-9"
21'-9"
21'-9"
21'-9"
21'-2"
16"
30'-8"
30' 8"
30'-8"
30'-8"
30'-8"
29'-10"
25
.042
,042
.042r24"
16'-1" 16'-1" 16'-1" 16'-1"
W61
20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0"
28'-2"
28'-1"
28'-2"
27'-4"
27'-10"
26'-8"
24"
17'-7"
17'-7"
17'-7"
17'-4"0"
24"
17'-9"
17'-9"
17'-9"
17'-9"
17'-9"
17'-3"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
24'x"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-3"
16"
1"
19'-1"
16"
16"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
30
.042
.024
•024
13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9"
10'-2" 10'-2" 10'-2" 10'-2" 10'-1"
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
24"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
-15'-7"
24"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
24"
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10"
15'-8" 15'-8" 15'-8" 15'-8"
22'-1" 22'-1" 22'-1" 22'-1" 22'-1"
22'-0"
16"
16'-8"
16'x"
16'-8"
16'-8"
16'-8"
16'-8"
16"
15'-0"
15'-0"'-0"
15'-0"
15'-0"
16"
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
40
.042
20
.032
20
.032
12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1"
12'-10" 12'-10" 0" 12'-10" 12'-9"
r24-
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-0"
24"
F13'-4"
13-8"
13'-8"
13'-8"
13'-8"
13' -8"r
13'-8"
24„
12'-3"
12'-3"'-3"
W51"
12'-3"
12'-3"
17'-3"
17'-3"
17'-3"
17'-3"
17'-3"
17'-3"
13'-4" 13'-4" 13'-4" 13'-4" 13'-4"
19'-0" 19'-0" 0" 19'-0" 18'-10"
26'-B" 26'-8" 26'-8" 26'-8" 26'-8"
26'-716"
15'-0"
15'-0"
15'-W
15'-0"
15'-0"
15'-0"
16"
8'-1"
18'-1"8'-1"
18'-1"
18'-1"
16"
25'-6"
25'-6"
25'-6"
25'-6"
25'-6"
25'-6"
50
.042
042
042
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3"
15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-0"
21'-1 0"
21'-10"
21'-10"
21'-1 0"
21'-10"
21'-9"
24"
24"
24"
-2"
14'-9"
4'-
19"
14'-9"
14'-9%
14'-9"
14'-9"
20 '-10"
20-10"
20'-10"
20 '-10"
20-10"
20'-10"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
* NOTE: SINGLE RAFTERS
SPACED
16" O.C. MAY BE USED
AT
16"
11'-7"
11'-7"
11'-7"
11'-6"
11'-6"
11'-2"
1
024
16"
16'-3"
16'-1"
16'-2"
15'-8"
8'-1"
8'-1"
24"
13'x"
13'x"
13'4"
13'-2"
13'-3"
12'-9"
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
024
24" O.C. MAY BE USED AT 48" O.C.
WHEN DOUBLED.
24"
9'-6"
9'-6"
9'-6"
9'-6"
9'-6"
9'-2"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
14'-4"
14'-4"
14'-4"
14'-4"
14'-4"
14'4"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
16"
16"
14'-9"
14'-6"
14'-7"
14'-2"
20'-9"
20'-9"
20'-9"
20'-6"
20'-7"
19'-10'
25
25
.032
11'-1"
11'-1"
11'-1"
11'-1"
11'-1"
11'-1"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
.032
24"
24"
12'-1"
12'-1"
12'-1"
11'-10"
12'-0"
11'-7"
17'-0"
17'-0"
17'-0"
16'-8"
16'-9"
16'-3"
17'-4"
17'-4"
17'4"
17'-4"
17'-4"
17'x"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
16"
16"
-25'-1"
17'-9"
17'-9"
17,_;..:.:
7'-9"
17'-7"
17'-8"
17'-1"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
042
.042
13'-3"
13'-3"
13'-3"
13'-3"
13'-3"
13'-3"
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
24"
'l4'-6"
24"
14'-7"
14'-7"
14'-7"
14' 4"
14'-0"
20'-6"
20'-6"
20'-6"
20'-6"
20' 6"
20' 6"
0.042'
TYP.
8.0'
024' 6.
6.
).032'
032
�_
.042'
.042
I
MAX.�.O'-
* 3"x8" RAFTER
* 2"x6.5" RAFTER
ALUM. ALLOY 3004-H36
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H36 OR
EQUAL
OR EQUAL
EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
it
Ll
2
W C
2 w��"
M
ZO U
u�w"
es
Wco
o Uch
a'
Z 00
U) M
m
�pEESS I(�!
S5885
...............
- 1
OF Cfil�F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK GATE DESCRIPTION
4 STEL JOB # 15.1071.1
DATE 302015
DRAWN BY MAP
CHECKED DKR
MINIMUM FASTENERS
SH -5
5 OF 50 SHEETS
O
2
0
3
0
4
O
5
0
6
0
7
0
8
A 0 U o t p F` p
O H O 1 p
f
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
024' 6. ' .024' 6. ,
.032 .032'
.042' .042'
1--2.0._ f_3.0 __".O' --IMAX.
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 I ALUM. ALLOY 3004-1-136 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
2
W c6
W (/)NO
2 LL �' �?o
0 U rn
W ¢�
uU)w�
LLJ 2
LLJ LLJ ch
ch
o U
Z 00
cQ cim
rn
FESS I(�yy
-5588.5.
1
OF CAo
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRFnON
4 STEL JOB # / 15.1071-1
DATE 3iJM15
DRAWN BY MAP
CHECKED DKR
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH -6
6 OF 50 SHEETS
z Z
a o
o
2"
X 6 1/2" RAFTER
Z z
�a v
�' o
DBL.
2" x 6 1/2" RAFTER
LUSL
"�
(IN.)
110 MPH 120 MPH 130 MPH
LUSL
"�
JN")
110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B I EXP.0 EXP. B EXP.0 EXP. B EXP.0
024
16"
9'-9"
9'-9"
9'-9"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
024
1'6"
14'-8"
14'-G"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
24"
'-6" T-6" T-6" 7'-6" T-6" T-6" 7'-6"
8 8'-0" 8'-6" 8'-6" 8'-6" 8'-6--:-11'-10
24"
11'-2" 11'-2" 11'-2" 11'-2" 11'-2"
11'-10 11'-10' 11'-10 11'-10
11'-2"
11'-10"
30
.032
16"
12'-6"
12'-6"
12'-6"
12'-6"
12'-6"
13'-1"
12'-6"
13'-1"
30
.032
6"
18'-7"
187x"
18'-7"
18-4
'"
18'-7"
18'x"
18'4"
18'-7"
18'4"
18'-7"
1 8'-4"
24"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
24"
15'-3" 15'-3" 15'-3" 15'-3" 15'-3"
15'-3"
10'-8"
10'-8"
10'-8"
10'-0"
10'-8"
10'-8"
15'-1"
15'-1"
15'-1"
15'-1"
15'-1"
15'-1"
.042
16"
16-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"042
16"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7-
22'-2"
24"
'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3"
r�l
24"
2'-10
12'-10
12'-10
12'-10
10
12'-10
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
024
16"
8 -0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
024
16
2'-10"
12'-8"
2'-10"
12'-8"
:-2'-1 0"
12'-8"
T-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" T-2" 7'-2" 7'-2" 7'-2"
Z4"
9'-10" 9'-10" 9'-10" 9'-10" 9--10-,9.-1o"
10'-4" 10'-4" 10'-4" 10'-4" 10'4"
10'-4"
40
.032
16"
10'-10"
10'-10"
10'-10"
10'-10"
10'-10"
-0"
10'-10"
40
.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"
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
4„
24-
12'-6" 12'-6" 12'-6" 12'-6" 12'-6"
12'-6"
9
9-4"
9'-4"
9'-4"
9'4"
9'-4"
9'-4"
-
13'-2"
13'-2"
13'-2"
13'-2"
042
'13-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
042
16"
19'-9"
4"
19'-9"
19'4"
19'-9"
4"
19'-9"
4"
19'-9"
19'-4"
19'-9"
19'x"
24"
10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9"
11'-3"
24"
16'-2" 16'-2" 16'-2" 16'-2" 16'-2"
15'-10' 15'-10' 15'-10'
16'-2"
15'-10"
.024
16"
7 -3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
.024
16"
10'-10"
11'4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
24"
5'-2" 5'-2" 5'-2" 5'-2" 5'-2" 5'-2"
5'-9" 5'-9" 5'-9" 5'-9" 5'-9"
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9'�" 9'�l" 9'-4" 9'-4" 9'-4"
8'-3"
V
.032
16"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
.032
1"
1' 6
14'-8"
14'-8"
14'-8"
14'-8"
14'-8"
14'-6"
14'-8"
14'-6"
50
50
24"
T-0" T-0" T-0" T-0" T-0" T-0"
8'-4' 8'-4" 8'-4"
24"
11'-3" 111'-3"
11-10
11-10"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-10"
042
16"
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"
17'-9"
'l7'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-9"
24"
9'-0" 9'-0" 9'-0" 9'-0" 9'-0" 9'-0"
24"
13'-7" 13'-7" 13'-7" 13'-7"' 13'-7"
13'-7"
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
14'-3"
14'-3"
14'-3"14'-3"
14'-3"
14'-3"
024' 6. ' .024' 6. ,
.032 .032'
.042' .042'
1--2.0._ f_3.0 __".O' --IMAX.
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 I ALUM. ALLOY 3004-1-136 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
2
W c6
W (/)NO
2 LL �' �?o
0 U rn
W ¢�
uU)w�
LLJ 2
LLJ LLJ ch
ch
o U
Z 00
cQ cim
rn
FESS I(�yy
-5588.5.
1
OF CAo
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRFnON
4 STEL JOB # / 15.1071-1
DATE 3iJM15
DRAWN BY MAP
CHECKED DKR
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH -6
6 OF 50 SHEETS
1
0
2
0
3
0
4
0
5
0
6
1
c
I
. A o
0
1
0
1
6.5" ROLLFORM
GUTTER FASCIA MAG BEAM
A ALUM.ALLOY B ALUM.ALLOY
3004-H36 6063-T6
I---2.0'--+--3.0'
MAX.
I DBL.2"x6.5"x0.042"
ALUM. ALLOY 3004-H36
OR EQUAL
('-,-)DBL. 2"x6.5"xO.032"
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"xFx:0.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004 H36
OR EQUAL
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"x8" BEAM.
u=An=3 QE:ARA 7-vocC
GUTTER
EXT. CLIP
SPLICE
WHERE I T=12 GA.
OCCURS ASTM A653 SS
I GRADE 50 G'60-\3. '
I ,032'
4. ALUM.
0.065'
TYP. F -----3.0'--I
I �
L__________� 3" SQ.0.032" ALUM. BEAM
E W/ 12 GA. STL. "U" CHANNEL
00' ASTM A653 SS GRADE 50 G60
4" I -BEAM I 4.5" MAG GUTTER
ALUM. ALLOY
C ALUM. ALLOY
6063-T6 6063-T6
K3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
.032' 3. '
ALUM
B 3" SQ. ALUM POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
VA
e.
0.042'
TYP.
3"x8"x0.042" BEAM
4.0'M W/ 14 GA. STL. INSERT
MAX. 3'0• ASTM A653 GRADE 50 G60
3"x8"x0.042" BEAM
N W/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
L DBL. 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
-11.00'r-
.040' ALUM
048' STEEL
3. '
,2a'
T- �-3.0'---�
C 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36
3" SQ. STEEL POST
F ASTM A653 GRADE 50 CP60
n n2A-
3" SQ. ALUM. POST
D�WITHEPLATES
OY 3004-H36
OR EQUAL
INSERT �` AZZ
WHERE ALUM.
>CCURS ALLOY
6063-T6
7
0.110'
TYP,
I -BEAM
F T'
ALUM. ALLOY 6063-T6
G W/ 1 "C" INSERT
ALUM. ALLOY 6063-T6
Fi W/ 2 "C" INSERTS
ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7" I -BEAM.
0.075' 3,
TYP.
1 3.0
E MAG POST
ALUM.ALLOY
6063-T6
NOTE:
EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
EACH INTERIOR COLUMN WHERE 3
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
SPDC
WHEF
SPLICE
OCCUF
WHERE .9 r
=4"SQ.xt=0.188"
)CCURS I I
=4"SQ.xt=0.250"
0.
0.075' 1 Ij 21.31
TYP. I. �I
6.5" ROLLFORM
GUTTER FASCIA MAG BEAM
A ALUM.ALLOY B ALUM.ALLOY
3004-H36 6063-T6
I---2.0'--+--3.0'
MAX.
I DBL.2"x6.5"x0.042"
ALUM. ALLOY 3004-H36
OR EQUAL
('-,-)DBL. 2"x6.5"xO.032"
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"xFx:0.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004 H36
OR EQUAL
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"x8" BEAM.
u=An=3 QE:ARA 7-vocC
GUTTER
EXT. CLIP
SPLICE
WHERE I T=12 GA.
OCCURS ASTM A653 SS
I GRADE 50 G'60-\3. '
I ,032'
4. ALUM.
0.065'
TYP. F -----3.0'--I
I �
L__________� 3" SQ.0.032" ALUM. BEAM
E W/ 12 GA. STL. "U" CHANNEL
00' ASTM A653 SS GRADE 50 G60
4" I -BEAM I 4.5" MAG GUTTER
ALUM. ALLOY
C ALUM. ALLOY
6063-T6 6063-T6
K3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
.032' 3. '
ALUM
B 3" SQ. ALUM POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
VA
e.
0.042'
TYP.
3"x8"x0.042" BEAM
4.0'M W/ 14 GA. STL. INSERT
MAX. 3'0• ASTM A653 GRADE 50 G60
3"x8"x0.042" BEAM
N W/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
L DBL. 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
-11.00'r-
.040' ALUM
048' STEEL
3. '
,2a'
T- �-3.0'---�
C 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36
3" SQ. STEEL POST
F ASTM A653 GRADE 50 CP60
n n2A-
3" SQ. ALUM. POST
D�WITHEPLATES
OY 3004-H36
OR EQUAL
INSERT �` AZZ
WHERE ALUM.
>CCURS ALLOY
6063-T6
7
0.110'
TYP,
I -BEAM
F T'
ALUM. ALLOY 6063-T6
G W/ 1 "C" INSERT
ALUM. ALLOY 6063-T6
Fi W/ 2 "C" INSERTS
ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7" I -BEAM.
0.075' 3,
TYP.
1 3.0
E MAG POST
ALUM.ALLOY
6063-T6
NOTE:
EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
EACH INTERIOR COLUMN WHERE 3
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
SQ. STEEL POST
ASTM A500 GRADE B
Ll cr)
Z �
N
W to
2 w c?
F% U rn
w aF
P
u 0 Lu
LLI
h LLI W M
M
M
U rn
00
� z 00
M
v
rn
FESS I
S5885
1
OF CAL
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
KW DATE DESCRD'71DN
4 STEL JOB # 15.1071-1
DATE 3/312015
DRAWN BY MAP
CHECKED DKR
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7 OF 50 SHEETS
=3"SQ.xt=0.188"
=3"SQ.xt=0.250"
IH
=3"SQ.xt=0.313"
=4"SQ.xt=0.188"
=4"SQ.xt=0.250"
SQ. STEEL POST
ASTM A500 GRADE B
Ll cr)
Z �
N
W to
2 w c?
F% U rn
w aF
P
u 0 Lu
LLI
h LLI W M
M
M
U rn
00
� z 00
M
v
rn
FESS I
S5885
1
OF CAL
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
KW DATE DESCRD'71DN
4 STEL JOB # 15.1071-1
DATE 3/312015
DRAWN BY MAP
CHECKED DKR
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7 OF 50 SHEETS
2
0
3
0
4
0
5
0
6
0
7
0
8
r"' =
n I o
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
TABLE 1
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DESIGN (E) WALL COVER
t- 3/16" STEEL NOTE, BRACKET CAN BE
A34 FRAMING ANGLE
DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
LOADS OPENING
PROJECTION
8"
0 1/4"0 HOLES,TYP. LOCATED ANYWHERE DN EAVE,
SEE TABLE 2
FASTENERS, SEE TABLE 3
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
10, 20 psf > 8'
-18'
COVER
LUSL
0
0 TYP. BRACKET
NOTE: PROVIDE WATER
PROTECTION, METAL FLASHING
(A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL
DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL
FOLLOWING CONDITIONS OCCUR:
30, 40 & 50 psf >V
> 14'
B
AT EVERY 2x
CAUCK JOINTS AND SLOPE
R.F. OR EXT. HANGER
130, B
130, C
10
S 0 48' D. STRONG -HOLT 2
SS AT 48. O.C. (n,b)
8 0
o
TO DRAIN (OPTIONAL)
CHANNEL, 2X OR 3X
26'-0"
26'-0"
25'-2"
0
ALLOWABLEROJ. TO BEAM
RAFTER BRACKET
10 PSF L.L.
LEDGER OR WALL HANGER
25 PSF S.L`
OVERHANG
TABLE
50 PSF S.L.
2"x 6" NOTCHED
WITH FASTENERS
26-0"
11/4" (24"
2X6 OR
264"
21'-2"
WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
Ln (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C)
PER TABLES 3&4
0 SIMPSON STRONG -BOLT 2
SS AT 48' D.C. (n,b)
2"x6" FULL OR
2"x6"
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
ALUM. PANEL 2X OR
26'-0"
EXIST. RAFTERS AT (
2x WOOD STUD OR
2"x8" FULL OR
2"x10"NOTCHED
26'-0"
3x ALUM. RAFTER
26'-0"
24' O.C. AT ROOF
1' MIN,
CONCRETE WALL
5'
(A) (A) (A)
RAFTER
1/2' W.
EXIST. FASCIA BOARD
(A) (A) (A)
OVERHANG
3 M2'
(A)
(A)
25
(3}#14x3
6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
20
2X FULL DEPTH
26-0"
26'-0"
26'-0"
25'-2"
264"
ALLOWABLE PROJ.
EXISTING EAV
WOOD SCAB,
L
1' MIN,
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B)
TO BEAM
OVERHANG
MAX.)
30
WHERE OCCURS,
2" x 6" NOTCHED
1
26'-0"
NOTE, PLACE 'SIKA FLEX' DR SIMILAR
SEE TABLE 1 (24"
26'-0"
SEE TABLE 2
2"4" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
MATERIAL BETWEEN BRACKET AND NOTE: BRACKET MAYBE
26'-0"
26'-0"
26'-0"
8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
40
COMP, SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
SEAL W/ SAME CONNECTION'S.
EAVE CONNECTION
26'-0"
%1 WALL CONNECTION
2" x 4" FULL
OA L EXISTING ROOF OVERHANG DESIGN LOADS,
26'-0"
" NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"xQW
25'-2"
ALTERNATE EAVE CONNECTION
C'
RDL = 3 psf MIN) TO 8 psf (MAX) RLL = 20,
25,
MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3'x8" MINIMUM RAFTERS)
(A) (A) (A)
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
30, 40, 6 50 psf
(B) (B) (B)
OR KILN -DRY WOOD -FILLED 2"x6 X" OR 3"x8" ALUMINUM SECTIONS.
(B)
WITH A 10 psf MAXIMUM DESIGN LOAD.
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS
W 0 SIMPSON STRONG -BOLT 2
SS AT 24' D.C. (n,b)
2" x 6" NOTCHED
26'-0"
TABLE 1
TABLE
2
TYPE AND NUMBER
OR RAFTER
OF FASTENERS
CONNECTED
REQUIRED
TO EXISTING ROOF
AT ROOF PANEL
OVERHANG
TABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
COVER
LUSL
EXISTINGMAXIMUM
FRAMING MEMBER
AT ROOF
OVERHANG110,
PROJECTION
(A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL
DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL
COVER
LUSL
NUMBER AND TYPE
OF FASTENERS
WIND SPEED (MPH) AND EXPOSURE
B
110, C
120, B
120, C
130, B
130, C
10
S 0 48' D. STRONG -HOLT 2
SS AT 48. O.C. (n,b)
10
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
¢ =
10 PSF L.L.
20 PSF L.L.
25 PSF S.L`
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
2"x 6" NOTCHED
26'-0"
26-0"
26-0"
25'-7"
264"
21'-2"
WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
Ln (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C)
20
0 SIMPSON STRONG -BOLT 2
SS AT 48' D.C. (n,b)
2"x6" FULL OR
2"x6"
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
1- 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130
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
SATS BPSUC.S(Rb>G-BOLT 2
6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
20
2" x 4" FULL
26-0"
26'-0"
26'-0"
25'-2"
264"
20'-7"
7,
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B)
(B)
(B)
30
S ATS36 SD c.si Rbc G -HOLT 2
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
2"4" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
40
S AT 36'SO C.STRONG-BOLT 2
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)
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
W 0 SIMPSON STRONG -BOLT 2
SS AT 24' D.C. (n,b)
2" x 6" NOTCHED
26'-0"
26'-0"
26'4"
26'-0"
26'-0"
26'-0"
12' (A) (A) I (A) (A) I (A) (A) (B) (B) (B) I (B) (B) (B) (B) (B) (B) (B) (B) (B)
25
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'4"
26'-0"
26'-0"
26'-0"
TABLE 3 c
TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
AND ROOF PANEL RAIL TO FASCIA
OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
TO TABLES 3 & 4:
a, EMBED ANCHOR 3' MINIMUM
INTO CONCRETE WALL AND
INSTALL IN ACCORDANCE
WITH ESR -3037
b, USE 3' SQ,xY4 STAINLESS
STEEL WASHER WHEN
INSTALLING NEW WOOD
LEDGER AGAINST EXISTING
CONCRETE WALL,
c. WHERE ROOF PANEL RAIL
OCCURS, USE Y2DIAMETER
LAG SCREW IN LIEU OF (2)
�4 DIAMETER LAG SCREWS,
2"x8" FULL ORFOOTNOTES
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
30
2"x 4" FULL
16-0"
1 16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
(C) - (2) )'a' DIAMETER LAG SCEWS
(D) - V DIAMETER LAG SCREW
(E) - 3/4' DIAMETER LAG SCREW
I.
2" x 6" NOTCHED
10'-10"110'-10"
10'-10"
9'-2"
9'-3"
-
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
} 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L.
¢=
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
jo WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
Lo — (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C)
3
40
2"x 4" FULL
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
w 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130
2" x 6" NOTCHED
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
2"x6" FULL OR
2"x8" NOTCHED
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D)
6' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)
2"x8" FULL
2^x10" NOTCHCH ED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
7' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)
550
2" x 4" FULL
8'-11"
8'-11"
V-11"
8'-11"
8'-11"
8'-11"
8' (C) (C) (C) (C) (C) (C) (D) (D) •(D) (D) (D) (D) (D) (D) (D) (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) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E)
2"x6" FULL OR
2"x8" NOTCHED
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
10' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
11' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
2"x8" FULL OR
2"x10" NOTCHED
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
12' (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
ry2 ti
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S5885
OF CAL
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCR"G"
4 STEL JOB # 15.1071-1
DATE 3!3/2015
DRAWN BY MAP
CHECKED OKR
EXISTING EAVE
CONNECTION DETAILS
SH -8
8 OF 50 SHEETS
I
o B
ALUM. 3004-H36
--1.50
FASTENERS
SHEET 8
SEE TABLE 3
o C o D o E o F o G e
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
4— 2.740 SEE TABLE 3, SHEET 4
FASTENERS, 078
SEE TABLE 3 SHEET 8 300"
.63 "
.25'R .05
FASTENERS,
SEE SHEET 4 0 '
.20 5'
J
CONTINUOUS A- RAIL
ROOF PANEL � (WHERE OCCURS)
T=.060" —1
FASTENERS
SEE TABLE 3 SHEET 8
.uou 1 fir 1� FASTENERS, w I —� FASTENERS,
r�--T SEE SHEET 4 ALUM.ALLOY I
175^ 6063-T6 1.880" SEE TABLE 3, SHEET 4
AL 6063 -TOY ALUM. ALLOY
6063-T6 AL 6063 T6OY 6063-T6
OROHANGERED O EXTRUDED HANGER/ CONNECTION OC I.R. HANGER "H" BRACKET
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf.
(3) Yi'0 LAG SCREWS
1 1/2^ 10# L.L =(2)#14 SMS EA. SIDE
20#,25#,30# L.L =(3)#14 SMS EA. SIDE'
BEAM SPLICE TO
#14 SDS,
40#,50# L.L.=(4)#14 SMS EA. SIDE
,)OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
3 PER SIDE
I POST. NOT PERMITTED PLUG WHERE
SCREWS
I @° 2 -POST UNITS SCREW IS INSIDE
J
1'
3/4" OR 1 1/2"
PER SIDE
5"
,5^ #14 SMS MAY
I 2" x 6 1/2" OR
BE USE AS
p
I
5" MIN. 3" x 8" ALUM.
3.5"
3.5" ALTERNATE TO
RAFTER
1/4"0 BOLTS
3.5"
3/4" OR 1 1/2"
8" BEAM
I-
—3"x8" ALUM.
--
— --------
I 5
X1,
HEADER
U -BRACKET
a OR
W
EXISTING WOOD STUD FRAMING
SEE NOTES
3"X8" ALUM.
(E) STUCCO
BELOW
I
2 (E) STUCCO RAFTER
2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L.=10 psf
SIDE SEE POST SCHED.
2 EACH 1/2"0 x 3-1/2" LAG SCREWS L.L =20, 25 and 30 psf
#14 SMS EA. SIDE
PENETRATION BRACKET
2 EACH 5/8"0 x 3-112" LAG SCREWS L.L.=40 and 50 psf
TOP, MID HEIGHT
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
AND BOTTOM.
3"SQ. POST BETWEEN SIDE PLATES
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
SEE LATERAL
FORCE RESISTING SYSTEM, SHEET 11
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
HEADER BRACKET 02
RAFTER TO STUD WALL CONNECTION 3
BEAM TO POST CONNECTION 8
1 1/2" OR 2"LATTICE
ALTERNATE 1/2"
BOLT CONN ECTION—L
3"x 3"STL.POST (24")
INSERT ATTACHED OR
3"x 3"STL.POST COLUMN
FOR FREESTANDING —
#8 S.M.S.
DOUBLE RAFTER -
PLAN 2
ALTERNATE:
4-#14 S.M.S. EACH
RAFTER TO COL
CONNECT. (8 -TOT.)
1'
41 4.5-016-
0
.5"O 6"
° ALTERNATE:
(2)-2x6.5" OR
(2)-3"x8"HEAD
(2)_1/2"BOLT
2"x 6.5" SIDEPLATE
11 DBL. RAFTER / DBL. HEADER CONN.4O
#8 S.M.S. EACH SIDE
r-- LATTICE 1 1/2" OR 2"
2"x6.5" OR 3"x8" RAFTER
ALTERNATE: 1/2" BOLT
ALTERNATE:
(2} 914 S.M.S. EACH RAFTER
TO COLUMN CONNECTION
(4 -TOTAL)
— ALTERNATE:
(2)- 2x6.5" OR (2}3"x8" HEADER
ALTERNATE:
3"x3"x0.024" (1)-1/2" BOLT OR
ONNECTOR (2} #14 S.M.S. EACH RAFTER
STUB COLUMN TO DOUBLE HEADER CONN. (
_.EXIST NG
ALUMINUM MEMBER WITH
WOOD FILL OR
NOMINAL LEDGER
(NEW OR EXISTING)
SEE NOTE, DETAIL B,
SHEET 8
FASTNERS, SEE TABLE 3,
SHEET 8
;TING
fUCCO OR EQUAL
JOOD STUD
EXIST. STUCCO / LEDGER O
ATTACHMENT DETAIL
DHL, 3'x8'x0,042 BEAM
OR DBL. 2'x6,5'x0,032'/0.042'
BEAM I
x---5/8' 0 ACCESS
HOLES
3' SO, POST—//INSTALL 6 - #14
X :y4'
LONG SDS E EACH
HEADER TO
COLUMN
(12 FASTENERS
PER
DOUBLE HEADER
COLUMN DETAIL
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OF CA'oF
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCRPTION
4 STEL JOB # 15.1071.1
DATE 313@015
DRAWN BY MAP
CHECKED DKR
HANGER CHANNELS AND
MOUNTING BRACKETS
SH -9
9 OF 50 SHEETS
e
3
0
4
0
5
0
6
0
7
0
8
I
C e D o E o .F o G o H o I o
EAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13
SIMPLE SPLICE FULL MOMENT oanoNAL DECORATIVE FASCIA
1'1" 8"
24" '1 (WOOD, ALUM. OR HARDBORD)
(2#10 S.M.S.@ EA
VALLEY, TYP.(12) - #14 x(1/2' S.M.S. EACH SIDE OF 3'
#12 S.M.S. II ALTERNATE: 1/04'0 BOLT W/ WASHER
6.38 (24 TO TYP. THICKNESS =.035" EA SIDE OF 3' SO. POST
II O a
++ ++ �� ++ ++ W
5
ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36 W +
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED - __=O 1.10"
T I
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR
V-0"
50"
INA LTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS
6 - #14 SDS
0
SPLICES - ROLLFORMED & EXTRUDED FASCIAS
2
235 3'SO. POST
2,35"
e
3
0
4
0
5
0
6
0
7
0
8
I
C e D o E o .F o G o H o I o
EAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13
SIMPLE SPLICE FULL MOMENT oanoNAL DECORATIVE FASCIA
1'1" 8"
24" '1 (WOOD, ALUM. OR HARDBORD)
(2#10 S.M.S.@ EA
VALLEY, TYP.(12) - #14 x(1/2' S.M.S. EACH SIDE OF 3'
#12 S.M.S. II ALTERNATE: 1/04'0 BOLT W/ WASHER
6.38 (24 TO TYP. THICKNESS =.035" EA SIDE OF 3' SO. POST
II O a
++ ++ �� ++ ++ W
5
ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36 W +
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED - __=O 1.10"
T I
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR
V-0"
50"
INA LTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS
6 - #14 SDS
SPLICES - ROLLFORMED & EXTRUDED FASCIAS
I FLANGE
235 3'SO. POST
2,35"
(i FASTENER g 1/2^
I -BEAM ALUM ALLOY AS NEEDED TO CLEAR
AS NEE EDT
(6061-T6) ALTERNATE I I SO. POST,CONNECT WEB
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12• SIMPLE C -SPLICE (ONE SIDE OF WEB)
MAY BE USED.
3„�
0o
518" 0
STL. C BEAM THRU-BO TS TO POST W/ 2) 4- I -BEAM,
e°
TOTAL= (8}1/2"0 BOLTS
ROLLFORMED OR
SO. POSTJ AND (3) - 5/8' 0 THRU BOLTS
@ T BEAMS
SO.. POST •(s -TOTAL EACH SIDE OF 3
ALTERNATE: 1/4'0 BOLT WI WASHER
•
_
EXTRUDED GUTTER
!
I
EA SIDE OF 3" SQ. POST .
1 00 •
`
O
O O
#14 S.M.S. @12'O.C.
FASCIA
0'
EG.UTTER
OR.2 3' SO. POSTG BEAM
SPUCE WHERE 4n2.
OCCURS
'L' SEE TABLE
RAFTER
SQ. STL BEAM
- .070"
T" U" BRACKET - RAFTER TO BEAM
3.125" FOR 3 x RAFTER
2.125" FOR 2 x RAFTER
'
H - BRACKET TO POST 104
RAFTER "TAIL" TO GUTTER 105
TMPT
1 1/2"
0 0
' NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
(6) - #14x Y4" TEK SCREWS
BRACKET TO RAFTER-�
ALUM. ALLOY
E16
3"x 8"x.042" BEAM,
ROOF LIVE AND SNOW LOADS
sos3 rs
i,L
3" SQ. STEEL OR
MAG BEAM.
4 1 -BEAM 3'-0•
MOMENT C -SPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
. ! e•
' SPLICE WH
OCCUI
ALUM.ALLOY
6063-T6
7" [-BEAM
11i%2" -SQ. -OR 2" LATTICE -TUBE--(
ALUM. ALLOY 3105-1-125
1.50" 1.50"
"
28 ~2 2
~ '
MOMENT C -SPLICE
2"x3" LATTICE TUBE
ALUM. ALLOY 3105-H25
.28"
' LJ.018"
(6)-t14 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
4 I 13" X 3" ALUM. OR
I1'^ _IVSTEEL POST
"U" BRACKET - RAFTER TO BEAM
rLAT_T_ICE_TUB-EJO-RAFTER I
1 1/2" SQ., 2" SQ.,
OR 2"z3" LATTICE
#8 x 2 "SMS, 2 1/2" k @ 3' O.C. MIN.
OR 3 1/2", TYP. -N r UP TO 6"O.C. MAX.
RAFTER
"L" FASTENERS
V-0"
4 - #14 SDS
2'-0"
6 - #14 SDS
T-0"
12-#14 SDS
FASTENER SPACING = 3/4'
FASTENER TO FASCIA - SEE TABLE
FASTENER TO RAFTER TAILS - SEE TABLE
OPTIONAL LATTICE TUBES
AT OVERHANG
#14 x 1/2 S.M.S. TOP
& BOTT. (2) -TOT.
8
O
co
(i FASTENER g 1/2^
ROOF PANEL
0o
GROUP
ROLLFORMED OR
O O
EXTRUDED GUTTER
ALUM. BRACKET
#14 S.M.S. @12'O.C.
FASCIA
6 1/2"x2'x.024 2'
1'
'L' SEE TABLE
RAFTER
T" U" BRACKET - RAFTER TO BEAM
3.125" FOR 3 x RAFTER
2.125" FOR 2 x RAFTER
t = .040" @ 6063-T6
1 1/2"
(6) - #14x Y4" TEK SCREWS
BRACKET TO RAFTER-�
2' MIN.
(6) -#14x Y4" TEK SCREWS
BRACKET TO BEAM
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK I DATE DESCRIPTION
4 STEL JOB 0 15.1071-1
DATE 3/312015
DRAWN BY MAP
CHECKED DKR
BEAM TO POST &
LATTICE TUBE TO
RAFTER CONNECTION
DETAILS
SH - 12
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BEAM TYPES ATTACHED 8� FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
3" SQ.x0.032" ALUM. BEAM DBL. 2"x6.5"x0.032" ���"x8"x0.042" BEAM
E W/ 12 GA. STL. "U" CHANNEL i OR
ATFACHEO FREESTANDING ATTACHED FREESTANDING
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= SPACING o MAX POST FTG. MIN. MAX.POST FTG. MIN. FTG. MIN. FTG. MIN. ] p
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GRADE 50 G60 3,31 0.042' .
032' TYP. O 13'-7„ 5, 16'-96 -9" 15 7 B 14'-1'4,_7 231 G H 14' 4'-10" 15'-4" 15 B 15 7 14'-14'x^ 15'� 5.1,• 230 G 5
ALUM. �•0'�MAX'0�� r 11'-4" 6' 15'-3" 16 B 13'-3" 28 G 13'-7" 14'-1" B 15 13'-7" 14'-1" 28 G 6,
15'-3" 18 13'-3" 30 H 13'-7' 14'-1" 17 29
DBL. 2"x6.5"x0.032" 9,_9„ 7, 14'-2" 16 B 12'-4" 28 G 12'-7" 13'-1" B 15 12'-7" 13'-1" 28 G 7,
ALUM. ALLOY 3ooa-H3s �3 0•�-� 1.4'-2" 18 30 12'-7 13'-1" 17 12'-3 12'-9" 29
3" SQ.x0.032" ALUM. BEAM DBL. 2"x6.5 x0.042" 3x8"x0.042" BEAM 8'-6" 8' 13'_13,_3^ 169 B 11'-;"1.7^ 229 G 11'-9'; -g• 12-312'-3" B 168 11'-9"1 $ 12'-3" -0" 228 G 8'
W/ 12 GA. STL. "U" CHANNEL � � •
E ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 J � 11'-7" 17 29 11'-2" 11'-7" 16 11'-2" 11'-7" 29
ASTM A653 SS
OR EQUAL OR EQUAL ��-��� 9 12'-7" 19 C G 11'-2' 11'-7" B 18 0'-10 '---11'-3" 28 G 9'
GRADE 50 G60 � 11'-0" 29
6'-10" 10' 12'-02 -0 1 19 C 10'-4" 30 G 10'-710 -7' 11 11'-0" 16 29 G 10'
• 5, � 10'-4" 30 B 19 10'-3' 10'-8" 29
O 6'-2„ 11, 11'-4"I,�,• 120 �i g,-1 9'-10" 330 H 10,-11Q'-1 10-&10'-6" B 119 10'-19'-10' 10'-6"0,-1" 229 G 11'
r 10'-1 18 9'-6" 30 9'$" 17 9'-8" 9'$" 29
5'-8" 12' ,
r=1zo 0'-10" 20 g'-6^ 30 H ----9-8" C 19 G 12
14 GA.
7.8 5' ASTM
A653 SS
GRADE
so GSD � ATTACHED FREESTANDING ATTACHED FREESTANDING �
MAX.COL. F � MAX.POST MAX.POST MAX.POST MAX.POST �
�1=�1 SPACING p p MAX.POST FTG. MIN. M
AX.POST MIN. FTG. MIN. FTG MIN.
ng
B' ON SLAB m§ SPACING (IN.) POST POST SPACING SPACING (IN.) POST SPACING SPACING (IN.) POST m
0.042' 625' CC (2),(3) (SPAN) (1) TYPE TYPE2x65'003Y'FBEAM6"(TYPE 2'x65"0032FOR
TYPETYP.875' 13'-7"5'16'-9" 16 H14'-1 15'x" 1515'x" 316-4"18BJ 14'-8"15'-2"B18 14'-1" 14-7"31G 53x8"x0.042" BEAMg'15'_15,_0"16gB13'-3"32 H I 13'-713.4 14'-13'-10 B 168 13'- 2'-10" 14'-113-4' 231 G 6'
W/ 14 GA. STL. INSERT f-3,0'�+--MAX.3'0�� M ASTM A653 GRADE 50 G60 9'-9" 7' 14 - 3'-10" 1 1 g B 12'-4'2 �" 231 G I 12-7- -12' 13'-12'-10' B 16g 12'-712 -0 13'-11241, 230 G 7'
3"x8"x0.042" BEAM � 13'-3" 17 11'-7" 29 G 11'-9" 12'-3" 17 11'-9" 12'-3" 28 ,
DBL. 3"x8"x0.042" BEAM ��� W/ 12 GA. STL. INSERT J 8'-6" 8 13'-0" 20 g 11'_7" 31 H 11'-8" 12'-1" B 19 11'-2" 11'-7" 30 G 8
L ALUM. ALLOY 3004-H36 �� ASTM A653 GRADE 50 G60 J 7�_7�� g' 12'-7" 18 (� 11'-0" 29 G 11'-7" R 29 9�
OR EQUAL NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS � 12'-3" 20 v 11'-0" 3Q H 11'-0" 11'x" `-' 20 10'-7' 11'-Q" 29 G
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED r^ , 12'-O" 18 10'-4" 30 G 10'-7" 11'-0" 17 10'-7" 11'-0" 29 ,
THE FULL LENGTH OF THE 3°x8" BEAM. ^, 6'-10' 10' 11'$" 21 `�' 1 Q'�" 30 H 1 O'-6' 10'-9" 1. B 20 1 Q'-1" 101-41, 29
G 1
LL , 11'-4" � 18 9'-10" 30 10' 17 10'-1" 10'-6" 29 ,
FOOTNOTE: "SAMPLE" O 6'-2" 11 1.1'-2" 21 C g'-1 p^ 30 H 10'-0 6 20 9'-7" g'-0" 29 G 11
FIGURE INDICATES r 5'-8„ 12, 101-110'$" 1 21 C 9'-6" 9 -6" 331 H 9'-8" g,-7" 9 $^ 9'-a" C 1 21 9'_2" 9'-8" 8,-9" 230 G 12'
EXPOSURE B�
FIGURE INDICATES T=12 OR I
EXPOSURE C to Ga {
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B 8 C. ASTM
A653 SS ATTACHED FREESTANDING ATTACHED FREESTANDING
GRADE 8. ' MAX.COL. � � MAX.POST MAX.POST MAX.POST MAX.POST FTG, MIN. j o
50 G60 �^ SPACING pp_ MAX•POST FTG. MIN. MAX.POST FTG. MIN. FTG. MIN.
.042' I..L ON SLAB � 3 SPACING (IN.) POST SPACING (IN.) POST SPACING SPACING (IN.) POST SPACING SPACING (IN.) POST m �
FOOTNOTES TO ALL SPAN TABLES: TYP. �
(2).(3) t- (SPAN) (1) TYPE (SPAN) 1 TYPE FOR DBL. FOR 3'x6' FOR DBL. FOR 3'x8'
() 2'x6.5'x0.032' BEAM (1) TYPE 2'x6.5'x0.032' BEAM (1) TYPE �
1. FOOTING SHOWN REPRESENTS LENGTH OF 13'_7" 5' 16'-9' 17 B 14'-7" 32 I 14'-1 15'-4" g 16 14'-1 15'-2" 31 G 5,
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB. O 15'-0" 19 14'-7" 34 J 14'x" 4'-10' -;'l9 13'$" 14'-2" 33 H
WHERE SLAB OCCURS, CUBED FOOTING SIZE M 15'-3': 18 13'-3" 31 I 13'-7" 14'-1" 17 13'-7" 3'-1 31
MAY BE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY. 6' 13'-9" 20 � 13'-3" 34 J 13'-1" 13'-7" � 19 12'-6' 13' -SHOWN IN THIS LL 0" 32 G 6'
2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB 3'0� MAX. 3'0� , 14'-2" 18 12'-4" 31 H 12'-7" 13'-1" 17 30 ,
SHALL BE THE SMALLER OF THE MAXIMUM SPACING DBL. 3"x8"X0.042" BEAM � 9'_9" 7 12'-9" 20 g 12'-4" 33 J 12'-2" 12'-7" B 20 11'-7' 12'-1" 31 G 7
SPACING SHOWNOFOR THE SELECTEDIBU�MNPOST ��, SIV/ DBL. 14 GA. STL. INSERT J 8'-6" 8' 13'-3" 18 11'-7" 30 H 11'-9V-4 18 11'-9" 12'-1" 29 G 8'
3. THE SLAB SHALL BE A MINIMUM 10' 0^WIDE BY THE ASTM A653 GRADE 50 G60 11'-10' 20 B 11'-7" 32 J 1'-9"B2010'-10" 11'-3"31MAXIMUM COLUMN SPACNG MEASURED AT THE9'12,"7„19�130 H11'-2�1811'-2" 11'-4" 29G 9,
COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR DBL. 3"x8"X0.042" BEAM11'-3"211'-0"32I 1'-2"2110'-3'10'$"30
25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB W/ DBL. 12 GA. STL. INSERT (n6'_10" 10'12-0" 19 C 10'-4"30 H10'-7 1810'-7" 10'-9" 29��10'-821B10'x"32G0'-7"B219-9"9'-10"30G10'
EDGE SHALL BE 91/4"MINIMUM.ASTM A653 GRADE 50 G606' -2 11'119C9'10" 30H 10'-1 B19 10'-1"10'-3"29G11'
SEE ALTERNATE FOOTING TABLESNOTE: WHERE t2 AND 14 GA STEEL INSERTS OCCUR AS1Q'-2" 229'-10"32 I'-10219'-3"031SHT. 9 FOR ATTACHED COVERS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED r",1O'-12Q9'-6"31Hg'$^ 1gg'$^g'�^THE FULL LENGTH OF THE
2 �
w �00
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2 w M
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FESS Iq�!
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3'x8'BEAM.
5'_812g9"22v9-6"
33J'-1"
`-'
22 9'-0" 8'-3" 31
G
12'
�
OF CAI�F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
,nnnx onn[ oesc"wno"
4 STEL JOB ffi 151071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
01
SH - 34
34 OF 50 SHEETS
1
0
2
0
3
0
4
0
5
0
6
0
7
0
B
,A
o
B
0
C
o
D
o
E
o
F
e
G
o
H
o
1
o
J
ATTACHED
&FREESTANDING
LATTICE
COVERS
- 10 PSF
LIVE
LOAD
- 110, 120,130
MPH
- EXP.
B &
C
3"x8"x0.042" BEAM
3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM
J DBL. 2"x6.5"x0.042"
DBL. 3"x8"x0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
�
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
�
MAx•POST
FTG.
MIN.
MAx.POST
FTG.
MIN.
MAx.POST
FTG.
MIN.
MAX -POST
FTG.
MIN.
MAx.POST
FTG.
MIN.
MAx.POST
FTG.
MIN.
FTG.
MIN.
MAx.P05T
FTG.
MIN.
MAx.POST
FTG.
MIN.
MAx.POST
FTG.
MIN.
MAX.COL
�o
j p
^=^
ISL
SPACING
ON SLAB
m�
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
m3
F
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
�
C
(2),(3
c
13-7 "
5'
18'-0"
B
18'-0"
29
21'-8"
16
B
21'-8"
31
G
20'-9"
16
B
20'-9"
31
G
F8"
17
22'-8"
31
G
29'-2"
18
29'-2"
5'
O
18'-0'
-15-
1
17'-6'
31
G
19
21'-2"
33
H
20'-9"
18
20'-2"
33
H
19B22'
-1"33H29'
-221C2-6"
11,-4"
120
C
20'- 2�'-2"
31
26'-8
121
E
26'-
fH
6,
6,16'-416-4168B16112G19'-9"9'-9"119C19'9',9,-3"332G1911g19-0"8-6"33G
l7
6'-8"
26,-0"
Ci19'-2"32(j24'24'-8"122E24,-1"
7'
9,_9„7,5'-21,16B1514'-10"230G18'-48'-4"120Ci18'-4'7'-10'331(j17'-17'-7"119Ci17'-17'-1"331G19'-�9-2"20
J
8'
14'-3"
17
B
14'-3"
29
17'-2"
18
17'-2"
31
G
16'-6"
18
C
16'-6"
31
G
18'-0"
18
C
18'-0"
31
123--2
G
"
20
E
23'2"
333
H
8'
8'-6"
14 -3
19
13'-10
29
G
17'-2'
20
C
31
16'-6"
20
31
18'-0'
21
18-0
31
23'-2'
22
2'-7'
J
�,_�„
9'
13'-6"
17
C
13'-6"
30
16'-3"
18
E
16'-3"
31
G
15'-6"
18
C
15'-6"
31
G
E
17'-0"
32
G
21'-1
20
E
21'-11'-3"
334
H
9'
�
13-6
19
13'-1'
30
G
16'-3"
21
15'-9"
31
15'-6"
20
15'-2"
31
17'-0",-;-:2'
17'-0"
31
21'-10'
23
W
12'-9"
17
12'-9"
30
15'-4"
18
15'-4"
32
14'-9"
18
E
14'-9"
32
G
E
16'-1"
32
G
20'-9"
20
E
20'-9"
34
I..I
10'
6'-10"
10'
12'-9'
20
C
12'-6'
30
G
15'-4"
21
E
15'-1"
32
G
14'-9"
21
32
-;-r2-1
16'-1"
32
20'-9"
23
20'-2"
34
m
32
21
334
6'-2"
C
12'-2"
31
G
14'-8"
19
E
14'-8"
32
G
14'-1"
19
E
14'-1"
32
G
E
15'4"r
G
E
19'-9'9-3"
20
11'-10"
30
14'-8"
21
F---14'-4"
32
14'-1"
21
13'-8"
32
1
. 32
r
5,_8„
11'-811
120
C
11'-811
331
G
14'-114,-1"
122
E
14'-1�3,-9"
332
G121
E
13'-6'13'-2"
332
C7
E
14'-9"4'-9"
333
I"I
19'-09,-0"
224
335
I
12'
12,
-8
-4
}
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
� _
MAx.POST
FTG.
MIN.
MAx.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAx.POST
FTG.
MIN.
MAx.POST
FTG.
MIN.
MAx.POST
FTG.
MIN.
MAX -POST
FFG.
MIN.
MAx.POST
FTG.
MIN.
MAx.POST
FFG.
MIN.
MAX -POST
FTG.
MIN.
=
MAX.COL.
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j p
SPACING
ON SLAB
m §
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
m 3
�
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(2),(3)
13'-7"
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'- 27'-8"
337
I
5'
O
17'-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
K
C14
16'-4"6'-2"
1
16'-415,-7'
330
19'-9"9,-7"
18
19'-9"8,-9"
334
G
191
120
B
19 '8'-0"
333
G
20'8"
121
C
20'-8"9,-8"
334
G
26
223
E
26'-
336
I
6,
11,x„
6,
19
g
G
1
(✓
H
8'-8"
C
H
0,�„
H
26'-3"
25,-3"
K
�
9'-9"
15'-2"
17
g
15'-2"
30
18'x"
18
C
18'-4"
31
G
17'-7"
18
C
17'-7"
31
G
19'-2"
19
C
19'-2"
32
G
24'-8"
20
E
"3
24'-823'-6"
336
H
7,
7'
15'-0"
20
14'x"
30
G
21
17'-4"
33
H
17'-3"
21
16'-8"
33
18'-10'
21
18'-2"
33
H
24'-4"
23
-6
I
$'
14'-3"
18
B
14'-3"
29
17'-2"
19
17'-2"
31
16'-6"
18
C
16'-6"
30
G
18'-0"
19
C
18'-0"
31
G
23'-2"
21
E
23'-22'2'-0'
335
H
8'
J
8'-6"
14'-1'
20
C
13'-6"
29
G
C
--16'-3'
32
G
16'-2"
21
15'-7"
32
17'-8'
22
17'-1'
33
H
22'-9'
24
I
J
�,_7„
18
C
13'-6"
30
16'-3"
19
E
16'-3"
31
G
15'-6"
19
C
15'-6"
31
G
17'-0"
19
E
17'-0"
32
G
21'-1
21
E
21'-1
34
H
9'
ILL
13'-3"
21
12'-9'
30
G
16'-0"
22
15'-4"
32
15'-3"
22
14'-8"
32
16'-8"
-;:-22
16'-1"
32
21'-6"
24
34
I
6'-10„
12'-92_7"
121
C
12'-912,-1'
330
�
10,
l7
6'-2"
11'19
C12'-2"
31
0156..'-4"122E15'-44-7"331�j4,-6"122E14'94331G16'-15,-10'223E16'-115,-3"332(j20'-20'-4"225E20'-99,-8"334H10'
20E14'-8"
32G14'-1"
19E14'1"
32G15'-4"
20E15'-4"
32
G
19'-9"
22E19'
-918'-9"334I
11'
12'-0"
2111'
-7"30G2314'
-0"3213'-10'233115'-2"2314'-7"32H19-6"255'-8"
-811,-1'331G
223
E
14'-113
332
G
13'6-
3'6
223
E
332
C7
14'-9
223
E
14'-9
332
H
19'-� 18'-8"
226
E
19'-0 �8,-0"
334
I
12'
12'11'8"122C11'
__.;
-10
-4"
H
3'-3"
12'-9"1
4,-s"
4,-0"
�
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
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FREESTANDING
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=
MAx.POST
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MIN.
MAx•POST
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MIN.
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MAx.POST
FTG.
MIN.
MAx.POST
FTG.
MIN.
POST
FTG.
MIN,
MAx.POST
FTG.
MIN.
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FTG.
MIN.
MAx.POST
FTG.
MIN.
=
MAX.COL
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SPACING
ON SLAB
m�
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
CING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
m�
�
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
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(1)
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(1)
TYPE
(SPAN)
(1)
TYPE
AN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
Of
(2).(3)
r22'
13'-7"
5'
17
g
17'-8"
33
G
21'-8"
19
B
21'x"
34
H
18
B
20'-4"
32
H
19
B
22'x"
35
I
29'-2"
20
C
28'-9"
37
K
5'
O
17'-3'
20
16'-6'
34
H
20'-10
21
20'-0"
36
K
20'-0"
21
19'-1"
34
I
'-10'21
C20'
-10'36K28'-2"230'
3911,-4„
18B16'-2"32
G
19'-9"19C19'-7"33
H
19'-0"19
B
18'-8"
32
H
20-8"
19
C
20'x"
34
H
26'-8"
21
E
26'-
338
K
6'
r
g'16'-4"
15'-10"
20
15'-1'
33
H
19'-1"
22
18'-3"
35
I
3"
21
C
17'-6"
33
I
20'-0"
22
19'-1"
36
I
25'-9"
24
214'-7"
�
9,_9„
15'-214,-8'
121
B
15'-0'4,-0"
333
G
18'-4"
222
C'
18'-l"
334
I -i
17'-17�-0"
122
C
171 16'-2"
333
G
191_ 18-6"
223
Ci
18'-117,-8"
335
H
225
E
24' 2�2,-9"
337
I
7,
7,
H
7'-8"
'-10'
H
124
23'-10
K
$'
14'-3"
19
B
14'-1"
31
17'-2"
20
17'-0"
32
G
16'-6"
20
C
16'- "
30
G
18'-0"
20
C
17'-8"
33
G
23'- "
22
E
22'- 2"1'-3'
337
I
8,
.J
8'-6"
13-9
21
C
13'-1"
32
G
23
C
15'-10'
34
H
5'-10"
22
15'-2"
32
H
16'-7'
34
H
22'-3'
25
K
J
7'-7"
9'
13'-6"
19
C
13'-3"
30
G
16'-3"
21
G
15'-6"
20
C
15'-3"
31
G
17'-0"
21
E
16'-8"
32
G
21'-1
23
E
21'-6"0'-1"
336
H
9-
�
13'-0
22
12'-4'
32
15'-8"
23
H
15'-0"
23
14'-3"
32
H
16'-4"
24
15'-7"
34
H
21'-1"
26
K
225
6'-10„
10,
12'-912,-3'
222
C
12'-711-9'
331
G
15'-44'-10'
224
15-2"
32
G
14�-94'-2"
223
E
14'-63-7"
331
�j
16'-1;5-7"
224
E
15'-14=10'
333
I-{
20'-20,-0"
226
E
20'-4"9'-1"
336
H
10'
�
H
I
ME
35=92311'-3"3114'-2"
6'-2"
11'
20
C
12'-0"
31
G
14'-8"
21
H
14'-1"21E3'-10"
32C715'x"
22E15'-2"
i
19'-9"23E19'6"
24
G13'-7"2413-0"3114'-10"2414'-2"
19'-1"2718'-2"355,12,11'-811�-3'223C11'-610,-9'331C714'-1�3,-7"224
I' -I
13'-6
13'-12
332
H
14'-9"
q33
G
2 Ll ce)r-
W C6
W U)Noo,.
2 oUcn
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w Qui
uU)w�
wW co
M
M
U rn
00
� Z 00
Q M
Ntrn
�FEss ic�t
S 5885
OF C00L
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL .
REVISIONS
MNRC DATE DESCRI NJ
4 STEL JOB # 151071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH - 35
35 OF 50 SHEETS
225
E
14'-6
i
19'-0"8'-3"
227
E
18'-8"7
335
I
12'
2 Ll ce)r-
W C6
W U)Noo,.
2 oUcn
�
w Qui
uU)w�
wW co
M
M
U rn
00
� Z 00
Q M
Ntrn
�FEss ic�t
S 5885
OF C00L
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL .
REVISIONS
MNRC DATE DESCRI NJ
4 STEL JOB # 151071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH - 35
35 OF 50 SHEETS