BPAT2016-003778-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number: BPAT2016-0037
Property Address: 43070 E E PARKWAY ESPLANADE
APN: 609630047"
Application Description: WILLIAMS PERSALL / PATIO
Property Zoning:
Application Valuation: $5,100.00
Applicant:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
37897 CHESTERFIELD STREET
INDIO, CA 92203
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 (commencing with Section 7000) of Division 3 of the Business and Professions Code,
and my License is in full force and effect.
License Class: C-8, C51 License No.: 937811
Date: Contractor:
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760)777-7153
Date: 5/18/2016
Owner:
IAM LL
rCom:10,
53' 61t-�$ctor.21� PA"TT1 DBA VALLEY CONCRETE &
RIE S R;ELDSTREET
IO, CA 92203
(760)534-4634
Llc. No.: 937811
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).:
( ) 1, 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.).
(__j I am exempt under Sec. . B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ..C.).
Lender's Name: -
Lender's Address:
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations
I have and will maintain a certificate of consent to self -insure for workers' .
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued: '
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: _ 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 as to become subject to the workers'
compensation laws of California, and agree thatk if I should become subject to the
workers' compensation provisions of Section 37-0 of the Labor Code, I shall forthwith'
comply with those provisions.
Date:
Applicant:
WARNING: FAILURE TO SECURE WORKERS' COV, PENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,00(1. IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR'N SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT '
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this applic;,tion is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if.work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancell.-tion.
I certify that I have read this application and sta':e that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the
above-mentioned property for inspection purposes.
Date: • Signature (Applicant a Agent):
FINANCIAL ••
•
I -DESCRIPTION `.. c ' '
', ACCOUNT
bQTY AMOUNT ', PAID PAID DATE;
BSAS SB1473 FEE
101-0000-20306
0 $1.00 $1.00 5/18/16
PAID BY sy
i.:
METIOD
4 :Y - x: '" fi
RECEIPT # , r p
CHECK # CLTD BYs
,i.> .
v�E
>
F
-ASHLEY DAVIS
DEBIT
R15594 RSE
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: • $1.00 $1.00
FDESCRIPTION' "
` " ACCOUNT
QTY,*
AMOUNT
7, t,
DATE,
]
•PAID
$PAID
COVER, STD, OPEN
101-0000-42404
0
$97.17
$97.17
5/18/16
'S.PATIO
= 4'
BY ' '
4
T
415 i. i�^34
��RECEIPT #
=Sa2 ;, St§ tw
CHECK #
CLTD BYE
w$ yPAID yap
3METIiOD &V�
t� �
ASHLEY DAVIS
DEBIT
R15594
RSE
DESCRIPTION' `
�aAMOUNTj'
! �� PAID ,
DATE'
t� ,ACCOUNT''';QTY
rvKx
aPAID _.
PATIO COVER, STD, OPEN PC
101-0000-42600 _
0
$95.72
$95.72
5/18/16
es
= PAID BY7,&
`a Pry4
METHOD r
'4 „� � ' RECEIPT #
CHECK
CLTD BYE:
x
• z . _ >e 3 v aE:, ?d ; ,.,
s , t;.. 4*. 4.
;¢fid
ASHLEY DAVIS
DEBIT
R15594
RSE
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $192.89
DESCRIPTION "� `'-�
_ ,: ACCOUNT,
QTY
e' AMOUNT
° 'PAID
YPAIDADATE
... .,, x_
4,..
.`.
?�
SMI - RESIDENTIAL
101-0000-20308
0
$0.66
$0.66
5/18/16
PAID BY'
` wf METHOD
RECEIPT #
mak° CHECK # '
CLTD BY:
:
ASHLEY DAVIS
DEBIT
R15594
RSE
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.66 $0.66 -
TOTALS: $194.55 $194.55
a ut
� • A2
�cG'yOF'i-�v
Description: WILLIAMS PERSALL /PATIO
Type: PATIO COVER
Subtype: CITY STANDARD/PRE- Status: ISSUED
Applied: 5/18/2016 RSE
ENGINEERED - OPEN
Approved: 5/18/2016 RSE
Parcel No: 609630047 Site Address: 43070 E E PARKWAY ESPLANADE LA QUINTA,CA 92253
Subdivision: TR 29323-4
Block: Lot: 91
Issued: 5/18/2016 RSE
Lot Sq Ft: 0
Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $5,100.00
Occupancy Type: Construction Type:
Expired: 11/14/2016 RSE -
No. Buildings: 0
No. Stories: 0 No. Unites: 0
APPLICANT_
Details:
FINANCIAL INFORMATION
Printed:. Wednesday, May 18, 2016 4:10:22 PM ' 1 of 2 CRW"YSTEMS
TYPE'
E
R .= °NAME . ADDRE5S1- CITY I"STATE , T ZIP
PHONE
FAX
- EMAILx
,NAME
.
_. .... x ..
... ... ,,. .-r.. .'. .. ..:nmk. '+'... ,•a . _. .. _ „.
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APPLICANT_
VALLEY PATIOS INC DBA VALLEY 37897 CHESTERFIELD. INDIO CA 92203
andy@valleypatios.co
CONCRETE & STREET
m
CONTRACTOR
VALLEY PATIOS INC DBA VALLEY 37897 CHESTERFIELD INDIO CA 92203
andy@valleypatios.co '
CONCRETE & STREET
m
OWNER
WILLIAM PERSALL 92253
:71
FINANCIAL INFORMATION
Printed:. Wednesday, May 18, 2016 4:10:22 PM ' 1 of 2 CRW"YSTEMS
INSPECTIONS
....... . . .
PARENT'Pftbjkt�'' . .... .
FA
Printed: Wednesday, May 18, 2016 4:10:22 PM 2 of 2 C§FWSYSTEMS
0
......
... ..........
CLTD
DESCRIPTION
XCOUNT
AMOUNT-,-,
�PAID,DATE
��.RECEIPT#.
CHECK
..METHob'-
PAID BY
V 14'
%
BY
BSAS SB1473 FEE
101-0000720306
0
$1.00
$1.00
5/18/16
R15594
DEBIT
ASHLEY DAVIS
RSE
Total Paid for BUILDING STANDARDS ADMINISTRATION
$1.00 $1.00
BSA:
PATIO COVER, STD,
101-0000-42404
0
$97.17
$97.17
5/18/16
R15594
DEBIT
ASHLEY DAVIS
RSE
OPEN
PATIO COVER, STD,
101-0000-42600
0
$95.72
$95.72
5/18/16
R15594
DEBIT
ASHLEY DAVIS
RSE
OPEN PC
Total Paid for PATIO COVER COVERED PORCH LATTICE: $192.89 $192.89
SMI -RESIDENTIAL
----r
101-0000-20308
0
$0.66
$0.66
5/18/16
R15594
DEBIT
ASHLEY DAVIS
RSE
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.66 $0.66
INSPECTIONS
....... . . .
PARENT'Pftbjkt�'' . .... .
FA
Printed: Wednesday, May 18, 2016 4:10:22 PM 2 of 2 C§FWSYSTEMS
0
Esplanade
c/o Desert Resort Management, Inc.
42635 Melanie Place
Palm Desert, CA 92211
Customer Care: 760-346-1161 Fax: 760-346-9918
Website: www.drmintemet.com
Date: May 16, 2016 '
Project Ref: [86408214] 43070 Parkway Esplanade .E
William Persall ,
43070 Parkway Esplanade E. ,
La Quinta CA 92253 `
Dear William Persall,
For the listed project item(s):
Patio Cover
I am pleased to inform you that the Esplanade Architectural 'Committee his approved your
application with the following stipulations: .
The Patio Cover is being approved with the CONDITION that you provide a copy of the
permit by May 23 2016. If no permit copy is provided by that date the patio cover, will be
denied again.
The approval is contingent upon compliance with the specifications set forfft in the approved
application..If your change or addition requires a county, city or state permit, it is the responsibility of the
homeowner to obtain this before starting construction.
Please retain this letter in your files. If you have any questions regarding this matter, • please
contact Customer Care at 760-346-1161 or e-mail us at .
Sincerely,
Jennifer Zeivel _
Community Association Manager
jzeivel&drminternet.com
Esplanade
Bin #
City of La'. Quinta
Building a Safety Division
78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
VOwner's Name:
Permit #
Project Address:
A. P. Number: �j
Q QA , 'bk
Address::-, O
Legal Description: ,.I�Z�2j'
City, ST; Zip:
Contractor:
Telephone:' G_ is-
Address:
'Project Description: .
City, ST, Zip:
�0 ro t
V
Telephone:
State Lic. # :
City Lic.
Arch., Engi•., Designer:
Address:
City,, ST, Zip:
Telephone:.
one:
Co n structi on Type: ecu
P O ane
B Y:
State to Lic. #`
Pr oJect hPa (circle one): New Add'n Alter r Re air
Demo
Name-of Contact Person:
?
V S i
Sq. FtFj Z
# Stories:
# Units:
Telephone # of Contact Person: j• 1S
- Estimated Value of Project:
APPLICANT: DO.NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Recd
TRACKING
P,RMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Cafes.
Reviewed, ready for corrections
Plan Check Deposit
Truss Cafes.
Called Contact Person
Plan Check Balance
Title 24 Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2" Review, ready for corrections/issue
Electrical
Subcontactor List
Called ContactPerson
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
'^' Review, ready for corrections/issue
Developer Impa _t Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees,
Total Permit Fe-cs
38''116
r.
22'-
L.Vtce Paw corer
ITMI
32'
11 said Pabo Corer
1
Persall Residence
43070 Esplanade East
La Quinta
Driveway
I
I
. L
6' i
CITY OF LA QUINT, E
BUILDING & SAFETY DEPT
APPROVED
FOR CONSTRUCTION '
DAT 16 2W BY
s
i
A b V O U O C O V M 1 J
ATTACHED &FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
3x8"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
�
M W/ 14 GA. STL. INSERT
N W/ 12 GA. STL. INSERT
0 W/ DBL. 14 GA. STL. INSERT
}
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
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}
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MAx.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAx.POST FTG.
MIN.
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)
TYPE
(SPAN)
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) (g)
(1)
(1)
18'-0" 15
18'-0" 29
21'-8" 16
B
21'-8" 31
G
20'-9" 16
B
20'-9" 31
G
22'-8" 17
B
22'-8" 31
G
29'-2" 18
C
29'- 2"8'-6" 336
H
5�
O
13'-7"
5'
18=0 18
B
17'-6 31
C7
21'-8" 19
21'-2" 33
H
20'-9" 18
20'-2" 33
H
22'-8" 19
22'-1" 33
H
29'-2" 21
I
168
16'-416
16'-4"
230
19'-9
119
C
19'-9"91-3" 332
19'-0 9 17
B
19'-0"8
332
Cj
20'- 20'-8" 120
�•
20'-
332
(j
26'- 26'-8" 121
E
26'- 261-0" 335
H
6,
11,x„
61
4
B
16'-0'
G
9 -9"
G
-0" 9
-6'
210'-2"
I
�
9,_91,
15'-215-2' 169
B
15
230
18'-4"8'-4" 120
C
18'-4'7'-10' 331
G
17
17'-117 19
C
17' -?I'7,-1„ 331
(j
19'-
120
C
19'-119'-2" 332
G
24'-o 41-8" 122
E
24'- 241-1" 334
H
7ILL '
7,
14'-10"
`7
-7"
19'-2"
14'-3" 17
14'-3" 29
17'-2" 18
C
17'-2" 31
G
16'-6" 18
C
16'-6" 31
G
18'-0" 18
C
18'-0" 31
G
23'-2" 20
E
23'-2" 33
H
1
8
J
8'-6"
8'
14 -3 19
B
13'-10' 29
G
17'-2' 20
31
16'-6" 20
16'-1" 31
18'-0' 21
18'-0 31
23'-2'
__• . 22'-7' 33
N
f�i
F+
19'•0". .. 3Q
16'.•3^ ., 18
�
16'-3" 31
19'-8" 1®
C
15'-li" 31
G
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E
21'-1 34
H
91
J
17'-0" 32
C7
21'-1 20
7,,�
13'-6' 19
13'-1 30
�
16'-3" 21
15'-6" 20
15'-2" 31
21
17'-0" 31
21'-10' 23
21'-3" 34
12'-9" 17
C
12'-9" 30
G
15'-4" 18
E
15'-4" 32
G
14'-9" 18
E
32
G
16'-1" 19
E
16'-1" 32
G
20'-9" 20
E
20'-9" 34
H
10'
6'-10"
10'
12'-9' 20
12'-6' 30
15'x' 21
15'-1" 32
14'-9" . 21
14'-4" 32
16'-1" 21
16'-1" 32
20'-9" 23
20'-2" 34
12'-2" 18
12'-2" 31
14'-8" 19
14'-8" 32
14'-1" 19
E
14'-1" 32
G
15'-4" 19
E
15'-4" 32
G
19'-9" 21
E
19'-9"9-3" 334
I
11'
O
6'-2"
11,
12'-2' 20
C
11'-10" 30
G
14'-8" 21
E
14'-4" 32
G
14'-1" 21
13'-8" 32
22
15'-4" 32
19'-9" 24
11'-811-8 120
31
11'-811
141 114'-1" 122
E
14'-113,-9" 332
13'-63-6" 121
E
332
G
14'-9'4,-9" 122
E
14'-9'4,-9" 333
H
19'0.
9'0 9-0" 224
E
335
I
12'
12,
C
-4
G
G
3-211
8'-6"
}
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2
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m �
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(SPAN)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
(SPAN) (1)
TYPE
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TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
F
(2) (S)
H
(1)
18'-0" 16
18'-0" 31
G
21'-8" 17
B
21'-8" 33 I
20'-9" 17
B
20'-9" 32
G
18
B
22'-8" 33 H
29'-2" 19
C
29'-
337 I
5'
O
13'-7"
5'
17'-8" 19
B
17'-0' 31
H
21'x" 20
20'-7" 34
20'-4" 20
[--19'-8" 34
H
22'-4" 20
C
21'-6" 35 I
28'-9" 22
217'-8" K
N
16'-4" 17
16'-4" 30
19'-9" 18
C
19'-9" 32 G
19'-0" 18
B
19'-0" 32
G
20'-8" 18
C
20'-8" 32 G
26'-8" 20
E
26-8"
336 I
6'
r
11,-4„
6'
16'-2" 19
B
G
19'-7" 21
18'-9" 34 H
18'-8" 20
C
18'-0" 33
H
20'x" 21
19'-8" 34 H
26'-3" 23
'-3" K
�
151-2"
120
15'
330
18'-4"8'-1" 1
18'3"7
333 G
17 _ 17'-3" 121
C
17'-116'-8" 333
G.
791-18'-10' 121
C
19'-118'-2" 333 G
24
223
E
24'-23,-6" 336 H
7,
9,_9„
7,
5'-0"
B
14'-4"
C7
21
C
-4" H
H
24'-4"
I
1
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'-2" 33 H
81
J
8'-6"
8
14'-1' 20
C
13'-6" 29
C7
17'-0' 22
C
16'-3' 32 G
16'-2" 21
15'-7" 32
17'-8" 22
17'-1' 33 H
22'-9' 24
22'-0' 35 I
J
g'
13'-6" 18
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 20'-8" 334 H
9'
7'-7"
13'-3" 21
C
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
I
�
6'-101,
12'-9"21-7" 121
C
12'-912'- 330
G
15'x"51-2" 122
E
15'-4"4,-7" 331 G
14'-9 4
122
E
14'-9
331
Cj
16'-15'-10' 223
E
16'-1151-3" 332 Cj
20'-
225
E
20'-9 9
334 H
10'
�
1 pl
1'
-6"
4'-0"
20'-4"
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12'-2" 31
14'-8" 20
E
14'-8" 32
14'-1" 19
E
14'-1" 32
G
15'-4" 20
E
15'x" 32 G
19'-9" 22
E
19'-9"8'-9" 334
O
6'-2"
11'
C
11'-7" 30
G
14'-6" 23
14'-0" 32 G
10' 23
13'-4" 31
15'-2" 23
14'-7" 32 H
19'-6" . 25
r
5'-8"
G
14'-1" 20
E
32 G
13'-6" 20
E
13'-6" 32
G
14'-9" 20
E
14'-9" 33 I„i
19'-0" 22
E
19' -O6
334 I
12'
12'31
31
13'-10' 23
32 H
13'-3" 23
12'-9" 32
14'-6" 23
0" 32
18'-8" 26
-p"
I
}
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTAND/NG
=
� �_
j p
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 FTG.
MIN.
MAX.POST FTG. MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG. MIN.
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 �
(SPAN)
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
(1)
H
B
35 I
20
C
37
13'-7"
5'
18'-0" 17
B
17'-8" 33 G
21'-8" 19
B
21'-4" 34 H
20'-9" 18
B
20'3" 32
19
22'-4"
29'-2"
28'-9"
K
5'
Q
17-3 20
16'-6' 34 H
20'-10 21
20'-0" 36 K
20'-0" 21
19'-1" 34 I
21'-10" 21
C
20-10 36 K
28'-2" 23
E
6'-10' 39
M
16'-4" 18
16'-2" 32 G
9
19'-9" 1922
19'-7" 33 H
19'-0" 19
B
18'-8" 32-8"
19
C
20'-4" 34 H
261_gll 21
E
26'-3" 36
K
,
6
r
11-4
6
10" 20
B
H
22
C
18'-3" 35 I
18'-3" 21
C
17'-6" 33 I
20'-0" 22
19'-1" 36 I
25'-9" 24
24'-7" 38
.�
�
15'-2" 18
B
15'-0" 31 G
18'-4" 20
C
18'-1" 33 H
17'-7" 19
C
17'-3" 31 G
19'-2" 20
C
18'-1 33 H
24'-8" 22
E
24'-4" 35 I
7,
9,-9„
7,
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
8'
14'-3" 19
B
14'-1" 31
G
17'-2" 20
C
17'-0" 32 G
16'-6" 20
C
16'
332 G
181-0117'" 223
C
17'-8"6'-7" 334 G
23
225
E
22'- 2"1-3 337 I
8,
J
8'-6"
13=9 21
C
13'-1" 32
16'-7' 23
15'-10' 34 H
5'-10" 22
15'-2" H
H
22'-3'
K
J
91
13'-6" 19
13'-3" 30
16'-3" 21
E
16'0'_'--- 32 G
15'-6" 20
C
15'-3" 31 G
17'-0" 21
E
16'-8" 32 G -[21'-1
23
E
21'-6" 34 H
91
7,-�„
13-0 22
C
12'-4' 32 G
15' 8" 23
15'-0" 33 H
15'-0" 23
14'-3" 32 H
16'-4" 24
15'-7" 34 H
21'-1' 26
20'-1" 36 K
12'-912,-3' 222
12'-711 331
15'-4"4'-10' 224
E
15'-
333 G
14-94-2" 223
E
14'-6'3,-7" 331
16'-115-7" 224
E
15'-;4,-10' 333 H
20'- Zp,-O" 226
E
20'-4"9'-1" 336 H
10'
6'-10"
10'
C
-9' G
114'-2" H
�j
I
20
J
12'-0"11-3" 331
14'-8
224
E
14'-6
332 H
14
224
E
3 331
15'-4"
224
E
16-2
333 �--I
19'-9
227
E
19'-6 $1.2" 335
B
O
6,_21,
(;
(j
4,-2"
31-7" G
13'-7"
G
'-10"
4,-2"
9=1"
r
11'-81,'-3' 223
C
11'-610-9' 331 G
14'-1131-7" 224
E
13'-113-0" 332 H
13'-6"31-0" 224
E
13'-12'-0" 332 H_—[15
5'-8"
12'
2 N .
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OF 0'i
03-11-16
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE MON
4 STEL JOB q 161071
DATE
DRAWN BY AT
DESCRl.
CHECKED GM
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH - 35.
14'-941-2"
225
E
14'-63'-7"
332
H
19'-08'-3"
227
E
18'-817'335
G
35 OF 50 SHEETS
U e o r:Nt
BEAM TYPES ATTACHED &FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C'
3" SQ.x0.032" ALUM. BEAM E ' W/ 12 GA. STL. "U" CHANNEL DBL. 2"x6.5"x0.032" OR 3"x8"x0.042" BEAM
� {�
ATTACHED FREESTANDING ATTACHED FREESTANDING
3.03f 6 5° MAX.COL. a
=^ SPACING 5 � MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX -POST MAX.POST FTG. MIN. MAX.POST MAX.POST FTG. MIN. j o_
T=12 GA. '042 I..L ON SLAB DD 3 SPACING (IN.) POST SPACING (IN.) POST SPACING SPACING (IN.) POST SPACING SPACING (IN.) POST m
AS A653 SS 8.0° (2),(3) (SPAN) (1) TYPE (SPAN) (1) TYPE 2'FOR
6 5x0 032 FBEAM B. (1) TYPE 2'X6.5 -4.03T
FOR3x8'B" (1) TYPE
GRADE 50 G60 3.0° 0,042' '
m' O 13'-7" 5, 16'-96 _9„ 1 17 B 14'- 4,-7" 231 G H 14'-19!', 15'-415 4 B 15 7 M_7
[---14'-6"
15'-1 _1" 230 G 5,
032°
ALUM.M4Ill(0'�20°� r 11-4„ g' 15'-3" 16 g 13'-3" 28 G 13'-7" 14'-1" B 15 28 G 6,
I 15'-3" 18 13'-3" 30 H 13'-7' 14'-1" 17 3'-9" 29
I--3.0°� DBL 2"x6.5"x0.032" � 14'-2" 16 12'-4" 28 12'-7" 13'-1" 15 28 ,
I ALUM. ALLOY 3004-H36 9 -9� 7 14'-2" 18 B 12'x" 30 G 12'-7' 13'-1" B 17 p�_g^ 2gG73" SQ.x0.032" ALUM. BEAMOR EQUAL8,-6„8,13'-3"12911'-9"r122'3" 16 "28,
W/ 12 GA. STL. "U" CHANNELDBL. 2"x6.5"x0.042"3"x8"x0.042" BEAM13'-3"B29G11'-9"12'-3"g18 _p 28 G 8
E ALUM. ALLOY 3004 H36 n ALUM. ALLOY 3004 H36 J 12'-7" 17 11'-0" 29 11'-2" 7" 16 11'-2" 11'-7" 29
ASTM A653 SS OR EQUAL OR EQUAL ILL 7'-7"
919 C 11'-0" 29 G 11'-7" B 18 10'-10 11'-3" 28 G 9
GRADE 50 G60 (� 6'-10" 10' 12'-02'-0" 1 19 C 10'-4" , 4„ 330 G 10'-710 -7 011 -0 B 16g 10'-710'-3 11'-00 -8„ 229 G 10'
25° � 6'-2" 11' 11'x" 17 9'-10" 30 t"„I 10'-1" 10'-6" B 17 29 G 11'
O 11'-4" 20 C 9'-10" 30 10'-1' 10'-6" 19 29
r 10'-1 18 9'-6 9'-6"" 30 9'-8" 9'-8" 17 9'-8" 9'-8" 29
T=12 OR 12' 20 C 30 H 9'-8" 9'-8" C 19 9'-6" 9'-2"29 G 12'
14 GA
7.875' ASTM
A653 SS
GRADE
50 G60 � ATTACHED FREESTANDING ATTACHED FREESTANDING }
a= x
MAX.COL. F o MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST MAX.POST FTG. MIN. MAX.POST MAX.POST FTG. MIN. ] p
8•0° I � ON SLAB SPACING m � SPACING (IN.) POST SPACING (IN.) POST SPACING SPACING (IN.) POST SPACING SPACING (IN.) POST m
FOR DBL. FOR 3"x8" FOR DBL. FOR 3'x8" 3:0.042° .625° cc (2),(3) F (SPAN) (1) TYPE (SPAN) (1) TYPE 2'x6.5'xo.032" BEAM (1) TYPE 2'4.5'4.032' BEAM (1) TYPE �
�' G 16'-9" � 16 14'-7" 31 H 14'-1 15'-4" 15 15'x" 30 ,
2.875° O
13'-7" 5'' 14'-7" 33 J 14'-8" 15'-2" B 18 14'-1" 31 G 5
3"x8"x0.042" BEAM N 11'-4" g� 15'-3" 16 B 13'-3" 30 H 13'-7" 14'-1" 16 13'-7" 14'-1" 29 G 6,
W/ 14 GA. STL. INSERT � 15'-0" 19 13'-3" 32 I 13'x" 3'-10' B 18 2'-10" 13'-4" 31
13.0°---F---�-+-3.0°-I � ASTM A653 GRADE 50 G60 � 9'-9" 7' r2-119B12'-42�^231G I12'712�13'1B16g12'-712'-0"13-1124"230G7'
3"x8"x0.042" BEAM8'-6" 8'17 11'7"29 G11'-9"12'-3" 17 11'-9"12'-3" 28,
DBL: 3"x8"x0.042" BEAM�1W/ 12 GA. STL. INSERT 20BH 11'-8"12'-1"B1911'-2"11'-730G8ALUM. ALLOY 3004-H36 ASTMA653 GRADE 50 G60� 18 11'-0" 29 G 11'-2" 11'-7" 17-7" 29
OR EQUAL 7'_7 � 9 12'-3" 20 C 11'-SPACNG It
0" 30 H 11'-0" 11'x" B 20 10'-7" 11'_Q^ 29 G 9
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS LL
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED !/� , , 12'-0" 18 1 O'-4" 30 G 10'-7" 11'-0" 17 10'-7" 11'-0" 29 ,
THE FULL LENGTH OF THE 3'x8" BEAM. ^J 6'-10' 10 11,-8„ 21 Ci 10'-4" 30 H 10'-6" 10'-9" B 20Q'.4" 29 G 10
LJ.. 6'-2" 11' 11'-4" 18 9'-10" 30 �„1 10'-1" 10'-6" 17 10'-1" 10'-6" 29 G 11'
FOOTNOTE: "SAMPLE" O 11'-2" -:-:-21 C 9'-10" 30 10'-0" 10'-3" B 20 9'-7" 29
FIGURE INDICATES � 5,_8„ 12, 10'-110,-8" 18
C 9-6 g-0^ 331 �__� 9'-8"g,-7" g,-$"9-4 C 121 g,�•'9-2 g,�„$1-9" 230 G 12'
EXPOSURE B�
FIGURE INDICATES T=12 OR
- EXPOSURE C 14 GA.
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B 8 C. ASTM
A653 SS ATTACHED FREESTANDING ATTACHED FREESTANDING
GRADE 8.0° MAX.COL.
50 G60 � SPACING � ~o MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST MAX.POST FTG, MIN. MAX.POST MAX.POST FTG. MIN. > a
ON SLAB fD � SPACING (IN.) POST SPACING (IN.) POST DFOR 3
II x8" FOR DBL.
(IN.) POST IIx8'
(IN.) POST m 3
.042° FOR L. � (2) (3) (SPAN) (1) TYPE (SPAN) (1) TYPE 2"x6.5•x0.032' BEAM (1) TYPE 2'x6.5"x0.032' FOR 3BEAM (1) TYPE
FOOTNOTES TO ALL SPAN TABLES: TYP.
1. FOOTING SHOWN REPRESENTS LENGTH OF 13'-7" 5' 16'-9' 17 14'-7" 32 I 14'-1 15'-4" 16 14'-1 15'-2" 31 G ,
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB. 19 � 14'-7" 34 J 14'-4" 14'-10' � _19 13'-8" 14'-2" 33 H 5
WHERE SLAB OCCURS, CUBED FOOTING SIZE M , 15'-3" 18 13'-3" 31 I 13'-7" 14'-1" 17 13'-7" 13'-1 31 ,
MAY BE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY. � t3 0° 11'.4" 6 13'-9" 20 B 13'-3" 34 J 13'-1" 13'-7" B 19 12'-6' 13'-0" 32 G 6
2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB 3.0 MA)( 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 � 91-911 7 12'-9" 20 B 12'-4" 33 J 12'-2" 12'-7" B 20 11'-7' 12'-1" 31 G �
SHOWN IN THIS COLUMN OR THE MAXIMUM POST W/ DBL. 14 GA. STL. INSERT ° 13'-3" 18 11'-7" 30 H 11'-9" 12'-3" 18 11'-9" 12'-1" 29
SPACING SHOWN FOR THE SELECTED BEAM. 0 J 8'-6" 8 11'-10' 20 B 11'-7" 32 J 11'-4" 11'-9" B 20 10'-10" 11'-3" 31 C7 $�
3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE ASTM A653 GRADE 50 G60
MAXIMUM COLUMN SPACING MEASURED AT THE J 7'-7" 9' 12'-7" 19 B 11'-0" 30 H 18 11'-4" 29 G 9'
COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR DBL. 3"x8"X0.042" BEAM 11'-3" 21 11'-0" 32 21 10'-3 1 0'-811 30
25 8 30 psf. THE DISTANCE FROM COLUMN TO SLAB �r,1 W/ DBL. 12 GA. STL. INSERT (n g'-10" 10' 12'-0" 19 C 10' 4" 30 H 10'-7" 11'-0" B 18 10'-7" 10'-9" 29 C7 10'
10'-8" 21 B 10'-4" 32 G 10'-2" 10'-7" 21 9'-10" 30
EDGE SHALL BE 9 1/4"MINIMUM. ASTM A653 GRADE 50 G60
6'-2" 11' 11.110'-2-
' 19 C 9'-10" 30 H 10'-1" 10'-6" B 19 10'-3" 29 G 11'
SEE ALTERNATE FOOTING TABLES NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS O 1 O'-2" 22 9'-10" -'7-32 I 9'-9" 9'-10 21 9'-3" 9'-0" 31
SHT. 9 FOR ATTACHED COVERS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED r , 101-1g:.-, 20 n 9'-6" 31 H g'_$" g'_$" C 19
g'_$" g'-4" 29
THE FULL LENGTH OF THE 3'x6" BEAM. 5'8 12 ---go-9" 22 li g'
2 N
N Cfl LO
C1
Z LU M
W p
� w l�
uw>-
Z lS')
Q
M V) LO
O )_ O
U.qq
CO
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Q�pFESS 1�
�9
S588 �
OF CAL �FO�
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRFfiDN
4 STEL JOB # 16.1071
DATE
_6" 33 J g'.,4"
22 9'-0" $'_g" 31
' --- - - - -o3-bis
DRAWN BY AT
CHECKED GM
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH - 34
34 OF 50 SHEETS
A o e V o u e o r V
ATTACHED & FREESTANDING SOLID 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
DBL. 3"x8"x0.042" BEAM
L DBL. 3"x8"x0.042" BEAM
M W/ 14 GA. STL. INSERT
N W/ 12 GA. STL. INSERT
O W/ DBL. 14 GA. STL. INSERT
P W/ DBL. 12 GA. STL. INSERT
}
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
>-
MPACING
o
MAx•POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAKPOST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX•POST FTG.
MIN.
MAX•POST FTG.
MIN.
a
jp
^=^
I..L
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 �
(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
G
5'
19'-3" 21
C
19'-3" 30
G
18'-4" 21
C
18'-4" 30
G
20'-1" 21
C
20'-1" 30
G
25'-1 23
E
25'-14-10' 334
�„�
28'
227
E
27' 27-0" 337
J
5�
O
13'-7"
18 -1 23
17'-8" 31
18'-4" 23
17'-8" 31
20'-1" 24
19'-4" 32
5'-10" 26
28'-4"
17'-;'S,-0„ 224
C
17'-16'-1" 231
G
16'-9 6
224
C
16'-9"6
231
G
18'-4
225
C
18'-4"7'-8" 331.
G
23
227
E
23'- 22,-9" 333
�
25'-15
227
E
2524'-10" 336
J
61
11,x„
6,
-9"
_2"
8
23'-8"
_10„
16'-15'-3" 224
C
16'-15'-0" 230
G
15'-15'-7" 224
C
15'-1'5 230
G
17'-117,-1" 225
E
17'-116 331
G
22
227
E
22'- 21-1" 333
H
24'-
228
E
24'-23'-1" 335
J
7'
9,_8„
7,
-0"
�"
22'-0"
24'-0"
J
8,
15'-14 225
E
15'-14'-0" 329
G
14'-
225
E
14'-14'-1" 229
G
16'-0"6
226
E
16'-0"5
330
G
20'- 20,-7" 228
E
20'-19,-9" 332
22'- 22'-6" 229
E
34
22' 21'-7"t35
J
8,
8'-6"
�"
4,-7"
-0
-4"
. ...,
.....
T-7"
9,
14'4" 23
14'-4" 30
13'-9" 23 .
13'- ". 3 ...
16,_1„ 23 .
E
1E' -1n .. E1
G
'19'-4' 25
E
19'-4" 33
H
21'-2" 26
21'-2"
9,
cd
E
, "
-T25
13. -r
13'-t" " 30
,_ a
9 i
13'-3" 30
15'-1" 26
14'=6" 30
19'-4" 29
18'-7" 32
21'-2" 29
20'-0"
�
6,_9„
10,
13'-
226
E
13'-8
330
G
13'-13'-1" 226
E
13'-1"2 330
G
14'-"4
227
E
14'-
231
G
18'-4
229
E
18'-4"7'-8" 333
H
20'-120,-1" 230
E
20'-119,x" 335
J
10'
2'-10"
2'-7"
-7"
-3"
3 -9"
8' 4"
11'
13'-1" 24
E
13'-1" 31
G
12'-6" 24
E
12'-6" 31
G
13'-8" 24
E
13'-8" 31
G
17'-7" 26
E
17'-7" 34
H
19'-2" 27
E
19'-2" 36
J
11'
Q
6'-2"
12-3 26
12'-0" 30
12'-6" 26
12'-0" 30
13'-8" 27
13'-1" 31
17'-7" 30
6'-10 33
19'-2' 30
18'-6" 35
rF-5'-8"
12'-011-9" 227
E
12'-6"1'-s" 331
G
12'-0 2 44
227
E
12'-0"1
331
G
13'-113'-1" 228
E
13'-112,-7" 332
G
16'-9 6
230
E
16'-9'8
334
H
231
E
18'-417,-8" 336
J
12'
12,
-0„
-6"
9"
-2"
118
8,_4„
}
ATTACHED SOLID
FREESTANDING LIDI
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREEST4NDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
>-
x
o
MAKPOST FTG.
MIN.
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 FTG. MIN.
MAX•POST FTG.
MIN.
MAX•POST FTG. MIN.
jo
^=^
I..L
SPACING
ON SLAB
3
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
m3
(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) (g)
5
19'-3" 22
C
19'-3" 32
G
18'-4" 22
C
18'-4" 31 G
20'-1' 22
C
20'-1" 32
G
25'-1 24
E
25'-1 " 34 H
28' 25
E
27'-8" 35 I
5,
Q
13'-7"
16=6 24
B
16'-1" 32
17'3" 24
17'-0" 33 H
19'-0" 25
18'-6" 33
H
24'x" 27
3-10' 36 K
26'-8" 28
26'-1" 37 K
r11,-4„
17'-1'5_1„ 225
C
17'-14'-8" 332
G
16'-95-10' 225
C
16'-9"5
332 G
18'-4"7-a 226
C
18'-4"7'-0" 333
G
23'-8"22'-3" 228
E
23'-21'-9" 335 H
229
E
25'-23,-9" 336 H
61
6,
_6"
H
125'-24.x"
J
225
C
16'-13'-8" 3
G
15'-14-8" 226
C
30 G
15'-14
17'-116,-1" 226
E
17'-115,-8" 332
G
22'- 20,-8" 229
E
22'- 20,-2" 334 H
24'
229
E
24'- 22,-1" 335 "
7,
9,_8„
7,
1'4,-0„
31
�"
1
J
8'
15'-3" 24
E
15'-3" 30
G
14'-7" 23
E
14'-7" 29
G
16'-0" 24
E
16'-0" 30
G
20'-7" 26
E
20'-7" 32 H
22'-6" 27
E
22'-6" 33 H
8,
8'-6"
13-1 26
C
12'-9" 30
13'-9" 26
13'-6" 31
15'-1" 27
14'-8" 32
19'x" 29
8'-10 34
21'-2" 30
20'-8" 34 I
C6
9'
14'-4" 24
E
14'-4" 30
G
13'-9" 24
E
13'-9" 30 G
15'-1" 25
E
15'-1" 31
G
19'-4" 27
E
19'x" 32 H
21'-2" 27
E
21'-2" 34 H
9,
7'-7"
12-4 26
12'-1" 30
13 -0 27
"
12'-8" 30
14'-2" 27
13'-10" 31
H
18'-3" 30
7'-10' 33
20'-0" 31
19'-6" 34 I
LL
13-81-0„ 227
13-8"1'-6" 330
13'-1" 24
E
13'-1" 30 G
14'-3" 25
E
14'-3" 31
H
18'-4" 27
E
18'-4" 33
H
20'-1" 28
E
20'-1" 34 H
,
10
(n
6'-9"
10'
E
G
12'-4" 27
12'-1" 30 H
13'-6" 28
13'-2" 31
17'-4" 30
17'-0" 33
19'-0" 31
18'-6" 33 1
a-
11'
13'-1" 25
E
13'-1" 31
H
12'-6" 25
E
12'-6" 31 G
13'-8" 25
E
13'-8" 31
H
17'-7" 28
E
17'-L7 33 H
19'-2" 28
E
19'-2" 34
11'
Q
6'-2"
11-2 27
11'-0" 30
11'-9" 28
11'-6" 30 H
12'-10" 28
12'-7" 31
16'-7" 31
16'-2" 33
18'-1" 32
17'-8" 34
5'-8"
12'-6
227
E
12'-6
330
12 =0"1
228
E
12'-0"1
330 H
13'-112 229
E
13'-112,-1" 332
H
16'-
231
E
H
16'-9'S,-6" 3
- 17,4„ 232
E
18'-4"171-n" 334
12'
12'
10,-8.
-8"
0'-6"
-3"
-1"
-a
5'-10"
118
33
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
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FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
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TYPE
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TYPE
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(SPAN) (1)
TYPE
(SPAN) (1) TYPE
cc
(Z) (g)
5,
18'-4" 23
C
18'-3" 33
H
416'9'
C
18'-0" 33
H
20'-1" 24
C
19' 8" 34
H
25'-1 26
E
25'-3" 36 J
28' 26
E
27'-3" 37 K
5'
O
13'-7"
15-1 24
B
14'-9" 33
25
B
15'-7" 34
17'-4" 26
17.-1" 35
I
22'-4" 28
1'-10' 37 K
24'-6" 29
24'-0" 38
16'-9" 24
C
16'-9" 32
G
C
16'-6" 32
G
18'-4" 24
C
18'-0" 33
H
23'-8" 26
E
23'-1" 35 I
25'-1 " 27
E
25'-3" 36 J6,
6'
13'-10" 25
13'-6" 32
26
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14 3 33
H
15'-10' 26
15'-7" 34
20'-6" 29
20'-1" 36 K
22'-4" 30
21'-10" 37 K
�.�
L
15'-1'2'_9„ 226
C
15'-6
332
G
15'-13'-6" 226
C
15'-1"3 332
(j
17'-114,-9" 227
E
16'-8
333
G
22'-0'9
229
E
H
21'-6'8,-7" 3
230
E
23'- 20,-3" 336 I
7,
9,_8„
7,
2'-7"
-2"
4,-6"
H
-0"
124
35
20'-9"
K
J
$'
14'-7" 25
E
14'-6" 31
G
14'-7" 25
E
14'-3" 31
G
16'-0" 25
E
15'-7" 32
H
20'-7" 28
E
34 H
20'-17
22'-6'9 231
E
22'-0'9
335 I
8,
8'-6"
12 -0 26
C
11'-9" 31
12'-8" 27
C
12'-4" 32
13'-10' 28
13'-6" 32
17'-9" 30
�" 5 I
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7 "
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9
13'-9" 25
E
13'-8" 30
H
13'-9" 25
E
13'-6" 30
H
15'-1" 26
E
14'-8" 31
H
19'-4" 28
E
19'-0" 33
H
21'-2" 29
E
20'-8" 34 H
91
-7
11'-4" 27
11'-1" 31
G
12'-0" 27
11'-8" 31
G
13'-1" 28
12'-9" 32
16'-9" 31
16'-4" 34
18'4" 32
18'-0" 35 1
LL
U)
13'-11'0 227
E
13'-0
330
H
13
228
E
12'-9'1'-7" 331
H
14'- 1"2,_4 229
E
14'-012,-1„ 331
H
18'-16'-0" 231
E
18'-0"5,-7" 3 �-{
20'-117,-4" 332
E
19'-8"7
335 H
10'
6,_9„
10,
-9
0'-7"
G
1"1'-4"
34
-1" 1
11'
12'-6" 26
E
12'-6" 31
H
12'-6" 26
E
12'-2" 31
H
13'-8" 27
E
13'-4" 31
17'-7" 29
E
17'-2" 33 H
19'-2" 30
E
18'-9" 34
11'
Q
6'-2"
10-3 28
10'-1" 31
0'-10' 28
10'-7" 31
11'-10' 29
11'-7." 31
H
15'-2" 32
4'-10" 33
16'-7" 33
16'-3" 34
T-
5,_8„
12'-
228
E
1'-1
331
12'-0
229
E
11'-8"0,-1" 331
H
13'-111 230
E
12'-911 331
H
16'-94
332
E
16'-6'4,-3" 3
18'-4"
333
12'
9'-10"
9,-0„
0'-4"
tel"
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33
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S5885
OF Cp,l\F�`
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRPTIDN
4 STEL JOB # 16-1071
DATE 03-0316
DRAWN BY AT
CHECKED GM
SOLID COVERS ATTACHED
& FREESTANDING BEAM
SPANS, 10 PSF L.L,
110-130 MPH
SH - 17
17 OF 50 SHEETS
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OF CALXF
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRPTION
4 STEL JOB # 16.1071
DATE - 03-0316
DRAWN BY AT
CHECKED GM
SOLID COVERS ATTACHED
& FREESTANDING BEAM
SPANS, 10 PSF L.L,
110-130 MPH
SH - 16
16 OF 50 SHEETS
01
ATTACHED & FREESTANDING SOLID COVERS - 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C
7" I -BEAM
7" I -BEAM
W/ (2) "C" INSERTS
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DBL. 2"x6.5"x0.032" 3"x8"x0.042" BEAM
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2'x65 0A 2
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c
13'-7"
5'
26'-9"
23
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24'3"
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29'-6"
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26'-1
33
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16'-0"
20
B
16'-0"
29
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13'-2"
13'-8"
19
B
13'-2"
13'-8"
27
G
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5
26'-9"
26
23'48"
34
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29'-6"
27
26'-2"
35
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16'-0"
22
15'-3"
30
12'-7"
2'-10"
21
12'-3"
12'-7"
29
r
6
25'-3"
24
E
23'-0"
31
G
27'-9"
25
E
25'-3"
32
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14'-7"
20
B
14' 7"
28
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12' 1"
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19
B
12'-1"
12'-6"
27
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6
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11'-4"
25'-3"
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22'-4"
33
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27'-9"
28
24'-7"
34
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14'-7"
23
14'-0"
29
11'-6"
1'-9"
21
11'-2"
11'-6"
28
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24'- 24,-0"
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24'- 23
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11'-10'
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23'-0"
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12'-8"
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10'-6"
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10'-6"
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27
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20'-3"
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25'-3"
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10'-0"
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9'-9"
10'-0"
27
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22'-1"
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20'-1"
33
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24'-3"
27
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22'-1"
34
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12'-0"
22
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12'-0"
29
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9'-10"
10'-2"
21
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9'-10"
10'-2"
27
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9
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22'-1"
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19'-7"
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24'-3"
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21'-7"
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12'-0"
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11'-6"
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9'-4"
9'-8"
23
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9'-2"
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27
6'-9"
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10
21'-4"
27
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19'-4"
34
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23'-6"
28
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21'4"
35
11'-4"
22
C
11'-4"
29
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9'-4"
9'-2"
21
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9'-4"
9'-2"
28
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10
21' 4^
31
18'-10
33
23'-6"
32
20'-9"
34
11'-4"
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0'-10"
29
9'-0"
9'-2"
23
8'-9"
8'-6"
27
6,_2„
11,
20'- 20,-8"
231
E
18'-98
334
I
22'- 22,-9"
232
E
20'
335
I
10'-10'n
225
E
10'-110
329
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9'-0 8
818'-4"
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9'-0 8
8'
228
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12,
20'- 20,-1"
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18'-
335
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22'- 22,-1"
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20'-1°g
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10'-4"0'
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10'-4 0
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TYPE
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(1)
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(SPAN)
(1)
TYPE
2"x6.5"x0.032"
BEAM
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2'x6.5'x0.032
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13'-7"
5,
26'- 26,-6"
22g
E
2413:--,23'-1"
336
H
29'- 2"9.2„
229
E
26'-25"�
336
I
16'-04'-10
222
B
16'-0 4
331
G
13'-
13 -81
221
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13'- 1
13'-8"I
230
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5'
I
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2,-7"
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2 -3"
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6'
25'-34'-10'
229
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23'- 21'-9"
335
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27'9"27'-6"
230
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25'-23,-10
336
H
14-713'-8"
223
B
14'-13-4"
231
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112' 1"1
12'-60'-8"
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112'-l:---
12'-6°0,-6"
229
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6'
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24'- 23,-8"
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21'- 20,-8"
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24'-0
335
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13'-6"2,-8"
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230
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11' 10'-8"
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25'-3"
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23'-0"
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12'-8"
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12'-8"
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10'-6"
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10'-6"
10'-1
27
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8'
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19'-9"
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25'-0"
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21'-9"
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24'-3"
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12'-0"
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9'-10"
10'-2"
22
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9'-10"
10'-2"
28
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21'-9"
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19'-0"
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24'-0"
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21'_0
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9'-2"
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10
21'-4"
28
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19'-4"
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23'-6"
29
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21'x"
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11'-4"
22
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11'-4"
29
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9'-4"
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9'-2"
28
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10
21'-1"
32
18'-4"
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23'-2"
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20'-2"
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13'-7"
5'
26'- 25,-9"
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24'- 22
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29'6"28'-6"
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26'
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16'-0"3
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15'-1'3'-4"
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13'-12'-7"
13'-10
222
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13'-
13'-0
229
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5'
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24'-8"
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2'-3"
10'-7-
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6,
25'-3 4
230
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22'- 21
337
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27
231
E
24'- 23,-3"
337
1
14'-712,-7"
224
B
14'-12'-3"
332
G
12'-1"1,-6„
12'-0°
223
B
12'-1"1
Ill
' -1 9"-8"
228
G
6'
11,x„
-3"
-1"
K
26'-9"
K
10"
-2
9,_$„
7,
24'- 23,-1"
231
E
21'-6"20'-1"
336
H
26'4"25'-6"
232
E
23' 22'-1"
337
1
13 -6""1'-8"
225
(;
13'-11-4"
331
G
11'-10
11'-19
223
B
11'-10-4^
11'-19
227
G
7'
K
K
-s
-2"
-0"
J
8'-6"
$'
23'-0"
29
E
20'-7"
34
30
E
22'-8"
35
I
12'-8"
24
C
12'-4"
30
G
10'-6"
10'-4"
22
B
10'-6"
10'-4"
27
G
8'
22 =1
32
1 g'_2"
36
33
21'-2"
37
K
10'-10
26
10'-8"
30
10'-0"
8'-7"
24
9'-9"
8'-4"
27
7'-7"
9'
22'-1"
29
E
19'-9"
34
V25
30
E
21'-9"
34
1
12'-0"
24
C
11'-8"
29
G
9'-10"
9'-9"
23
C
9'-10"
9'-8"
27
9'
LL
21'-3"
33
18'-6"
35
34
20'-4"
36
K
10'-3"
26
10'-1"
30
9'�"
8'-1"
24
B
9'-2"
-10"
27G6,_9„10,
21'
334
E
19'-1 �,-10
335
31
E
21'-19,-8"
346
I
11'-4.8,-9"
227
C
11'-1g,-7"
230
G
9'-4"9'-0"
9.27'-8"
225
C
9'-4 1
8.9.
-7.2„
227
G
10,
20'-7"
J
8'-4"
IL
"
6'-2"
11'
20'-8"
31
E
18'-6"
34
1
22'-9"
32
E
20'-4"
35
I
10'-1
25
E
10'-7"
29
G
9'-0"
8'-4"
23
C
9'-0"
8'-0"
28
G
11'
9'-10'
35
17'-3"
35
J
22'-0"
36
19'-1"
36
J
9'-4"
27
9'-2"
31
8'-7"
-4"
25
8'-0"
6'-7"
28
r
5,_8„
20'-1
335
E
18'-0"6,-9"
334
I
22
337
E
19'-9"8'-6"
335
J
10'-4 9
227
E
10'-28
3 31
H
8'-7 8
7'-8"'-10"
225
�•
8'-7
7
228
G
12'
12,
9'-3"
J
21'-3"
-0"
-9"
G
-2"
7,�„
6,_0„
i 04
C:>
N
Z rn M
_ ai
U
U) rn
uW>0 CD-
Q 0 U)
M cn uj
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cn o
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Q�FESS
Go
o S5885
OF CALXF
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRPTION
4 STEL JOB # 16.1071
DATE - 03-0316
DRAWN BY AT
CHECKED GM
SOLID COVERS ATTACHED
& FREESTANDING BEAM
SPANS, 10 PSF L.L,
110-130 MPH
SH - 16
16 OF 50 SHEETS
01
A
HOW TO DETERMINE TRIBUTARY WIDTH TO WALL HANGERS, LEDGERS AND SUPPORTING BEAMS
TRIBUTARY WIDTH TABLE *, PROJECTION
NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED
Y
s
CLEAR SPAN (FT.)
i
'
J
J
s, r
a
`
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
NP
3'
_
7
7
8
8
9 9 10 10
11
11
12
12
,NP
NP
NP
4'
_
_
_
W
_
_
.9
_
9
_
10 10 11 11
I'I 11 12 1=
12
P
12
NP .
NP
NP
NP
NP
-NP
NP
_ NP
NP
NP
NP
5
NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED
CLEAR SPAN
O.H.
TRIBUTARY TRIBUTARY= h
I WIDTH 1 1/2 SPAN + O.H.
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
EQUAL TO CENTER SPAN TO CENTER SPAN
' r
• a
i
FAN BEAM (19'-0" MAX SPAN)
2° FAN BEAM AN BEAM
r
+ HEADER
:ILING FAN AND/ T=.075' 2 1/2' 2 1/2° 2 1/2°
LIGHT FIXTURE TYP. !
#14 x 3 1/2" S.D.S. SCREW #12 S.D.S. SCREW
AT.BEAM 1 AT HANGER CHANNEL
FAN BEAM
ALUM. ALLOY 6063-T6 ATTACHMENT AT HEADER ATTACHMENT AT HANGER CHANNEL
,
o
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oi
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QZL
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S5885
OF CA1 \F�
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRVnON
4 STEL JOB # 16-1071
DRAWN BY AT
CHECKED GM
HOW TO DETERMINE
TRIBUTARY WIDTH &
FAN. BEAM DETAILS
SH - 13
13 OF 50 SHEETS
Y
s
i
'
J
J
a
`
z
p
I
7 _ ..
-�W-
---
0
'_
B
CLEAR SPAN
O.H.
TRIBUTARY TRIBUTARY= h
I WIDTH 1 1/2 SPAN + O.H.
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
EQUAL TO CENTER SPAN TO CENTER SPAN
' r
• a
i
FAN BEAM (19'-0" MAX SPAN)
2° FAN BEAM AN BEAM
r
+ HEADER
:ILING FAN AND/ T=.075' 2 1/2' 2 1/2° 2 1/2°
LIGHT FIXTURE TYP. !
#14 x 3 1/2" S.D.S. SCREW #12 S.D.S. SCREW
AT.BEAM 1 AT HANGER CHANNEL
FAN BEAM
ALUM. ALLOY 6063-T6 ATTACHMENT AT HEADER ATTACHMENT AT HANGER CHANNEL
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QZL
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4� q�FESS IC}yli
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S5885
OF CA1 \F�
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRVnON
4 STEL JOB # 16-1071
DRAWN BY AT
CHECKED GM
HOW TO DETERMINE
TRIBUTARY WIDTH &
FAN. BEAM DETAILS
SH - 13
13 OF 50 SHEETS
1
0
2
0
3
0
4
0
5
0
6
0
7
0
8
- 1 J
BEAM 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 (
OPTIONAL DECORATIVE FASCIA
" 3" 1S" " 1 3' 5 1"1" 24" 8" 1" ( WOOD, ALUM. OR HARDBORD )
(2)910 S.M.S.@ EA.
#10 S.M.S. VALLEY, TYP.
(8 TOT. II #12 S.M.S. II
TYP. THICKNESS =.035 6 (24 TOT TYP. THICKN PSS =.035"
II II
ALUM. ALLOY 3004—H36 ALUM. ALLOY 3004—H36
OR 6063—T5 FOR EXTRUDED OR 6063—T5 FOR EXTRUDED
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS
SPLICES - ROLLFORMED & EXTRUDED FASCIAS
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
TOTAL= (8)-1/2"0 BOLTS
SPLICE WHERE 4n
OCCURS
.070"
TYP.
ALUM.ALLOY
6063-T6
4" I -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.
1— a -
SPLICE WHERE
OCCURS
11"
TYR
ALUM.ALLOY
6063-T6
V-0"
1.00
O O
O O
O �
O O
2.00
FASTENER SPACING = 3/4"
o O
161 1"
1 11
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
1— a -
SPLICE WHERE
OCCURS
11"
TYR
ALUM.ALLOY
6063-T6
7" I -BEAM
1 %," SQ. OR 2" LATTICE TUBE
ALUM. ALLOY 3105—H25
1.50" 1.5011
.2811 � 211
211
018
f --
MOMENT C -SPLICE
2"x3" LATTICE TUBE
ALUM. ALLOY 3105—H25
.28" 31.
2'•
i_ .018"
w
w
I -BEAM ALUM ALLOY
(6061-T6) ALTERNATE
STL. C -BEAM
SQ. POST
NOTCH I -BEAM FLANGE
AS NEEDED TO CLEAR
SQ. POST,CONNECT WEB
TO POST W/ (2) - 5/8" 0
THRU-BOLTS @ 4" I -BEAM,
AND (3) - 5/8" 0 THRU BOLTS
@ T I -BEAMS
H - BRACKET TO POST
r
FT3"x 6"x.042" BEAM,
3" SQ. STEEL OR
MAG BEAM. .."
)-#14 SDS @ EA. SIDE
DP & BOTT. TOT.=24
;1
3" ALUM. OR
:EL POST
LATTICE TUBE TO RAFTER
#8 x 2 "SMS, 21/2"
1 1/2' SQ., 2" SQ.,
OR 2"x3" -LATTICE
@ 3" O.C. MIN.
"^ TO 6"O.C. MAX.
�. (12) - #14 x 1/2' S.M.S. EACH SIDE OF 3'
SQ. POST (8 -TOTAL
ALTERNATE: 1/4"0 (8-TOTAL)
W/ WASHER
EA SIDE OF 3" SO. POST
3' SQ. POST
4414 x 10 S.M.S. EACH SIDE OF 3"
SQ. POST (8 -TOTAL)
ALTERNATE 1/4'0 BOLT W/ WASHER
EA. SIDE OF 3' SQ. POST
GUTTER FASCIA
J��
3" SO. POST .JLMAG BEAM
3'SQ. STL. BEAM
RAFTER "TAIL" TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
ROOF LIVE AND SNOW LOADS
"L" FASTENERS
V-0"
1. 5'
O
4.5'
1
O O
O O
6 - #14 SDS
T-0"
1611 1
zl_�11
7" I -BEAM
1 %," SQ. OR 2" LATTICE TUBE
ALUM. ALLOY 3105—H25
1.50" 1.5011
.2811 � 211
211
018
f --
MOMENT C -SPLICE
2"x3" LATTICE TUBE
ALUM. ALLOY 3105—H25
.28" 31.
2'•
i_ .018"
w
w
I -BEAM ALUM ALLOY
(6061-T6) ALTERNATE
STL. C -BEAM
SQ. POST
NOTCH I -BEAM FLANGE
AS NEEDED TO CLEAR
SQ. POST,CONNECT WEB
TO POST W/ (2) - 5/8" 0
THRU-BOLTS @ 4" I -BEAM,
AND (3) - 5/8" 0 THRU BOLTS
@ T I -BEAMS
H - BRACKET TO POST
r
FT3"x 6"x.042" BEAM,
3" SQ. STEEL OR
MAG BEAM. .."
)-#14 SDS @ EA. SIDE
DP & BOTT. TOT.=24
;1
3" ALUM. OR
:EL POST
LATTICE TUBE TO RAFTER
#8 x 2 "SMS, 21/2"
1 1/2' SQ., 2" SQ.,
OR 2"x3" -LATTICE
@ 3" O.C. MIN.
"^ TO 6"O.C. MAX.
�. (12) - #14 x 1/2' S.M.S. EACH SIDE OF 3'
SQ. POST (8 -TOTAL
ALTERNATE: 1/4"0 (8-TOTAL)
W/ WASHER
EA SIDE OF 3" SO. POST
3' SQ. POST
4414 x 10 S.M.S. EACH SIDE OF 3"
SQ. POST (8 -TOTAL)
ALTERNATE 1/4'0 BOLT W/ WASHER
EA. SIDE OF 3' SQ. POST
GUTTER FASCIA
J��
3" SO. POST .JLMAG BEAM
3'SQ. STL. BEAM
RAFTER "TAIL" TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
ROOF LIVE AND SNOW LOADS
"L" FASTENERS
V-0"
4 - #14 SDS
2'-0"
6 - #14 SDS
T-0"
12 - #14 SDS
FASTENER SPACING = 3/4"
#14 x 1/2" S.M.S. TOP
& BOTT. (2) -TOT.
ROOF PANEL
ROLLFORMED OR
EXTRUDED GUTTER
#14 S.M.S. @12-O.C.
FASCIA
6 1/2"x2•x.024
RAFTER
FASTENER TO FASCIA - SEE TABLE
— FASTENER TO RAFTER TAILS - SEE TABLE
/ OPTIONAL LATTICE TUBES
7\AT OVERHANG
0 01 cl >- GROUP FASTENER 6
ALUM. BRACKET X
2• 1 1" 1 "L" SEE TABLE
"U" BRACKET - RAFTER TO BEAM
3.125" FOR 3 x RAFTER
2.125" FOR 2 x RAFTER
1 1/2" t=.040"@6063 -T6
(6) - #14x 3/4" TEK SCREWS 1f /2' MIN.
BRACKET TO RAFTER
(6) - #14x 3/4" TEK SCREWS
BRACKET TO BEAM
an
2
'4 rO LO
�im
Z M
\a;U
Z U)
LL
uw>-
UQ Z LO
Ch Otf)
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QRgfESS Iq>�l
xk
co
o S 5885
OF Cp sj, \F�
03-11-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
NARK DATE DESCRUnM
4 STEL JOB # 16.1071
DATE - - - 03-09.16
DRAWN BY AT
CHECKED GM
BEAM TO POST &
LATTICE TUBE TO
RAFTER CONNECTION
DETAILS
SH - 12
12 OF 50 SHEETS
NIIIIIIIIIIIIIIIII
a�
3
D
a
D
D
LATERAL FORCE RESISTING SYSTEM ILFMO) FOR ATTACHED COVERS
'
D -
2"X6.5"X0.032" SIDE PLATES
110 MPH 120 MPH
130 MPH
EXP7B
EXP. C EXP. B
EXP. C
EXP. B
EXP, C
5'
2
2 2
3
3
3
6'
2
3 3
3
3
4
7'
2
3 3
4.
3
4
8'
3
3 3
4
4
5
9'
3
4 4
4
4
5
10'
3
4 4
5.
5.
6
11'
4
4 4
5
5
6
12'
4
5 5
6
5
7
13'
4
5 5
6
6
7
Q=
Do
2"X6.5"X0.042" SIDE PLATES
110
MPH
120 MPH -
130 MPH
EXP B
EXP. C
EXP, B
EXP. C
EXP. B
EXP. C
5'
2
2
2
2
2
3
6'
2;
2
2
3
3
3
7'
2
3
3
3
3
4
8'
2
3
3
4
3
4
9'
3
3
3
4
4
5
10'
3
4
4
4
4
5
11'
3
4
4
5
5
6
12'
3
4
4
5
5
1 5
13'
4
5
4
6
5
7
S NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
T AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
D
7_.:._...�.__-
8
ROL
INSULATED
I TERLOCKING
C�
1LL
,ER
/BEAM SPLICE TO '
J/ OCCUR DIRECTLY OVER 5/8"0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS I . @`-POST UNITS SCREW IS INSIDE
PER SIDE I
' ,.. ,5^ #14 SMS MAY
BE USE AS
ALTERNATE TO
Ell
3.5" 1/4"0 BOLTS
3.5"
8" BEAM
t5"
❑1 OR ❑2
SEE NOTES '
BELOW j I , 6 1/2" SIDEPLATE EA.
SIDE SEE POST SCHED.
#14 SMS EA. SIDE
TOP, MID HEIGHT 3"SQ. POST BETWEEN SIDE PLATES
AND BOTTOM.
POST SCHFnl.li E
1❑ 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"
W/ (6)-#14 S.M.S. EACH SIDE. _ ❑2 W/ (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
BEAM TO POST CONNECTION n2l
ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED
ROOF PLAN
FASTENERS, #14 SMS 2 32' O,C.
SET 4 4 MIN. PER F"^" '^
ROLLS FORMED #14 SMS @ 32' D.C. MAX.
(4 MIN, PER.PANEL INTERLOCK)
OR --IRP. +_
y —ROLL -FORMED
PANEL ALUMINUM
TOP & BOTT. 0.024'
SEE SHEET 4
ROLL-FORMED
TER OCK NG SEAM ROOFInINT INTERLOCKING JOINT PANEL
20 IN
ROOF HANGER
P
N
Z CD u')
Lu a) co
rn
W U -
�0
uw>- •
QZ U -)O
Cw Lfj
co o
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Q�pFESS Ip��
S5885;':.:
OF CO. FOS
03-11-16 ,
DURALUM
IAPMO 0195
AHJAPPROVAL 1
REVISIONS
MARK DATE DESCRPTION
4 STEL JOB # 161071
DRAWN BY AT
CHECKED GM
LATERAL FORCE
RESISTING SYSTEM/
MIN. NUMBER OF '
REQ. COLUMNS
SH -111
11 OF 50 SHEETS
1
0
2
0
3
0
4
"
5
. 0
6
0
7
0
8
1 J
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
TABLE 1 TABLE 2
ATTACHED ONLY ATTACHED AND
"T"BRACKET @3"SQ.POST ' FOOTING & ANCHOR BOLTS FREESTANDING
W/ (4)-#14 SMS EA. SIDE OF POST ALTERNATE FTG.
OR 1/2" M.B. THROUGH POST ALUM."T"BRACKET USE WITH
POST POST POST TYPE B,C,D, OR E. FOOTING SIZE EMBED. SINGLE POSTS CUBE SIZE SQ. 18' DEEP • CUBE FTG.
STEEL."T" BRACKET OR 9" SQ. BOLTS 18' 18" SQ. 12'
BASE PLATE USE WITH
1T-22•CUBED (1) (2),318'0 1718' 20' 21'SQ. 12'
POST TYPE B,C,D,E,F,G,H,J OR K.
O_
7)
(2}3/8"0 STRONG BOLT 2 SS
EA. BRACKET TO SLAB.
9 1/2" MINIMUM DISTANCE TO
EDGE OF SLAB.
33" MINIMUM DISTANCE FROM
SLAB CRACK TO COLUMN. Tff
(1/e' MIN. EMBEDMENT)
SLAB SHALL BE IN
GOOD CONDITION
FOR SIZE
31/2" MIN. SEE FOOTING
IN BEAM SPAN TABLE
'
EXISTING SLAB
ATTACHED COVERS ONLY O
SEE TABLE 1
4
DE A
v POURED CONCRETE
FOOTING SEE TABLES
Q
POSTS TO CONC. FOOTING
ATTACHED COVERS ONLY
23's 2a• CUBED (1)
(2Y112-0
31/4•
22^ 25" SQ.
16'
24' 28' SQ.
20"
25-- 30• CUBED (2)
(4}1170
31/4"
26' 32' SQ.
23'
31" - 34• CUBED (2)
(4}518.0
4'
28" 35" SQ.
25"
30" 39' SQ.
28°
35- - 39" CUBED (2)
(4)314.0
4 314•
32" 43" SQ.
30"
U. 4T SQ.
32"
40• - 42' CUBED (2)
(4),314.0
4 3/4"
36" 51" SQ.
34'
NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037)
1) MAY USE EITHER STEEL T BRACKET OR
ALTERNATE FREESTANDING BASE PLATE.
2) REQUIRES USE OF ALTERNATE FREESTANDING
BASEPLATE.
38• 55' SQ.
37'
40" 60^ SQ•
39"
42" 64" SQ.
41'
44" 69" SQ.
43'
CUBE FOOTING W/31/r SLAB
FROM END
LU W
OF POST
ALUM. ALLOY ' 3.00" OR
6063-T6 2.40"
1.375"
0 el
0 7511
1.60"
1.5 .090" TYP.
INSTALL 1Y" x 1Y" x V HDG
WASHER PLATE AT ANCHORS
FOR 130 MPH
NOTE: CONCRETE SLAB ANCHORS SHALL BE
3/" DIAMETER SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037)
ALUM "T" BRACKET n
q 7/16"0 HOI
FOR 3/8"N
ASTM A500 GRADE B
INSTALL 1Y" x 1Y2" x Y" HDG
WASHER PLATE AT ANCHORS
.157=
TYP-
USE FOR 3" OR 4"
STEEL POSTS
q 2- 5/16.0
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
STEEL POST ONLY:
USE POST TYPE
F. G, H, I, J OR K
1/2 DEPTH OF
INSERT TO
2 FLANGES
BASE PLATE 3/16"
FOOTING OR
POST
12" MIN. EMBD.
I j
TO 3"WIDE EA.
9" SQ. X 5/8" THK.
_I'•�:
I I
:'mm
W
4" WIDE FOR 4" POST
1 Y^ 6Y"
1-7/16"01 HOLE
812-3/8" HOLES
TYP. EA. SIDE
U_
:.
W Z
BASE PLATE ANCHOR
".:•'•.••
(1)-1/2"OM.B.
x9" LONG, 1"pd°;:••
;
W
FROM END
LU W
OF POST
..
co
Z
POURED—z?SQUARE,
SEE FTG.
CONCRETE
SCHEDULE IN BEAM
FOOTING
SPAN TABLES
POST EMBED.
O9SQUARE
INTO FOOTING
(3}3/4.0 B
FOR POST TYPE F, G, H, I,
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
3" OR 4" SQ.
INSERT
x 0.188"
ASTM A500
GRADE B
STEEL
Ll 2 N M
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S5885
OF a
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRPfIDN
4 STEL JOB # 16-1071
DATE .. - .. - - - - - 03.09-16
DRAWN BY AT
CHECKED GM
COLUMN / POST SURFACE
MOUNT AND FOOTING
EMBEDMENT DETAILS
SH - 10
10 OF 50 SHEETS
INSERT TO
2 FLANGES
BASE PLATE 3/16"
2 1/8" APART
POST
BASE FLARES. —.
_ _ . ._. .. . INSERT._ __
TO 3"WIDE EA.
9" SQ. X 5/8" THK.
SIDE OF FLANGES
THK. BASE PLATE
FOR 3" POST,
(ASTM A500 GRADE B STEEL)
4" WIDE FOR 4" POST
1 Y^ 6Y"
1-7/16"01 HOLE
812-3/8" HOLES
TYP. EA. SIDE
WELDED STEEL BASE PLATE 1 Q
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
Ll 2 N M
O
N Cfl c)
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S5885
OF a
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRPfIDN
4 STEL JOB # 16-1071
DATE .. - .. - - - - - 03.09-16
DRAWN BY AT
CHECKED GM
COLUMN / POST SURFACE
MOUNT AND FOOTING
EMBEDMENT DETAILS
SH - 10
10 OF 50 SHEETS
HANGER CHANNELS AND MOUNTING BRACKETS
{ FASTENERS,
T=,060' TYP,
- 2.740 SEE TABLE 3, SHEET 4
FASTENERS, 078
1.50" SEE TABLE 3 SHEET 8 300"
w
ALUM. 3004-H3606
.63 "
.25"R •05
T=.060"
Iv
FASTENERS o
I,
3'
1.5 ^
.01 Q2X)90" •202" FASTENERS,
DIA. SEESHEET4
SEE TABLE 3 SHEET 8
O
j 6°
t= 0.04"
((
N � coo 563" .20
.281" J
c
c
tOFASTENERS
'iri
Q CONTINUOUS A- RAIL
ROOF PANEL (WHERE OCCURS)
o_
SHEET 8
SEE TABLE 3
06 "
3 "
FASTENERS, w
" SEE SHEET 4 ALUM.ALLOY
FASTENERS,
1.880" SEE TABLE 3, SHEET 4
75"
6063-T6
AL OY
ALUM. ALLOY
6063-T6
6063-T
~ AL 6063 T6OY
6063-T6
ROLL FORMED
O
O EXTRUDED HANGER / CONNECTION
r OC I.R. HANGER
""H"" BRACKET
HANGENOTE:
,
THIS CONSTRUCTION IS LIMITED TO 30 psf
�=-
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf.
(3)1/2'0 LAG SCREWS
1 1/2" 10# L.L.=(2)#14 SMS EA. SIDE
20#,25#,30# L.L. (3)#14 SMS EA. SIDE1
%BEAM SPLICE TO
#14 SDS,
40#,50# L.L.=(4)#14 SMS EA. SIDE
- Y OCCUR DIRECTLY OVER - 5/8"0 PLASTIC
3 PER SIDE--
,. _ I POST. NOT PERMITTED `.PLUG WHERE
i 1°
3/4" OR 1 1/2"
1
S I @ 2 -POST UNITS SCREW 1S INSIDE
J
;,. PER SIDE
t ?> e
2"x 6 1/2" OR
#1
,5^ 4 SMS MAY
BE USE AS
3
e
I
i{F /
p
5" MIN. 3"x 8" ALUM.
f% 3.5" 3.5" LTERNATE TO
I RAFTER
O TSI
F-3.5"
3.5"
3/4" OR 1 1/2"
` 8" BEAM
+° 3"x8"ALUM.
-- ---------
I 5" 1
X1" HEADER
U -BRACKET
1❑ OR ❑2
' w
EXISTING WOOD STUD FRAMING
' SEE NOTES 01
` 3"x8" ALUM.
(E) STUCCO
BELOW I I 6 1/2" SIDEPLATE EA. '
2E STUCCO
RAFTER
2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L =10 psf
I SIDE SEE POST SCHED.
1 I
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 3-1/2" 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..
.� r
HEADER BRACKET 2
RAFTER TO STUD WALL CONNECTION 3
BEAM TO POST CONNECTION 8
1 1/2" OR 2"LATTICE #8 S.M.S.
"
ALTERNATE 1/2"DOUBLE RAFTER-
BOLT CONNECTIO PLAN 2
#8 S.M.S. EACH SIDE
LATTICE 1 1/2" OR 2"
ALUMINUM MEMBER WITH
EXISTING
SHEATHING WOOD FILL OR
DBL. 3'x8'x0.042 BEAMNOMINAL
LEDGER
OR DBL. 2'x6.5'x0.032'/0.042'
ALTERNATE:
(NEW OR EXISTING)
BEAM
4-#14 S.M.S. EACH
1
= F:3 SEE NOTE, DETAIL B,
RAFTER TO COL.
SHEET 8
0
CONNECT. (8 -TOT.)
2"x6.5" OR 3"x8" RAFTER
o
ALTERNATE: 1/2" BOLT
I o
4.5" O 6"
ALTERNATE:
FASTNERS, SEE TABLE 3,
of - SHEET8
5/8' 0 ACCESS
(2)-#14 S.M.S. EACH RAFTER -
+
HOLES
1"
TO COLUMN CONNECTION
c
INSTALL 6 — #14
3"x 3"STL.POST (24") ° ALTERNATE :
INSERT ATTACHED OR (2}2x6.5" OR
(4 TOTAL)
— ALTERNATE:
X :y
3' SQ. P❑ST LONG SDS @EACH
3"x 3"STL.POST COLUMN (2y3 -x8 -HEADER
(2} 2x6.5" OR (2}3"x8" HEADER
EXISTING
HEADER T❑
COLUMN
FOR FREESTANDING
(2}1/2^BOLT
ALTERNATE:
(1) - 1/2" BOLT OR
1" STUCCO OR EQUAL
2.5" PENE. INTO EACH WOOD STUD
C12 FASTENERS
1 2"x 6.5" SIDEPLATE
3"x3"x0.024"
CONNECTOR (2} #14 S.M.S. EACH RAFTER
PER
C❑NNECTI❑N)
STUCCOO DOUBLE HEADER TO O
DBL. RAFTER / DBL. HEADER CONN. 40 STUB COLUMN TO DOUBLE HEADER CONN. O5 EXIST.T CCOT
DETAILLEDGER
COLUMN DETAIL
Ll
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a
S5885
OF CALF`
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL -
REVISIONS
NARK DATE DESCRFnON
4 STEL JOB # 16-1071
—.—..0349.16
DRAWN BY AT
CHECKED GM
HANGER CHANNELS AND
MOUNTING BRACKETS
SH -9
9 OF 50 SHEETS
1
0
2
0
3
0
4
0
5
0
6
0
7
0
8
V
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
A34 FRAMING ANGLE
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DESIGN (E) WALL COVER
t— 3/16" STEEL
NOTES BRACKET CAN BE
TABLE
DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
LOADS OPENING
PROJECTION
B"
0 1/4"PJ 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) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING SD9112
DEPTH WOOD SCAB FULL LENGTH OF.RAFTER TAIL
FOLLOWING CONDITIONS OCCUR:
30, 40 & 50 psf > 6'
> 14'
WIND SPEED (MPH) AND EXPOSURE
AT EVERY 2x
110, C
CAUCK JOINTS AND SLOPE
R.F. OR EXT. HANGER
130,13
130, C
lo
Ya' 0 SIMPSON STRONG -BOLT 2
ss AT 48' O.C. (a,b)
B G G
10
TO DRAIN (OPTIONAL)
CHANNEL, 2X OR 3X
26'-0"
26'-0"
G EXISTING EAVE
25'-4"
ALLOWABLE PROJ. TO BEAM
RAFTER BRACKET
26'-0"
LEDGER OR WALL HANGER
OVERHANG
25'-7"
SEE TABLE 1
21'-2"
j o
3
WITH FASTENERS
11/4" (24 MAX.
WIND SPEED
(EXP. B & C)
2.6 OR 2.8 LEDGER
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
20
PER TABLES 3 & 4
2"X6" FULL OR
2"x8" NOTCHED
26-0
26'-0"
26'-0"
26'-0 "
ALUM. PANEL 2X OR
26'-0"
EXIST. RAFTERS AT
2x WOOD STUD OR
26'-0"
26'-0"
26'-0"
3x ALUM. RAFTER
26'-0"
24" O.C. AT ROOF
1� MIN.
CONCRETE WALL
(A) (A)
RAFTER
(A) (A) (A)
EXIST. FASCIA BOARD
(A)
OVERHANG
3"
(A)
(A)
(3}# 4x3 1/2' W.
SATS48 SOC,S�Rb�G-BOLT 2
(A)
6�
(A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
20
ALLOWABLE PROJ.
EXISTING EAV
FULL DEPTH
WOOD SCAB,
1* MIN.
25'-2"
25'4"
20'-7"
7'
(A)
(A) (A)
TO BEAM OVERHANG
SEE TABLE 1 (24" MAX)
(A) (A) (A)
WHERE OCCURS,
SEE TABLE 2
(A)
(A) (A)
NOTE, PLACE 'SIKA FLEX' OR SIMILAR
NOTE: BRACKET MAY BE
(B)
30
W 0 SIMPSON C STRONG -BOLT 2
CH
2" x 6" NOTCHED
26'-0"
MATERIAL BETWEEN BRACKET AND
COMP. SHINGLE ROOFING TO PROVIDE
MOUNTED BELOW RAFTER
26'-0"
26'-0"
26'-0"
SEAL
W/ SAME CONNECTION'S.
%1 EAVE CONNECTION
26'-0"
%1 WALL CONNECTION
26'-0"
26'-0"
A
L EXISTING ROOF OVERHANG DESIGN LOADS]
9, (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x6Y,"
ALTERNATE EAVE CONNECTION
RDL = 3 psf CHIN) TO 8 psf (MAX) RLL = 20, 25,
MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS)C'
NOTE: THIS DETAIL IS LIMITED TO
RESIDENTIAL INSTALLATIONS
30, 40, 6 50 psf
26'-0"
OR KILN -DRY WOOD -FILLED 2'x634" OR 3"x8" ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM DESIGN LOAD.
2, EXISTING RAFTER ALLOWABLE BENDING STRESS IS
2" x 4" FULL
26'-0"
26'-0"
TABLE 1
TABLE
2
TYPE AND NUMBER
OR RAFTER
OF FASTENERS
CONNECTED
REQUIRED
TO EXISTING ROOF
AT
OVERHANG
ROOF PANEL
TABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
COVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
MAXIMUM PROJECTION
(A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING SD9112
DEPTH WOOD SCAB FULL LENGTH OF.RAFTER TAIL
SCREWS WITH 2x FULL
COVER
LUSL
NUMBER AND TYPE
OF FASTENERS
WIND SPEED (MPH) AND EXPOSURE
110, B
110, C
120,13
120,C
130,13
130, C
lo
Ya' 0 SIMPSON STRONG -BOLT 2
ss AT 48' O.C. (a,b)
a = 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L.
10
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
25'-7"
25'-4"
21'-2"
j o
3
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)
20
M SO C,SC Rb) G -HOLT 2
S ATSIMPSON
2"X6" FULL OR
2"x8" NOTCHED
26-0
26'-0"
26'-0"
26'-0 "
26-0 "
26'-0"
110 F1201 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130
2"x8" FULL OR5'
2"X10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
(A)
(A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A)
(A) (A)
(A)
(A)
(A)
25
SATS48 SOC,S�Rb�G-BOLT 2
(A)
6�
(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"
25'4"
20'-7"
7'
(A)
(A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A)
(A) (A)
(B)
(B)
(B)
30
W 0 SIMPSON C STRONG -BOLT 2
CH
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
8 (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)AT
2"x6" FULL
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
9, (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
40
W +s SIMPSON STRONG -BOLT 2
SS AT 36. O.C. (n,b>
2"x8" FULL OR26'-0"
2"x10" NOTCHED
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
y6' 0 SIMPSON STRONG -BOLT 2
SS AT 24. B.C. (n,b)
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)
25
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
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
INT❑ 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 32' DIAMETER
LAG SCREW IN LIEU OF (2)
Y4 DIAMETER LAG SCREWS.
2"x8" FULL ORFOOTNOTES
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
3O
2"x 4" FULL
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
(C) - (2) Y4' DIAMETER LAG SCEWS
CD) - V DIAMETER LAG SCREW
(E) - %4 DIAMETER LAG SCREW
2" x 6" NOTCHED
10'-10"
10'-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 "
Q=
�o WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
(EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. e & C) (EXP. e & c)
40
2" x 4" FULL
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
1101 1201 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 OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26-0"
7' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)
550
2" x 4" FULL
8'-11"
8'-11"
8'-11"
W-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)
Z N
O
N CO Lo
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2 �U� C
o6
WLLJ >-
CD
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C:>C1) C.7
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Q�oF�ss ic�yc
S5885
OF CA0
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MMM DATE DESCRFTDq
4 STEL JOB # 16.1071
DATE 03-0316
DRAWN BY AT
CHECKED GM
EXISTING EAVE
CONNECTION DETAILS
SH -8
8 OF 50 SHEETS
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
ALUM. ALLOY 3004-H36 I ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED `
FIGURE INDICATES
FREESTANDING'
Z C4-1 i
CV CID U-)
2 Iw-'�M
Z U U rn
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M (n LCj
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Q�FESS Iq�!
S5885
- 1
OF CAS\F�
03-11-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
MARK DATE DESUPTIDN
4 STEL JOB N 16.1071
DATE___._.
DRAWN BY AT
CHECKED GM
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH -6
6 OF 50 SHEETS
jF
8
It
zz
av
v, zo
2"
X 6 1/2" RAFTER
Zu
av
v, zo
DBL.
2"x 6 1/2" RAFTER
LL/SL
^T"
��N %
110 MPH 120 MPH 130 MPH
LLISL
"T"
(IN)
110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP.13 EXP.0
EXP. B EXP.0 EXP.13 EXP.0 EXP. BFEXP.0"9'-9"9'-9"
16
9'-9"
9'-9"9'-9"
9'-9"
024
'
16"6"6"-6"
14'-8"
14'-8"
14'-8"
14'-8"
14'-8"
14'-6"024
24"8'-6"
T-6" T-6" T-6" T-6" T-6" T-6"
8'-6" 8'-6" 8'-6" 8'-6" 8'-6"
24".
11'_2" 11'-2" 11'-2" 11'-2" 11'-2"
11-10' 11'-10 11'-10 11'-10 11'-10
11'-10"
30
.032
16"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
30
.032
16"
18'-7"
18'x"
18'-7"
18'-4"
18'-7"
18'x"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
24"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
10'-8" 10'-8" 10'-8" 10'-8" 10'-8" 10'-8"
24"+
15'-3" 15'-3" 15'-3" 15'-3" 15'-3"
15'-1" 15'-1" 15'-1" 15'-1" 15'-1"
15'-3"
15'-1"
.042
16"
16'-0"
16'-0"
16'-0"
16'-0"
15-9"
'-9"
16'-0"
15'
16'-0"
15'-9"
.042
_16�
22'-7"
22'-2"
22'-7"
2 2'-2"
22'-7"
2 2'-2"
22'-7"
'-
222"
22'-7"
22'-2"
22'-7"
22'-2"
24"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
24"
18'-6"
18'-6"
18'-6"
18'-6"
18'-6"
18'-6"
10'
12'-10
12'-10
12'-10
12'-10'
12'-10
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
16"
8'-0"
8'-0"
8'-0"
8'-0"
8'-0"
8'-0"
16"
2'-10"
2'-10"
2'-10"
2'-10"
2'-10"
2'-10"
024
9'-1"
9'-1"
9'-1"
9'-1"
024
12'-8"
12'-8"
12'-8"
12'-8"
12'-8"
24"
6'-2" 6'-2" 6'-2" 6'-2" 6'-2"
24"
9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
9'-10"
7'-2"
7'-2"
7'-2"
7'-2"
7'-2"
7'-2"
10'-4"
10'-4"
10'-4"
10'-4-
10' 4"
10'-4"
.032
16"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
032
16"
16'-4"
16'-1"
16'-4"
16'=1"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1"
40
40
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
L^1,.,
12'-6" 12'-6" 12'-6" 12'-6" 12'-6"
12'-6"
9'�"
9'�"
9'�"
9'-4"
9'-4"
9'-0"
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
.042
16"
13'-2"
13'-2"
9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
.042
16
19'-9" 19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4"
24"
9
10'-9" 10'-9" 10'-9" 10'-" 1 WAY 10'-9"
11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
_ _ .
24"
16'-2" 16'-2" 16'-2" 16'-2" 16'-2"
15'-10 15'-10' 15'-10 15'-10 15'-10
16'-2"
15'-10"
024
16"
7'-3"
8 -2"
T-3"
8'-2"
7'-3"
8'-2"
7'-3"
8'-2"
7'-3"
8'-2"
7'-3"
8'-2"
024
16
""
10'-10"
11'x"
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"
24�
8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
8'-3"
9'�"
9,�"
9,-4"
50
.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"
50
.032
: A
' 16.ti
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'=8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
24"10"
T-0" T-0" T-0" T-0" T-0" T-0"
-
11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
11'-10" 11'-10" 11'-10"
11'-3"
11'-10"
042
16"
11'-9" 11'-9" 11'-9" 11'-9" 11'-9" 11'-9"
12'-6" 12'-6"E-1'-6" 12'-6" 12'-6" 12'-6"
042 ,
16�
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
24"
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"
N
14'-3"
14'-3"
14'-3"
ALUM. ALLOY 3004-H36 I ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED `
FIGURE INDICATES
FREESTANDING'
Z C4-1 i
CV CID U-)
2 Iw-'�M
Z U U rn
�0
uw>-
Q Z Lo
0
M (n LCj
C:,
U) o
co � cl
rn
Q�FESS Iq�!
S5885
- 1
OF CAS\F�
03-11-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
MARK DATE DESUPTIDN
4 STEL JOB N 16.1071
DATE___._.
DRAWN BY AT
CHECKED GM
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH -6
6 OF 50 SHEETS
jF
8
1
0
2
0
3
0
4
"
5
a
W:
A D V V -
HEADER BEAM TYPES
--11.52" 1 GUTTER
6.5" ROLLFORM
A GUTTER FASCIA
ALUM.ALLOY
3004-H36
SPLICE
WHERE
)CCURS-
0.075",
TYP.
B MAG BEAM
ALUM.ALLOY
6063-T6
DBL. 2"x6.5"0.042"
I ALUM. ALLOY 3004-H36
OR EQUAL
J DBL. 2"x6.5"x0.032"
ALUM. ALLOY 3004-H36
OR EQUAL
T=12 OR
14 GA
ASTM
A653 SS
GRADE 50
G60
.042'
TYP.
DBL. 3"x8"0.042" BEAM
O W/ DBL. 14 GA. STL. IN
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3 x8 x0.042 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.
SPLIC
WHER
OCCUR
o.a
n
C 4" I -BEAM
ALUM. ALLOY
6063-T6
K 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
032"
ALUM.
B 3" SQ. ALUM POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
D 4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
T=12 GA.
ASTM A653 SS
GRADE 50 G60
.032"
ALUM.
F--3.0'—�I 4
3" SQ.0.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
E
ASTM A653 SS GRADE 50 G60
7.
T=12 OR
14 GA.
ASTM
A653 SS
GRADE;
G60
0.625'
3"x8"x0.042" BEAM
M W/ 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
.3"x8"x0.042"BEAM 3"x8"x0.042" BEAM
@_DBL
ALUM. ALLOY 3004-H36 W/ 12 GA. STL. INSERT
OR EQUAL N ASTM A653 GRADE 50 G60
1.00"[-
040' ALUM.
.048' STEEL
3.0"
28'
C 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36
3" SQ. STEEL POST
F ASTM A653 GRADE 50 CP60
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
"nPAI
\3" SQ. ALUM. POST
D WITH SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
INSERT
WHERE
OCCURS
T=0.125'
ALUM.
ALLOY
6063-T6
7
F 71'1 -BEAM
ALUM. ALLOY 6063-T6
G W/ 1 "C" INSERT
ALUM. ALLOY 6063-T6
H 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.
Imo))
L Mali
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
ic
�2 N
WO
'4 Co Lo
2 mM
w\ cii
W U)
(ywLL_
uw>-
QzL
O
M U) L6
' C O
CV
rn
�9Q�FESS Int
S 5885
OF CAO
03-11-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
Kw DATE DEMON
4 STEL JOB # 16-1071
DATE_ -._.- _ . . 03-08.16
DRAWN BY AT
CHECKED GM
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
ic
�2 N
WO
'4 Co Lo
2 mM
w\ cii
W U)
(ywLL_
uw>-
QzL
O
M U) L6
' C O
CV
rn
�9Q�FESS Int
S 5885
OF CAO
03-11-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
Kw DATE DEMON
4 STEL JOB # 16-1071
DATE_ -._.- _ . . 03-08.16
DRAWN BY AT
CHECKED GM
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7 OF 50 SHEETS
A n o V o v e o Y,::: o p o -m -
MINIMUM NUMBER_ OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
FOOTNOTE: "SAMPLE"' „
FIGURE INDICATES ATTACHED �r r
FIGURE- INDICATES FREESTANDING
r
y
Z _N I
W o rn
N to u')
CNI c>
Z LLJ cF) c
2 C��
i �0
uw
<
Moi
coo L
N
rn
o
S5885
F
OF CA
03-11-16
DURALUM
IAPM0 0195
AHJAPPROVAL
REVISIONS
11W onn: DESCRFnoN
4 STEL JOB p 161071
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
or
TABLE 1
TABLE 2
TABLE 3
(2)
211x6 %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
IUMBER
OF N❑,14 TEK OR SMS SCREWS PE
NUMBER OF N❑.14 TEK OR
SMS SCREWS
>-
PER
FOOT OF BEAM
LENGTH
m
700T
OF
WALL
HANGER AND
BEAM
LENGTH
PER
FOOT OF BEAM
LENGTH
co
m 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. Bi 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
1
2
5'
1
1
1 1
1:
1
5'
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
1
1
1 2
2
21
S
1
2
1
1
1 1
1
2
2
2 2
2
3
1
2
2 2
2
2
I 1
1 1
1
1
7'
1
1
1 2
2
2
7'
1
1 2
1 2
2
2
��
1
1
1 1
1
1
2
2
2 3
3
3
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
91
2
2
2 2
2
2
91
1
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
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
2
3
11'
2
2
2 2
2
3
11'
1
1
1 1
1
2
3
3
.3 4
4
4
2
3
3 3
3
3
1 2
2 2
2
2
12'2
2
3 3
3
3
12'
2
2
2 2
2
3
12'
1
1
1 1
1
2
3
3
3 4
4
5
2
3
3 3
2
4
2 2
2 2
2
2
13'
2
2�42�43
3
3
13'
2
2
2 3
3
3
13'
1
1
1 1
2
3
4
4
5
2
3
3 3
P 3
4
2 2
2 2
-1-72
2
FOOTNOTE: "SAMPLE"' „
FIGURE INDICATES ATTACHED �r r
FIGURE- INDICATES FREESTANDING
r
y
Z _N I
W o rn
N to u')
CNI c>
Z LLJ cF) c
2 C��
i �0
uw
<
Moi
coo L
N
rn
o
S5885
F
OF CA
03-11-16
DURALUM
IAPM0 0195
AHJAPPROVAL
REVISIONS
11W onn: DESCRFnoN
4 STEL JOB p 161071
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
or
H D
TER -SPANS -FOR OPEN LATTICE STRUCTURES`- _ -- 110/120/130 MPH --� l EXP. B_& C�
0.042"
z W
iYP.
3" x 8" RAFTER
z W
.032° 6.5°
0.042'
2"
X 6 1/2"
RAFTER
r
* 2"x6.5" RAFTER
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-1136 OR
i W
ALUM. ALLOY 30041136
DBL.
2" x 6 1/2"
RAFTER
110 MPH
120 MPH
130 MPH
"T"
110 MPH - ,120 MPH := —130 MPH
"T"
110 MPH
120 MPH
130 MPH
"T^
a
a ul
a
LUSL
(IN)
vaizz
LUSL
(IN.)
a,o
LUSL
(IN.)
n'o
EXP. B EXP.0 EXP. B EXP EXP. B 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
-C
29'-8"
29'-6"
29'-8"
28'-9"
29'-3"
26'-3"
16'-0"
15'-10"
16'-0"
15'-0"
15'-9"
13'-8"
22'-6"
22'-4"
22'-6"
21'-1"
22'-2"
19'-2"
16"
26'-3"
26'-3"
26'-3"
26'-3"
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'-10"
19'-4"
10
.042
024
024
24'-1" 24'-2" 23'-6" 24'-0" 21'-6"
_ __
�
13'-1" 13'-0" 13'-1" 12'-3"• 12'-10" 11'-2"
18'-4"
18'-3"'
�18'�"
17'-3"
18'-2"
15'-8"
24"24
::i1'-6" 21'-6" 21'-6" 21'-6" 21'-0"
11'-7"
11'-7"
11'-7"
- 11'-7"
11'-7"
11'-3"
24"
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
5'-10"
V23' -O"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"20
"
1621'-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"24"
.042
10'.
,032
10
.032
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"
y
24„
24„
10"
17'-10"
17'-10"
17'-10"
17'-10"
14'-8"
14'-8"
14'-8"
14'-8"
14'-8"
14'-4"
20'-8"
20'-8"
20'-8"
20'-8"
20'-8"
20'-2"
19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8"
24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2"
34'-7" 34'-4" 34'-7" 33'-7" 34'-2"
32'-8"
16"
21'-6"
21'-0"
21'-6"
21'-2"
21'-3"
20'-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
.042
16'-1"
16'-1"
16'-1"
16'-1"
16'-1"
16'-1"
20'-1"
20'-0"
20'-1"
19'-6" -
19'-9"
19'-0"
28'-2"
28'-1"
28'-2"
27'-4"
27'-10"
26-8"
24"
24"
24"
17'-7"
17'-7"
17'-7"
17'-4"
17'-6"
16'-10"
17'-9"
17'-9"
17'-9"
17'-9"
17'-9"
17'-3"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
24'-4"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-3"
16"
16„
16„
19'-1"
-i9'-1"
19'-1"
19'-1"
11'-9"
11'-9"
9"
11'-9"
11'-9"
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'-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"
15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10"
15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8"
22'-1" 22'-1" 22'-1" 22'-1" 22'-1"
22'-0"
16"
16'-8"
16'-8"
16'-8"
16'-8"
16'-8"
16"
15'-0"
15'-0"
15'-0"
_ 15'-0"
15'-0"
15'-0"
16"
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
40
.042
20
.032
20
.032
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
'-10"
12'-10"
12'-10"
12'-10"' .
12'-10"
12'-9"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-0"
24"
F16"
24„
r
24"
13'-8"
13'-8"
13'-8"
13'-8"
13'-8"
13'-8"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
17'-3"
17'-3"
17'-3"
17'-3"
17'-3"
17'-3"
13'-4" 13'-4" 13'-4" 13'-4" 13'13" 13'-4"
19'-0" 19'-0" 19'-0" 19'-0" 1 19'-0" 18'-10"
26'-8" 26'-8" 26'-8" 26'-8" 26'-8"
26'-7"
16"
16"
15'-0"
5'-0
1"
15'-0"
15'-0"
15'-0"
15'-0"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
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"
15'-6"
15'-6"
15'-6"
15'-6" �
15'-6"
15'-6"
I21' -10"-J21'-10.
21'-10"
21'-10"
21'-10"
21'-9"
24"10'-3"
24"
24"
11'-2"
1V-2+-1
1'-2"
11'-2"
11'-2"
11'-2"
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
F-5010"
20'-10"
20'-10"
20'-10"
20'-10"
20'-10"
10'-7"
10'-7"
10'-7"
10'-7" 1
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
024
16"
11'-7"
11'-7"
11'-7"
11'-6':•.
11'-6"
11'-2"
024
16"
16'-3"
16'-1"
16'-2"
15'-8"
8'-1"
8'-1"
8'-1"
8'-1". 1
8'-1"
8'-1"
13'-4"
13'-4"
13'-4"
13'-2"
13'-3"
12'-9"
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
24" O.C. MAY BE USED AT 48" O.C.
WHEN DOUBLED.
24„
9'-6"
9'-6"
9'-6"
9'-6"
9'-2"
24"
9'-3"
9'-3"
9'-3"
9'-3"
14'-4"
14'-0"
14'-4"
14'-4" 1
14'-4"
14'13"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
16"
16"
14'-9"
14'-9"
14'-9"
14'-6"
14'-7"
14'-2"
20'-9"
20'-9"
20'-9"
20'-6"
20'-7"
19'-10
25
.032
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"
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" 1
17'-4"
17'-4"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6" •
24'-6"
16"
16"
—2
17'-9"
17'-9"
17'-7"
17'-8"
17'-1"
25'-1"
25'-1"
25'-1"
25'-1"
1"
1
042
042
13'-3"
13'-3"
13'-3"
13'-3" 1
13'-3"
13'-3"
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
24"
24"
-'l 4'-7"
14'-7"
14'-7"
14 -4"r
-14'-6"r-14'-0"
0.042"
iYP.
024° 6.5°
032°
0.042°
.032° 6.5°
0.042'
F--2.0°-#—�T2.0°---I
* 3"x8" RAFTER
* 2"x6.5" RAFTER
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-1136 OR
ALUM. ALLOY 30041136 OR
ALUM. ALLOY 30041136
EQUAL
OR EQUAL
EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES i+
ATTACHED `
FIGURE INDICATES
FREESTANDING
I
1
04
N CO Lo
w
Z mM
U
i �0
LLJ > —
h QZLLo
Ch OL6
o U) o
corn
�9 Q�FEm 1gy9!
S 5885
OF CAOF�
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB 0 16-1011
DATE--� -- - 039316
DRAWN BY AT
CHECKED GM
MINIMUM FASTENERS
SH -5
5 OF 50 SHEETS
LSOL-ID-PANEL'S-SPANS_rOR--COMMERCIAL & PATIOS -110/120/130 -MPH` "'"`EXP. -B -&7C
24" TRI "V" PAN ter 12' x 3 1/2"W PANEL`
- s^ I e^ z 2 Yz" FLAT PAN
so• ,09R (LS.
`.40' V.35' 77• .1 s' • y ;77y ,'TT 75' ,43T= <sEE TABLE ; •45� CALL UNMARKED RADII .06R)BELOW)3' b5' T= .70'�� �� 1.1 5' ..282•. •38• -z s•1 , • -: 2'"T= (SEE TABLE BELOW0.
.7 �.65' TYP. - "'" L92' L92' ,75' L92'
.40' .40'.433 0' L3' L3'
. 2 3A0' .50' .50'�SO' 50 3A0 - .r,r ' - 25•
4Ao' 12A' .• - �1. AO'/8A0'
ALUM. ALLOY 3004-1136 OR EQUAL - ALUM. ALLOY 3004-H36 OR EQUAL �I "� ALUM. ALLOY 3004-H36 OR EQUAL .�
.6
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS -
ROOF PANEL TYPE10
ROOF LIVE/SNOW LOAD, psf
20 25 30 40 50
24" TRI -"V" PAN
- 0.88 0.83 0.75 0.80
24'x234'xO.018
0.65 0.80 0.65 0.65
24"x2}4"x0.024"
PANELT
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
LUSL
(IN.)
ExP.8
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
11'-2'
10'-7'
10'-3"
10'-3"
10'-3'
10'-3"
10'-3"
10' 3"
1 S' 3°
.018
•
14'-7"
.02413'-2"
14'-7'
14'-7"
14'-7-
14'-r
9•-0•
8•$,
8_T
8_1•
8.2•
7_5•
12'$"
`
12'-3"'
12'-3"
12'-3°
12'-3"
12'-°
12'-3"
to
o2a
11'$"
10'-9"
.032
13'-1"
13'-7„
13_1"
10,4.
9. 9,
9,_9.
9,_2.
9,_3«
81_r,
14'-9'
14'-9'
14'-3" '
14'-3"
14'-3'
14'-3"
14'-3"
14'-3"
19'r
.032 '
.040
17'-r
16$'
16'-9'
12'$"
12'-1"
12'-1"
11'-2'
11'-3"
,0'$"
111_3"
11,_3,
814, ,
8,4,
8,4«
8,4,
8,4«
8,4,
9'$"
.018
9'-0"
9'-1"
8'$'
13' 4'
12'$"
12'$"
12'$"
12'-6"
T-9'
7'-5"
T-5"
T-2'
T-2'
6'-10'
15'-7"
15'-7"
10'-1"
101_1,
10,_1,
101_11
101_1,
101_1«
20
.024
10'-3'
10'4"
9'-10"
20
14'$'
14'$"
14'$"
W-8"
14'$,
8'-5"
8'-1.
8'-1"
7'-9'
1°
12_1•
12,_1"
12,_1"
12,_1,
12,_1"
13'-3"
.032
12'-9'
124"
12-4
11'-r
12'$'
16' 3"
16'-3"
16'-3"
10'-9"
10'-3"
10'4"
9'$'
9'-9'
9'-9'
040
7'_3•T-3•
17'-7'
7'-3•
7'-3"
T-3"
7'-3"
040
.018»`
14'-7"
13'$"
13-2.020(1)
19'4"
11,_111,_1«11_171,_x«9'-10"
7'$'
7'4"
7'4"
T-1"
T-1"
14-10"
14'-10
"'
8'-9°
B'-9"
V16-3"16'-3"
17'$'
8'-9"
25
.024
95"
B'-11
8'$'12'-0"
12'-0"
12'-0"
12'-0"
8'4•
8'-5"
8'-1"
8'-1"
7'-9"
12'-1,
12'-1"
91$"
9'$•
9,$•
,$"
9'$"
9'$"
11'-0"
.032 w .
10'-8'
10'-2"
103
;>9
25
13,_2«
13,_2•
13,_2,
10'-2"
10'-2"
9'-7'
9'$"
9'-2"
.032
6'-r
6'-7"
6'-T
6'-r
6'-r
6'-r
.018 ='
12'-7'
12'$'
12'-2"
12'-3"
1 V-6"
14'-2"
14'-2"
T-3"
7'-0"
7'-0'
6'-9"
6'-10"
6'-7"
040
8'-3"
8'-3'
8'-3"
8'-3"
8'-3"
81-3"
30
.024 '
14'4"
14'-2'
13'-7"
13'$"
13'-0'
8'-3"
8'-0"
8'-W
7'-9'
7'-9"
7'-5"
.020(l)
8'-11"
.
20
.024
12'-2'
11'$"
11'$"11'-2
11-3"
.032
8 _11"
8'-5"
8'$-.
8'-2'
13'-0'
11,_3"
11,_3,
11,_3«
11,_3"
111_3«
11,_3«
15'$'
15'$"
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS -
ROOF PANEL TYPE10
ROOF LIVE/SNOW LOAD, psf
20 25 30 40 50
12"x,%"x0.020"
- 0.88 0.83 0.75 0.80
24'x234'xO.018
0.65 0.80 0.65 0.65
24"x2}4"x0.024"
0.90 0.88 0.70 0.65
24"x234"x0.032"
0.90 0.88 - -
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
° APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE.
_ .
__7
7 '-'^ ""-NOTE: PANEL FASTENERS '�
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4 %
FOOTNOTE: _"SAMPLE"
FIGURE INDICATES
r ; ATTACHED
FIGURE INDICATES
FREESTANDING
i 4
r'
a+-- _ , f
Z CN
W o
'4 (D IL0
A
Z MM
2 U)
c
uLL-
Lu
QZI�
Q O r
C' U) O
N c
QCFEss' � 1
o S 5885
F.
OF CAO -
03-11-16
DURALUM
IAPM0 0195 j
AHJ APPROVAL -
REVISIONS
MARK DATE DESCRFTION
4 STEL JOB # 161071
DATE��—� �'�_•_'��03'-0�1fi
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL 81 FLAT PAN
SH -3
3 OF 50 SHEETS
•
12"x 3 112"W PANEL
LUSL
PANELT
(IN.)
110 MPH SPAN
120 MPH SPAN
. 130 MPH SPAN
078 EXP.0 EXP.B EXP.0 . EXP.B EXP.0
LUSL
13'-9•
13'-9"
13'-9"
13'-9°
ITS"
13'-9"
110 MPH SPAN - w 120 MPH SPAN
.020(1 )
11'-1'
11'-2'
10'-7'
10'-r
9'-11"
12'$"
15' S"
15' :i"
15' 3"
1 S' 3°
12'$"
•
14'-7"
.02413'-2"
14'-7'
14'-7"
14'-7-
14'-r
10'-10"
1Z4
12'$"
11'101'1017'r
9'-r
9'-0,
12'$"
17'-7"
17'-r
17'-r
11'$"
10'-9"
.032
13'-1"
13'-7„
13_1"
13'-7"
W7"�17
15='IU"
IS, -'I U"
15'-6
14'-9'
14'-9'
14'-03"19'-7"
1917"
19'r
19'r
.040
17'-r
16$'
16'-9'
15'-9'
16-0
15-0"
11'-3"
111_3"
11,_3,
11,_3«
11'-3"
11,_3«
I V 4-
020(1)
10'-1"
9'$"
9'$'
9'-0"
9'-1"
8'$'
13' 4'
12'$"
12'$"
12'$"
12'-6"
12'$"
12'$"
15'-r
15'-7"
.024
15'-7"
15'-7"
15'-7"
11'-2"
10'-9'
10'-9'
10'-3'
10'4"
9'-10"
20
14'$'
14'$"
14'$"
W-8"
14'$,
14'$"
032
-
13'-3"
12'-9"
12'-9'
124"
12-4
11'-r
12'$'
16' 3"
16'-3"
16'-3"
16'-3"
15-8
15'-9"
15'-0"
15'-1"
.04015'1"
040
17'-r
17'-7'
17'-r
17'-r
17'-7"
17'-7"
040
14'7"
14'-7"
13'$"
13-2.020(1)
19'4"
11,_111,_1«11_171,_x«9'-10"
15'-7"
14-10"
14'-10
14'-1"
14'-2'
134"
V16-3"16'-3"
17'$'
16'-10"
17'-0""
9'-3
95"
B'-11
8'$'12'-0"
12'-0"
12'-0"
12'-0"
10'-2'
12'-0".024
10'-2"
12'-1,
12'-1"
12'-1"
W3"
19'4"
11'-0"
10'-7"
10'-8'
10'-2"
103
9'-s"
25
13,_2«
13,_2•
13,_2,
13,_2«
13,_2«
13,_2«
.032
9'-1.
8'-9"
3'-1 ".
12'-7'
12'$'
12'-2"
12'-3"
1 V-6"
14'-2"
14'-2"
14'-2"
14'-2"
14'-2,
14'-2"
040
11'4"
11'4"
11'4'
11'4"
13'-3"
13' 3"
13'-3"
14'4"
14'-2'
13'-7"
13'$"
13'-0'
10'$"
10' 6"
10'$"
10'x"
9'-3"
.020(l)
8'-11"
.
20
.024
12'-2'
11'$"
11'$"11'-2
11-3"
10'-7-
8 _11"
8'-5"
8'$-.
8'-2'
13'-0'
11,_3"
11,_3,
11,_3«
11,_3"
111_3«
11,_3«
15'$'
15'$"
.024
-11'-10"
10'$"
10'-1'
10'-2"
9'-r
9'-9"
9'-2"
30
12,$"
12'$"
12'$'
12'$"
-
032
11'4"
11'$"
11'-0"
11'-0'
10' 6'
12'$"
12'-1'
11'-10"
11' 6"
11'$"
11'-1"
13'4"
13'4"
13'4"
13'4"
13'4"
13'4"
14'$'
.040
16'$"
16'$"
16'$"
16'$"
16'$"
14'-2"
13'$"
13'-6'
13'-0"
131-3"
9_1«
9 1,
9_1«
9, 1.
9, 1.
9, 1.
020(1)
-
.13'$"
12'-10"
8 3"
8_1"
8'-1"
7.10«
7_10,
T$"
15'$"
10'-3"
10'-3"
10'-3"
10'-3"
10'-3"
10'-3"
"
'
.024
9,
9.9.
919.
9 9"
9 9"
9 9'
9'-5'
9'-1"
9'-1"
8'-10"
8'-10"
10'4"
40.
11'4"
11'4"
,9
8'-11'
11'4"
11'4"
11'4"
8'-3"
7'-10"
.032
020
10'$'
10'-1"
10'-3"
9'$"
9'-s"
9'4"
1 T-3"
11'-1'
10'4'
10'-r
10'-8"
10'-3"
10'4"
12.2,
12.2"
F'?*
12 _2«
12 _2«
12.2«
,11-1"
.040
25
.024 -'
.9'-11'
•
9'-r
12'$"
12'4"12'-1".020(1)8
8'-10"
25
.024
11'$"
11'-r
-2"
8 -2"
10'$"
8 -2"
8 -2"
8-2-
-2"
.020(l)
12'-1"
03T.
11'-10"
11'-3"
11'-3'
10'-9"
7'-1'
7'-1"
7'-1"
6'-11"
6'-11"
6'-9'
13'$"
9'-2"
9'2"
9'-2 "
9,2"
9'2"
9'2"
12'-3"
-
.027
12'-3"
12'-3"
13'-1'
13'-1«
13,_1«
13,_1«
13,_1,
13,_1«
so
oao
101-r
,0'-r
,0'-r
10'-r
10'-r
10'-7"
.040
.032
13'-3"
9'-3"8'N10-4-
11"
11 _3«
�1�
14'$"
14'-9"
14'-1"
.04010'r10'$"
9, 3,
9,_3,
9-3-
9,_3.
9,_3,
9.9.
91_9,
9,_9. •
a+-- _ , f
Z CN
W o
'4 (D IL0
A
Z MM
2 U)
c
uLL-
Lu
QZI�
Q O r
C' U) O
N c
QCFEss' � 1
o S 5885
F.
OF CAO -
03-11-16
DURALUM
IAPM0 0195 j
AHJ APPROVAL -
REVISIONS
MARK DATE DESCRFTION
4 STEL JOB # 161071
DATE��—� �'�_•_'��03'-0�1fi
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL 81 FLAT PAN
SH -3
3 OF 50 SHEETS
•
k 8" x 23f2^ FLAT PAN • , 1
-"'-•.._
. 6• z 234" FLAT PAN _
LUSL
PANEL -r
(IN.) ..,
110 MPH SPAN
020 MPH SPAN '.
130 MPH SPAN
LUSL
PANEL"r
(IN.)
110 MPH SPAN - w 120 MPH SPAN
130 MPH SPAN
EXP.B EXP.0 EXP.13 EXP.0 r EXP.B EXP.0
EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
_
020
12'$"
12'$'
12'$"
12'$"
a
12'$"
12'$"
-
020
14'-7"
14'-r
14'-7'
14'-7"
14'-7-
14'-r
10'-10"
10'-1"
10'-3"
9' 6"
9'-r
9'-0,
12'$"
12'-0•
12'-0"
11'4"
11'$"
10'-9"
1S'4,
13'-1"
13'-7„
13_1"
13'-7"
73'-7
15='IU"
IS, -'I U"
15 -'IU""
5_11J
15=1U'
15-1U''
"
024
024-
�.
10
�.
12'-1'
I V 4-
11'$"
10'-9"
10'-10"
10'-1"
10 •
14'-2"
13' 4'
13' 4'
12'$"
12'-9"
12'-l"
e
15'-r
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
.032 '
,032
14'-1"
13'-1'
13'4"
12'4"
12'$'
12'-0"
16'-2"
15-8
15'-9"
15'-0"
15'-1"
14'-3"
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17'-7'
17'-r
17'-r
17'-7"
17'-7"
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19'-4"
19'4"
19'4"
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14'-1"
14'-2'
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DURALUM
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MARK DATE DESCRFTION
4 STEL JOB # 161071
DATE��—� �'�_•_'��03'-0�1fi
DRAWN BY AT
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DATE— 03-0316
DRAWN BY AT
CHECKED GM
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STRUCTURES
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DURALUM
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REVISIONS
MARK DATE DESCRFrION
4STEL JOB #- --__..._._..--�_•- 161071
DATE-- — —O-0}16
DRAWN BY F AT
CHECKED GM
SOLID PANEL
STRUCTURES
• SH' - 1
1 OF 50 SHEETS
r
____7
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES: _ ��� 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.
2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND
RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES LEVEL 25, 30, 40 & 50 psf)
AND THE 2015 ALUMINUM DESIGN MANUAL - ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL_ CONSTRUCTION ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL
AND ACI 318-14 FOR 20,25 AND 30 psf RESIDENTIACAND COMMERCIAL CONSTRUCTION. 25, 30, 40 & 50 psf)
DRAWING NOTES: `
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE,
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES AND PROCEDURES.
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
CHANGE ORDER.._.
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL.
7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL.
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
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.
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
ASCE/SEI 7.
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS -OPEN STRUCTURES," IN
ACCORDANCE WITH ASCE/SEI 7.
17. THE RATIO (HIP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT),
SHALL NOT EXCEED ONE (1).
18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT
BE LESS THAN ONE (1).
MATERIAL SPECIFICATIONS:
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT.
20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED
WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS.
21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER
TABLE 1806.2 AND SECTION 1806.3.4.
23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B.
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
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 SIMPSON STRONG TIE.
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 (10 AND 20 PSF).
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2,
EXCEPTION 2.
WIND SPEED CONVERSION TABLE:
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC.
FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND_
SPEED BY 0.6
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION
SHALL BE BASED ON 85 MPH =110 MPH.
0.6
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 49 FOR SPAN REDUCTION FACTORS.
ADDITIONAL DESIGN REQUIREMENTS:
1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C.
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFF•.CIENTS: S3= 1.50, S, = 0.6, S. = 1.0, SD, = 0.50
RESPONSE MODIFICATION FACTOR, R:125
6. DESIGN ASSUMPTIONS:
A. 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 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
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
A. TITLE SHEET AND GENERAL NOTES.
B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TABLES.
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITE-SPECIFIC DESIGN LOADS.
E. APPROPRIATE STRUCTURAL DETAILS.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION.
SHEET INDEX:
SHEET # SHEET TITLE / DESCRIPTION
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
SEE CONVERSION METHOD, THIS PAGE,
FOR APPLICATION AND USE.
SITE DESIGN PARAMETERS:
SITE ADDRESS:
WIND SPEED & EXPOSURE:
'ROOF / SNOW LOAD:
STRUCTURAL
ENGINEERING FIRM
fTC�ENG/NEER/NG
STRUCTURAL ENGINEERING
26030 ACERO SUITE 2DO PHONE: (949) 305-1150
T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO. CA 92691 FAX: (949) 305-1420
SH -1 .............SOLID PANEL STRUCTURES. STRUCTURAL ENGINEER
SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: D r, sis6q�.�
SH -3 .............PANEL SPANS TRI -V, W -PANEL & FLAT PAN POINT ACT: O Itjl0 U "IMA SH -4 ............ MINIMUM FASTENERS ('`� r �-' DEPT
SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS v & SAFET`�
SH -7 ............HEADER BEAM TYPES, COLUMN / POST TYPES 13U1lA1NG'
..........EXISTING EAVE_CONNECTION DETAILS A ,pRov��
SH -8.
SH -9 ............HANGER CHAN(dELS AND MOUNTING BRACKETS FOR CONSTRUCTION
SH - 10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAIL
SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMN to
SH - 12 ..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS pATE�
SH - 13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS
SH - 14 ..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS
SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
SH - 24-27 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
SH - 31-33 .:.:.SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS; 50 PSF S.L; 110-130 MPH'-'--
SH
PH- SH - 34-36 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
SH - 3940 .....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
SH - 43-44 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
SH - 45-46 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
SH - 47 ..........INSULATED ROOF PANEL ATTACHMENT DETAILS
SH -48 ..........SNOW DRIFT DESIGN
SH -49 ..........SPAN REDUCTION FACTOR TABLES
SH - 50 ..........ADDITIONAL STATE LICENSURE STAMPS
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IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK 047E DESCRIMN
4 STEL JOB # • 16.1071
DATEi� _-----_--� ----'03-09-16-
DRAWN BY AT
CHECKED GM
TITLE SHEET,
DESIGN LOADS,
GENERALNOTES
T-0
0 OF 50 SHEETS