BPAT2016-0051i
Ir
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
y
-WO
I3W1y%Pf6R I
Application Number:
BPAT2016 0051
CIT`f ��QUINTA
COMMUNITY DEVELOPMENT DEPARTMENT
Property Address:
79150 OCOTILLO DR
APN:
604262021
Application Description:
REUTER RESIDENCE / PATIO COVER 3155F
Property Zoning:
Application Valuation:
$2,500.00
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, C51License No.: 937811
t� A67 Contractor:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for the permit to file a
signed statement that he or she is licensed pursuant to the provisions of the
Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division
3 of the Business and Professions Code) or that he or she is exempt•therefrom and the
basis for the alleged exemption.. Any violation of Section 7031.5 by any applicant for a
permit subjects the applicant to a civil penalty of not more than five hundred dollars
($500).:
( ) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
( )'I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044; Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
(� I am exempt under Sec. B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
,Lender's Address:
VOICE(760)77 - 7-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 6/8/2016
Owner:
KEVIN REUTER
79150 OCOTILLO DR
LA QUIUNTA, CA92253
Contractor:
VALLEY PATIOS INC DBA VALLEY CONCRETE & '
37897 CHESTERFIELD STREET
INDIO, CA 92203
(760)534-4634
Llc. No.: 937811
WORKER'S COMPENSATON 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 370C of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' ccrnpensation 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:-, Polity Number: _
I certify that in the performance of > he work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the.
workers' compensation provisions of Section 3700 of the Labor Code, 1' hall forthwith
comply with tt%a provisions.
Dates 6litOho /> antes
�r
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION OVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000): IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FORIN 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 aOplic3tion 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 i!�suance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordin antes and state laws relating to building
construction, and hereby authorize representat.ves of this city to enter upon the
above-mentioned
property for inspection purpcses.
;Dat�
____ 6 Sig plicant or
4
'FIN< •• •
xw DESCRIPTION P ? :f3€; F' ACCOUNTS ` € QTY t {AMOUNT ' PAID
y� ?PA.
,, g ,
_ �, . , .?? a w. c , s .. e :... a'.m..t s.. 1.... .�°Fc.:+ • '> :... X
BSAS SB1473 FEE 101-0000-20306
0
$1.00
$1.00
6/8/16
PAID�BY'k:r METHOD
-RECEIPT '#
' `CHECK # �CLTD
BYE
,
VALLEY PATIOS INC DBA VALLEY C CHECK
R16096
1418
MFA
Total Paid for. BUILDING STANDARDS ADMINISTRATION BSA: $1.00. $1.00
L�
�
PCRIP
PAID DATE F
g ;DES,
,#AID
PATIO COVER, STD, OPEN
101-0000-42404
0
$97.17
$97.17
6/8/16
� r PAID;BY m
HI METHOD ?
{ RECEIPT# t�: #
CHECK#
CLTUBY#
r
ry
VALLEY PATIOS INC DBA VALLEY C
CHECK
R16096
1418
MFA
''t X •E'f 1 rP 4 f
��� � k
q
_4 Fb. � �
�&' ��ACCO.UNT",P
:
QTYs
+a . "S +2
Y AMOUNT,
�"£_ � "a' Yia
'3 PAID
;PAID DATE
s ,DESCRIFT.10N���
a� ��
4 , t�
����
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$95.72
$95.72
6/8/16
r r s r�
afi PAID BY
-METHOD
a r� u�
<e RECEIPT #
i CHECK #
CLTD BYE r
$ :
y; — as
„
VALLEY PATIOS INC DBA VALLEY C
CHECK
R16096
1418
MFA
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 .$192.89
'DESCRIPTION `
,s `` s;wACCOUNT`"
QTYj
u'�
PAID{,
`PAID`DATEh
. F.. r
;AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.50
6/8/16
s �Yx PAID'BY `
�' METHODS��$
RECEIPT4;
CHECK #'
CLTD BYE E
u, <r
VALLEY PATIOS INC DBA VALLEY C
CHECK
R16096
1418
MFA
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50-
•,
J
,
Description: REUTER RESIDENCE / PATIO COVER 315 SF
Type: PATIO COVER
Subtype: CITY STANDARD/PRE- Status: ISSUED
Applied: 6/8/2016 MFA
ENGINEERED - OPEN
Approved: 6/8/2016 MFA
PArMI No; bU4ZbZU21 Site Address: 79150 OUMLLO DR LA QUINTA,CA 92253
Subdivision: TR 23913
Block: Lot: 56
Issued: 6/8/2016 MFA
Lot Sq Ft:.0
Building Sq Ft: 0 Zoning:
Finaled:'
Valuation: $2,500.00
Occupancy Type: Construction Type:
Expired: 12/5/2016 MFA
No. Buildings: 0
No. Stories`. 0 No. Unites: 0
Details: 315 SF ALUMAWOOD PATIO COVER THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING
CODES.
APPLICANT
NAME.TYPE :.
� YrNAME
ADDRES81 ,:CITY
STATE
ZIP, pPHONE
-FAX EMAIL«
;,
:;
APPLICANT
VALLEY PATIOS INC DBA VALLEY
37897 CHESTERFIELD
INDIO
CA
92203
(760)203-4313
andy@valleypatios.co
CONCRETE &
STREET
m
CONTRACTOR
VALLEY PATIOS INC DBA VALLEY
37897 CHESTERFIELD
INDIO
CA
92203
(760)203-4313
andy@valleypatios.co
CONCRETE &
STREET
m
OWNER
KEVIN REUTER
79150 OCOTILLO DR
LA QUIUNTA
CA
92253
(760)203-4313
... . ....... ..... ...........
DESCRIPTION
.. ..........
ACCOUNT ,
QTY
AMOUNT
PAID
.
,PAID DATE
.
`RECEIPT #
.....
CHECK # :-
METHOD
PAID BY
CLTDv
>
.
BSAS SB1473 FEE
101-0000-20306 "
0
$1.00.
$1.00
6/8/16
R16096
1418
CHECK
VALLEY PATIOS INC
MFA
DBA VALLEY C
Total Paid for BUILDING STANDARDS ADMINISTRATION
$1.00 $1.00
BSA:
PATIO COVER, STD,
101-0000-42404
0
$97.17
$97.17.
6/8/16
R16096
1418.
CHECK
VALLEY PATIOS INC
MFA
OPEN
DBA VALLEY C
PATIO COVER, STD,
101-0000-42600
0
$95.72
$95.72
6/8/16
R16096
1418
CHECK
VALLEY PATIOS INC
MFA
OPEN PC
DBA VALLEY C
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $192.89
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.50
6/8/16
R16096
1418
CHECK
VALLEY PATIOS INC
MFA
DBA VALLEY C
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.50
•, •,
-3977'
INSPECTIONS
MOJECT
BOND.: INFORMATION.::
ATTACHMENTS
Printed: Wednesday, June 08, 2016 4:22:30 PM 2 of 2
SYSTEMS
Iain #
City of La Quinta
Building & Safety Division
78-495 Calle Tampico
`� La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
PermitW
Ir
Project Address: 7° /SD D Lo - I I 0 . b r
Owner's Name: e -V 1 ,N Ke VA --c-
A. P. Number:
Address: q i 5-P d oj-i' l 0 0 r
Legal Description:
City, ST, Zip: LQ OV t
Contractor: a � e Q D S
Telephone: lh �Z 3
0 3
P 7 3-�
Address: 7q q D D rt (t7Q.G D(,
Project Description: (N/vtk6ih✓GOt� �. p
City, ST, Zip: �J�>/�-1%d(i rLJV lL2 S ��. / 2
6 a Viii 5-x Z
Telephone: iJ — 1
7 6 `3 N3 3
:City
State Lic. # : q 3 % f3' f.
Lic. #.
Arch., Engr., Designer:
Address:
City., ST, Zip:
Telephone:
h one:
Con structi n Type. e: O c
Y Occupancy:
P Y:
State Lic. # •
Project nPa (circle one • New, --Ad n Alter Repair Demo
. Sq. Ft.: 31 S #Stories: # Units:
Name of Contact Person:4,1dn
Telephone # of Contact Person: 6 0 - 5-3 (-�1 fo-2
Estimated Value of Project: Z, Si
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Recd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Cales.
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
2n° Review, ready for. corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S-M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
'"! Review, ready for corrections/Issuc
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Aper
Date of permit issue
School Fees;
Total Permit Fees
H o n v 0 u 0
li Z CV , n
O
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.W N M 77 77
�' �s x' ''F�'J"ilzr.rsS.u��*.'�k-0` DESIGN REQUIREMENTS: On C7
GENERAL.NOTES: \ WIND SPEED CONVERSION TABLE: Z
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.
2612/2015 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 7-1 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
o � O . 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 VVITH`2012/2015 IRGAND.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 RESIDENTIAL ANDhCOMMERCIAL'CONSTRUCTION'
25, 30, 40 & 50 psQ
DRAWING NOTES: ADDITIONAL DESIGN REQUIREMENTS:
2 LL REMS PERTAINING TO EACH INSTALLATION PE OF ROOF PANEL HEADER SPAN COLUMN SIZE
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH'
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
rn
W U) o rn
uLij >
Q
ZLLo
O
2
-
A (TY 1 1
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. e.. 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. SEE CONVERSION METHOD, THIS PAGE,
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS'dF THEro 2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C. FOR APPLICATION AND USE.
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: 11, 11.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE 5. SEISMIC DESIGN PARAMETERS: SITE DESIGN PARAMETERS:
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, SITE CLASS: D
co Uj 6
O U) O
CV M
0")
\ Nt
o
TECHNIQUES, SEQUENCES AND PROCEDURES. SEISMIC DESIGN CATEGORY: D
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE MAPPED SPECTRAL RESPONSE COEFFICIENTS: S5= 1.50, S = 0.6, S SITE ADDRESS:
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE i - =1.0, Sa= 0.50
RESPONSE MODIFICATION FACTOR, R:1.25
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED 6. DESIGN ASSUMPTIONS:
FEss I�q�
K�
_ 3
CHANGE ORDER. A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'\�
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10'
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
2
S5885
1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: WIND SPEED & EXPOSURE:
EXISTING OR NEW CONRETE SLABS.
10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
0
CARPORTS.. THE PERTINENT
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. EVALUATION RE ORT. AT AIM W MUM SU MISS ON OR A BUILD NG PERMIT FIC STRUCTURAL COMPONENTS LOCATED WITHIN
MUSTSNCLU ELTHE D ROOF / SNOW LOAD:
OF OpL\F��
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
DESIGN CONSIDERATIONS: A. TITLE SHEET AND GENERAL NOTES.
03-09-1V c
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT. B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
UM COVERp.ROJECTION IS 1D'. C. BASED ON THEBEQUIEED-DES1GN19ADS-,$EE-,IIP_EQIFIC RAFTER AND/OR PANEL SPAN
4
13.EXISTMUM SIZE OF ING OVERHANG. D.
ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE STRUCTURAL
14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SE17. SITE-SPECIFIC DESIGN LOADS.
15. COVERS NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN E. APPROPRIATE
ENGINEERING FIRM
DURALUM
ASCE/SEITHALL
F. OTHER DOCUMENTATIONTHATAZY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES," IN JURISDICTION.
IAPIAO 0195
°
17. THE RATIO (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHEET IN DEX _ c���ENG/NEER/MG
SHALL NOT EXCEED ONE (1). �•r S-TRUCTURAL ENGINEERING
18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT SHEET # SHEET TITLE / DESCRIPTION
AHJAPPROVAL
BE LESS THAN ONE (1). 26030 ACERO SURE 200 PHONE: (949) 305-1150
T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO, CA 92691 FAX: (?49) 30S.1420
MATERI5 19. BEAMSSHALLSPLICEDSH-1.............SOLID PANEL STRUCTURES
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. STRUCTURAL ENGINEER
20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN K. ROSEPINK, SE 5885
WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. SH -3 ............. PANEL SPANS TRI -V, W -PANEL &FLAT PAN POINT OF CONTACT: ANTHONY TRAN
21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING SH -4 ............MINIMUM FASTENERS
6
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
°
TABLE 18EAND SECTION SHA.a. SH - 7 ............ HEADER BEAM TYPES, COLUMN / POST TYPES
23. EMBEDDEDD STEEL MEMBERSS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B.
R
ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. SH -8 ,,,,,,,,,,,,EXISTING EAVE CONNECTION DETAILS
s
24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS
HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. SH -10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
6
25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. SH -11 FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
..........LATERAL
26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR
1976 OR APPROVED EQUAL. SH - 12 ..........BEAM TO POST Pi LATTICE TUBE TO RAFTER CONNECTION DETAILS
F
REVISIONS
MARK DATE DESCRVnON
27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH SH - 13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS
RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF). SH -'14 ..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2,
EXCEPTION 2. SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH
SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 110-130 MPH
WIND SPEED CONVERSION TABLE: SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
7
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. SH - 24-27 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130'MPH
SPEED BY 0.6 SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
,
a
q
4STEL JOB # 161071
DATE 03-09.16
EXAM PLE:'CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SH - 34-36 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH
SHALL BE BASED ON 85 MPH =110 MPH. SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 110-130 MPH
3
DRAWN BY AT
CHECKED GM
°
SH - 39-40 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L,. 110-130 MPH
0.6 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
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE SH - 45-46 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL SH - 47 ..........INSULATED ROOF PANEL ATTACHMENT DETAILS
TITLE SHEET,
DESIGN LOADS,
s
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND SH - 48 ..........SNOW DRIFT DESIGN
-GENERAL NOTES
s
B
SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SH -49 ..........SPAN REDUCTION FACTOR TABLES
SHEETS 49 FOR SPAN REDUCTION FACTORS. SH - 50 ..........ADDITIONAL STATE LICENSURE STAMPS
T-0
D OF SO SHEETS
A t$ V0 u C r u n J
SOLID PANEL STRUCTURES o
_.4- -_N.. 0 �p
ROOF ROOF W a7 co
ATTACHMENT
OVERHANG, ATTACHMENT OVERHANG, F- Q cy;
SEE DETAIL A, B & C, U
ROOF PANEL SEE TABLES SEE DETAIL A, B & C, IFN OR WOOD, OR �F/y OR WOOD, OR
AN GTN pF CONCRETE ROOF PANEL SEE TABLES SHEET 8 AN GTH pF CONCRETE l�
SHEET 4 FOR ROOF SHEET 8 D Syq�� STRUCT WALL SEE SHEET 4 FOR ROOF 0 SI1q�L STRUCT WALL SEE Q O
°
PANELSUPPORTING WALL TNFPRoTBFZFs F �ARIFs SHEET 8 PANELSUPPORTING WALL MIN. 0.25" SLOPE PER FT. THEPROJ SFLFs F VqR/FS SHEET 8 It W LL
HANGER & BEAM. JFCT/OIV Tyq/V HANGER & BEAM. JFCT 01NV T//gIV Q Z L
0. SPAN O. O
2 "O.H." NOT TO EXCEED 25%U) Lr5
'O.H.- NOT TO EXCEED 25% O U)
OF ROOF.PANEL OF ROOF PANEL N M
ALLOWABLE SPAN ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12�SEE DETAIL 11, SHEET 12�
FOR MANDATORY SPLICE. BFA4SP FOR MANDATORY SPLICE. SEA SPA
° NO BEAM SPLICE AT pOST spgIV / BEAM - SEE TABLES r NO BEAM SPLICE AT POST sp'q/�� BEAM - SEE TABLES
EXTERIOR POSTS. SFF Tge�Fs G = EXTERIOR POSTS. SFF TgB�FSING FOR POST SPACING = Q�pFEss
POSTS, SIZE VARIES O'y Np POSTS, SIZE VARIES O'H• NOT
SEE SHT. 11 FOR MINIMUM 2$% OF TO FXC iv SEE SHT. 11 FOR MINIMUM pFCFFO25%
s NUMBER OF REQUIRED COLUMNS BFgMgtto�q NUMBER OF REQUIRED COLUMNS ALLO-A/Lf ° O
etFSpgN �Fsp S 5885 "...
3 1/2" SLAB ATTACHMENT' 3 1/2" SLAB ATTACHMENT'
° MAY BE USED NOTE: NO SPLICE AT EX IOR POSTS MAY BE USED OQ
WHERE PERMITTED. WHERE PERMITTED. OF CP,0F
SEE TABLES SEE TABLES
NOTE: EACH COMPONENT IS INTER- NOTE: EACH COMPONENT IS INTER- 03-11-16
FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHERFOOTING All-IFEREm RFEQUIRFED_/ CHANGEABLE WITH ANY OTHER
4 SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION DURALUM
IAPMO 0195
°
AHJAPPROVAL
5 ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANEL CGTN IFN
ATTACHMENT TO OF STj�V ROOF PANEL SEE TABLES MIN. 0.25" SLOPE GTI/ OF sT
SUPPORTING BEAM. O.H CTURF SHEET 4 FOR ROOF PANEL PER FT O.H RUCTUR
VARIES ATTACHMENT TO F VqR/Fs e
SUPPORTING BEAM.
° O.H SPAN O.H SPA
SPAN
"O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEED 25%
OF ROOF PANEL OF ROOF PANEL
ALLOWABLE SPAN / ALLOWABLE SPAN
6 SEE DETAIL 11, SHEET 12
B SEE DETAIL 11, SHEET 12✓ e a
FOR MANDATORY SPLICE. pFgAl Sp q FOR MANDATORY SPLICE. pFgM sp REVISIONS
NO BEAM SPLICE AT OSTsp N/ BEAM - SEE TABLES NO BEAM SPLICE AT OSTSPgN/ BEAM - SEE TABLES anwc �� °��
EXTERIOR POSTS. SFF TgB�FS NG FOR POST SPACING = EXTERIOR POSTS. SFF Tqe FC//yG FOR POST SPACING =
POSTS, SIZE VARIES s
o N07'7-0POSTS, SIZE VARIES N. NOT II
OFS iv pFe TO a
3 1/2" SLAB ACC% 3 1/2"SLAB 4(CO M
MAY BE USED wABCESpAN MAY BE USED w��FSpgN 4STEL JOB # 16-1071 '
TO CONSTRAIN TO CONSTRAIN III
7 FOOTING, SEE FOOTING, SEE IU
TABLES TABLES DATE 03-0318
DRAWN BY AT
FOOTINGS FOOTINGS
SEE TABLES SEE TABLES CHECKED GM
° NOTE: EACH COMPONENT IS INTER- NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN. COMPONTENT UNLESS OTHERWISE SHOWN. SOLID PANEL a
STRUCTURES
TYPE "C" FREESTANDING W/ CANTILEVER OPTION TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
SH-1
Fp
1 OF 50 SHEETS P
N ° L v t r_. u n
OPEN LATTICE STRUCTURES W o
N O
CA M
O
WALL LEDGER OR
RAFTER, SEE TABLES�4y� F
iSTjN wsnNGeCp(O SEE ROODETAIF OVERHANG,
8 c�
° WALL LEDGER OR /NG SHEET 8.
Gel/ Q
(O/A
25:/ OF RAFTER ROO' KOVERHANG,
MAX. O.H. O.H. G SEE DETAIL A,B & C.
W O
M9 rari'ALLOWSHEET B. RAFTER, SEE TABLES U
q��ODOeF�yq SPAN SPAN MAX. O.H. - O 0
2 �(FS ANG 75� O 25%OF ALLOWA�BAN co M � O
O
Opp SFR N M
osTsp NG Cy)
e gCiroG � �
MANDATORY BEAM SPICE - SEE
o DETAIL 11, SHEET 12 \G� G• '
NO BEAM SPLICE AT
EXTERIOR POSTS \A�060 ��`\ OV,Mq _ N W , Df Ess Ips
RHq�y f t7 MANDATORY BEAM SPICE - SEE
LENGTH OF FTRI IGTIIRF VARIES l G _ DETAIL 11, THS5712 G �!.
POST WITH SIDE PLAT S � NO BEAM SPLICE AT -16l
R74 cry Z
3 p @F , SEE SHT. 11 FOR MINIM M � . EXTERIOR POSTS (2) 01,H .�1-,o S 5885
OS Sp NUMBER OF REOUI
S TSp 9N COLUMNS +ll LENGTH OF STRUCTURE VARIES G
FS . sF3 1/2' SLAB ATTACHMENT; - p 6F - POST WITH SIDE LATES
MAY BE USED WHERE OST' NSAq SEE SHT, 11 FOR MINIMUM Rr
NUMBER ° NOTE; EACH COMPONENT IS INTER- SFF spgoi I SEE TABLES SFFTq@q0j G� COLUMNS F REQUIRED OF �`,FpF� "
CHANGEABLE WITH ANY OTHER Tgs(F yG FS 6�q,��
COMP0 . TENT UNLESS OTHERWISE SHOWN. s FOOTING WHERE REQUIRED, NOTE: EACH COMPONENT IS INTER- pOsj "sp 31/2' SLAB ATTACHMENT 03-11-16
NOTE: THIS O N.LATTICE-TYPE STRUCTURE SEE TABLES CHANGEABLE WITH ANY OTHER SFF JSpgO9N� MAYBE USED WHERE
_ C9a/ERE
PONTENT UNLESS OTHERWISE 1=101i....
4 - - - NOTE: THIS OPEN LATTICE -TYPE STRUCTURE - S SEE TABLES
MAY NOT BE COVERED. FOOTING WHERE REQUIRED,
SEE TABLES DURALUM
TYPE "E" ATTACHE ._ -P . — , ,. IAPMO 0195
" CE STRUCTURE
AHJAPPROVAL
S
RAFTER, SEE TABLE
FOR SIZE
AND SPACING
MAX. O.H. RAFTER, SEE TABLE
2 , 25% OF RAFTER L) ., FOR SIZE - -
S=O,cM'4.t ALLOWABLE - AND SPACING
° p0 OV SPAN MAX. O.H. O.H
ST FR 25% OF RAFTER
S°qc qyG 2 0 �j ALLOWABLE
/NG S"OO SPAN
- FAO SFR 'f
STs ggNc
6 c/NG
REVISIONS
o
7
o
LENGTH OF STRUCTURE VARIES
MANDATORY BEAM SPICE - SEE ---/@30
DETAIL 11, SHEET 12
NO BEAM SPLICE AT
EXTERIOR POSTS pOS
SFF TSp
Tge(FS NG
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHERs
COMPONTENT UNLESS OTHERWISE SHOWN.
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
\G� G.
O
p0
sTsp
FFT qC
ge(FSNG
-
_ X =
?V
A, N W
OV �y\G
'
OST CROSSSECTI
SEE POST DETAI
3 1/2' SLAB
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
FOOTING SEE TABLES
i.••G
LENGTH OF STRUCTURE VARIES
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHEET 12 pO
NO BEAM SPLICE AT, SF STsp
EXTERIOR POSTS FTg9 q0/N
(FS �'
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
OG•
posT
SFFT spq
ge(FSNG Imo.
O tiL
q/VG
III�I
DST CRO
SEE POST DETAIL,
3 112• SLAB
MAY BE USED
Foo PIG TRAIN
TABLES
N W
MARK DATE DESCRIPTION
I'
I
4STELJOBtR
'
16.1071 j
DATE
DATE
03-09.16 I
DRAWN BY
AT s
'
CHECKED
GM f
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
- MAYNOTT BE COVERED.
FOOTING SEE TABLES
OPEN L I I ICE
STRUCTURES
I
TYPE "G° FREESTANDING
SINGLE SPAN LATTICE STRUCTURE
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
i
SH -2
2 OF 50 SHEETS
7i
+
°
2
0
3
0
4
-0
5
0
6
°
7
° t, u
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C
24" TRI"V" PAN 2I2, 50 12"x 3 1/2" W PANEL 6" / 8" x 2 Y" FLAT PAN
zs• ao• ao R=.117' 77 .09R (I.S. 67'
rI .35' J.: ,1 5' 180'F I I
1 b7' .40'r .75' .45' -
T= (SEE TABLE Kr,
3 0, (ALL UNMARKED RADII .06R)
BELOV) I b5, T= (SEE TABLE .70'
1.1f5 BELOW) 2a2' r.38T= <SEE TABLE BELOW} z' 7'
t L D''
ALUM. ALLOY 3004-H36 OR EQUAL
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE --10---f-20
ROOF LIVE/SNOW LOAD, psf
25 30 40 50
24" TRI= V" PAN
- 0.88 0.83 0.75 0.80
24"x2Y'4.018" 0.85
0.80 0.65 0.65 -
24"x2y"x0.024" 0.90
LUSL
PANEL7"
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.0
EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
EXP.0
Iq
10'-3"
10'-3"
10'-3"
10'-3"
10'-3"
10'-3"
13,_9"
13,_9"
.018
020(1)
LUSL
PANEL"T'
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
LUSL
PANEL'f'
(IN.)
9'-0'
8'-6"
8'-7"
8'-1"
8_2,
7'_5"
9'-11'
12_6„
12'-6"
2'-3"
12'-3"
12'-3"
12'-3"
12' 3"
12'-3"
14'_7"
10
.024
14,_7"
14'_7"
14'_7"
020
13'-2"
12'-7'
.>130
10'4•
9,_9,
9,_9.
9,_2.
9.3.
1 T-7"
17'-7'
17'-7"
14'-3"
14'-3°
14'-3•
14'-3•
14'-3"
14'-3"
9'-6"
9'-7"
.032
12'-8"
12'-0"
15'-6°
14'-9°
14'-9'
14'-W
14'-1"
13' 3'
13-7"
13 7"
11'-2'
11'-3"
10'-8"
19'-7"
19'-7"
19'-7"
8'4"
8'4•
8'4•
8'4•
8'4"
'4"
024
.018
17'-7"
16'-8'
16'-9'
15'-9"
;>6_1
024
T-9'
7'-5"
7'-5"
7'-2'
7'-2"
6-10'
12'-1'
.020(l)
11'-0"
10,_1"
10,_1"
10,_1,
10•_1•
10'_1"
10,_1"
13'4'
20
.024
9'-6'
9'-0"
9'-1"
8'-8'
15'-7"
15'-7"
12'-6"
12'-6'
12'-6"
8'-8'
8'4'
8'-5"
8'-1'
8'-1'
7'-9"
10' 9"
10'-9"
--'10'-3-
12,_1,
12,_1"
12,_1,
12,_1"
12,_1"
12,_1"
14' 8"
14' 8"
14'x"
10'-9"
10'-3°
10'4"
9'-8'
9'-9°
9'-9"
7'-3"
7'-3'
7'-3"
7'-3°
7'-3"
7'-3"
12'4"
11'-7"
.018
15' 8'
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
17'-7'
.040
7'-8"
7'4°
7'4"
7'-1'
7'-1'
6'-10"
19'-4"
19'-4"
19' 4°
8'-9"
8'-9"
8'-9"
8'-9"
8'-9"
8'-9"
.020(l)
25
.024
.040
9 3"
'-
9'-5'
9,_8.
9'$.
9,$.
9,_8.
9,_8.
9,$"
12'-0"
12'-0"
.032
12'-0"
12'-0"
17'-6"
.024
17'-0"
16 4"
16'-0°
16'-0'
10' 6"
10'_2•
102"
9'-7"
9,-8•
92•
10'-2'
10'-3"
6'-7"
6'_7"
6'-7"
6'-7"
6'-7"
6'_7"
13,_2"
13,_2"
.018
032
.020
T-3"
7'-0°
T-0"
6'-9"
6,_10•
6'-7"
8'-9"
14,_2"
8,-3"
8'-3"
8'-3"
8'-3°
14'_2
10'-10'
.040
30
.024
9'-10"
9'-5°
11'4"
11'4°
11'4"
11'-4
11'4'
11'4"
8'-3"
8'-0"
8'-0°
7'-9".032
13.3•
10'-0"
10'-6'
10'-0"
10'-6"
10'-6"
10'-6"
.020(l)
9'-9"
M98
9'-5"
8'-11"
20
12'-2'
11'-8"
9'-2"
8'-9"
8'-11"
B'-5"
8'-6"
6'-2"
13'-0"
6"
9'-6"
9'-1"
11,_3"
11'_3"
11,_3"
11,_3"
.024
.032
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE --10---f-20
ROOF LIVE/SNOW LOAD, psf
25 30 40 50
12"x3Y2"x0.020" -
- 0.88 0.83 0.75 0.80
24"x2Y'4.018" 0.85
0.80 0.65 0.65 -
24"x2y"x0.024" 0.90
0.88 0.70 0.65
24"x2Y"x0.032" 0.90
0.88
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE.
NOTE: PANEL FASTENERS
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE: "SAMPLE"
° FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
0
45'
TYP.
.75'
ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL
/Q�OFESS 1co
(��\
S5885
OCA
03-11-16
DURALUM
IAPM0 0195
' REVISIONS I
e M I DATE I DESCArran l
4 STEL JOB # 16.1071
N
12"x 3 1/2"W PANEL
'Wi
AT
LUSL
PANEL -T'
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.B
I EXP.0
EXP.B
EXP.0
EXP.8
EXP.0
Iq
(IN.)
8"x 2Y2" FLAT PAN
13,_9"
13,_9"
13,_9"
13,_9"
13,_9"
13,_9"
020(1)
LUSL
PANEL"T'
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
LUSL
PANEL'f'
(IN.)
110 MPH SPAN
12'-0"
11'-1"
11'-2"
EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0
10'-7"
9'-11'
12_6„
12'-6"
15'-3"
15'-3"
15-3"
15'-3"
15'-3"
15'-3"
14'_7"
.024
14,_7"
14,_7"
14'_7"
14'_7"
020
13'-2"
12'-7'
12'$'
11'-10"
12'-0'
11'-1"
10
1 T-7"
17'-7'
17'-7"
17'-7"
17'-7"
17'-7"
10'-10"
.032
10'-3"
9'-6"
9'-7"
9'-0"
12'-8"
12'-0"
15'-6°
14'-9°
14'-9'
14'-W
14'-1"
13' 3'
13-7"
13 7"
19'-7"
19'-7"
19'-T
19'-7"
19'-7"
19'-7"
5'-10"
.040
5'-10"
5'-10"
024
17'-7"
16'-8'
16'-9'
15'-9"
024
11,_3"
11,_3°
11,_3"
11,_3"
11,_3,
11,_3"
12'-1'
.020(l)
11'-0"
10'-9"
10'-10'
10'-1'
10
14'-2'
13'4'
10'-1'
9'-6'
9'-6'
9'-0"
9'-1"
8'-8'
15'-7"
15'-7"
12'-6"
12'-6'
12'-6"
12'-6"
12'-0'
12'-6"
18'-0•
.024
11'-2"
10' 9"
10'-9"
--'10'-3-
10'4"--i-10-
9' 10'
20
20
14' 8"
14' 8"
14' 8"
14' 8"
14'x"
14'x"
.032
13'-3"
12'-9"
12'-9"
12'4"
12'4"
11'-7"
16'-2°
15' 8'
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
17'-7'
.040
17'-7'
17'-7"
17'-7"
19'-4"
19'4"
19'-4"
19'-4"
19' 4°
11,_1•
11,_1•
11,_1"
11'_1"
11,_1"
.020(l)
.040
9 3"
'-
9'-5'
8'-11'
9'-0'
8'-6"
15'-7"
14'-10"
12'-0"
12'-0"
12'-0"
12'-0"
12'-0"
12'-0"
17'-6"
.024
17'-0"
16 4"
16'-0°
16'-0'
10'-2"
10'-2"
11'-0"
10'-7'
10-8
10'-2'
10'-3"
25
12'-1'
13,_2"
13,_2•
13,_2,
13,_2,
13,_2"
13,_2"
032
.020
12'-7"
12' 8'
12'-2'
12'-3'
11' 6'
8'-9"
14,_2"
14,_2,
14,_2"
14,_2,
14,_2,
14'_2
10'-10'
.040
10'-3"
9'-9'
9'-10"
9'-5°
11'4"
11'4°
11'4"
11'-4
11'4'
11'4"
13'-8•
13'-3"
13'_3•
13.3•
10'-0"
10'-6'
10'-0"
10'-6"
10'-6"
10'-6"
.020(l)
9'-9"
9'-3'
9'-5"
8'-11"
20
12'-2'
11'-8"
9'-2"
8'-9"
8'-11"
B'-5"
8'-6"
6'-2"
13'-0"
13'-0"
11,_3"
11'_3"
11,_3"
11'_3"
11,_3"
11,_3"
.024
.032
.032
30
12'-6"
12'-6"
12'-6"
12'-6"
12' 6"
12'-0"
11'-10"
.032
11'-6"
11,-0"
11'-01
10'-6"
14'-2"
13'-9"
13,-7"
13,-0"
13'-1"
12'-B"
14'-0"
14'-6'
14'-6"
13'4"
13'4"
13'4"
13'4"
13'4"
13'4"
16'-8"
.040
.Dao
14'-2"
13' 8"
13' 6'
13'-0"
13'-3"
12'-0"
9'-9°
.020(l)
9'-9"
9'-9"
9'-9^
PIT
-7'10"
10'4"
1014°
8 3"
8'-1"
8'-1'
-10"
7'-6'
10'-3"
10'-3"
10'-3"
10,-3"
.024
9'-5'
9'-1"
6'-3'
7'-10"
8'-10"
8'-7"
40
10'-1"
11'4"
11'4"
Wl'-4"l
9'4"
11'4"
11'4°.03211'3"
10'4"
10'-4"
10'4"
10'4'
10'4"
11'-1•
11'-1•
11'-11
11'-1"
11'-1•
11'1'
10 8'10'3"12'_2"
.024
12,_2"
12_2
12_2
12,_2"
12'_2"
.040
25
9'-11'
9'-7°
12'-8"
12'4'
12'4"
12'-1"
12'-1°
1V-8"
12'-0'
11'-6"
8'-2"
8'-2"
8'-2"
8'-2"
8'-2"
8'-2"
11'4°
.020(l)
11'4"
11'4"
11'4'
12'-1"
12'-1"
12'-1'
12'_1"
7'-1'
7'-1"
7'-1"
6'-11"
6'-11"
6'-9"
9'-2"
'2"
9-2--"-
9'-2"
9'-2"
9'-2"
9'-2"
024
11'-10"
11'-3"
8'-0'
7'-10'
7'-10"
7'-8"
7'-8°
7'-6"
50
13'-7"
10'-7'
10'-7"
10'-7"
10'-7"
10'-T'
10'- 7-
12,_3,
.032
12'_3"
12,_3°
12,_3"
13'_1°
13,_1•
13,_1,
13,_1•
9'-7"
9'-T
9'-7°
9'-3'
9'-5"
8'-11"
11,_3"
11 _3•
11 _3"
11,_3"
11,_3,
11,_3"
.040
13'-0"
12'-9"
1r-0"
10'-10•
10'-10"
10'-7•
101-8'
10'4•
/Q�OFESS 1co
(��\
S5885
OCA
03-11-16
DURALUM
IAPM0 0195
' REVISIONS I
e M I DATE I DESCArran l
4 STEL JOB # 16.1071
N
2
'Wi
AT
CA
O
W
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CD
LLI rn m
QZ
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T-
M U) U -j
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C04 O
8"x 2Y2" FLAT PAN
rn
6"X 2Y2" FLAT PAN
LUSL
PANEL"T'
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
LUSL
PANEL'f'
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0
12_6„
12'-6"
12'-0"
12'-6"
12'-6"
12'-6"
14'_7"
14'_7"
14,_7"
14,_7"
14'_7"
14'_7"
020
020
10'-10"
10'-1"
10'-3"
9'-6"
9'-7"
9'-0"
12'-8"
12'-0"
12'-0"
11'4"
11' 6"
10'-9"
13 7"
13-7"
13 7"
13-7"
13 7"
13-7•
15'-10"
5'-10"
5'-10"
5'-10"
5'-10"
5'-10"
024
024
10
12'-1'
11'4
11'-0"
10'-9"
10'-10'
10'-1'
10
14'-2'
13'4'
13'4"
12' 8"
12'-9"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7'
15'-7"
18'-0"
18'-0"
18'-0•
18'-0'
18'-0"
18'-0"
032
.032
12'-6"
12'-0'
16'-2°
15' 8'
15'-9"
15'-0"
15'-1"
14'-3"
17'-7"
17'-7'
1T-7"
17'-7'
17'-7"
17'-7"
19'-4"
19'4"
19'-4"
19'-4"
19' 4°
19'-4"
.040
.040
15'-7"
14'-10"
14'-10"
14'-1'
14'-2"
13'4"
17'-6"
16'-10"
17'-0"
16 4"
16'-0°
16'-0'
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
10'-2°
12'-1•
12'-1'
12'-1'
12'-1'
12'-1'
.020
.020
8'-9"
8'-9"
8'4"
8'-6"
7'-11'
10'-10'
10'-4°
10'-3"
9'-9'
9'-10"
9'-5°
11'4"
11'4°
11'4"
11'-4
11'4'
11'4"
13'-3"
13'-3"
13'_3•
13.3•
13'_3•
13 _3,
20
9'-9"
9'-3'
9'-5"
8'-11"
20
12'-2'
11'-8"
11'-8"
I V-2"
11'-3°
10'-7"
13'-0"
13'-0"
13'-0"
13'-0"
13'-0'
13'-0"
15'-6"
15'-0"
.032
.032
11'-10"
11'4"
11'-6"
11,-0"
11'-01
10'-6"
14'-2"
13'-9"
13,-7"
13,-0"
13'-1"
12'-B"
14'-0"
14'-6'
14'-6"
14'-6"
14'-6"
14'-6"
16'-8"
16'-8"
16'-8"
16'-B"
.Dao
040
9'-9°
9'-9"
9'-9"
9'-9"
9'-9^
9'-9°
10'4"
1014°
10'-4"
10' 4"
10'4"
1014"
.020
.020
8'-8"
6'-3"
6'-3'
7'-10"
10'-8'
10'-1"
10'-3"
91-W
9'-9"
9'4"
10'4"
10'4"
10'-4"
10'4"
10'4'
10'4"
11'-1•
11'-1•
11'-11
11'-1"
11'-1•
11'-1"
.024
.024
25
9'-11'
9'-7°
9'-7"
9'-2"
9'-3"
W 10"
25
12'-0'
11'-6"
11'-7"
10'-10"
11'-0°
10'-6-
11'4°
11'4"
11'4"
11'4"
11'4'
12'-1"
12'-1"
12'-1'
12'_1"
12'_1"
12'_1"
.032
.032
.032
11'-10"
11'-3"
11'-3'
10'-9"
10'-10"
10'4"
14'-1"
13'-7"
13'-8°
13'-1"
13'-2"
12'4"
12,_3"
12,_3,
12,_3"
12'_3"
12,_3°
12,_3"
13'_1°
13,_1•
13,_1,
13,_1•
13,_1"
13,_1"
.040
.040
13'-0"
12'-9"
12'-9"
12'-3"
12'4"
11'-9"
15'4"
15'-1"
15'-1"
14 8"
14'-9"
14'-1"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3-
9'-3'
9'-9"
9'-9"
9'-9"
9'-9•
9'-9"
9'-9"
020
.020
8'-5"
8'-1"
8'-1"
7'-9"
7'-10"
7-6"
9'-11"
9'-7"
9'-7"
9'-2"
9'4"
8'-11"
.024
9.9.
9.9.
9.9.
9.9.
9.9.
91 _9.
.oza
10'4^
10'4"
10'4
104
10'4"
10'4"
30
9 6"
9-1"
9-2"
81-10"
81-11"
84"
30
11'4"
10'-9"
11'-0"
10'4"
10'-6"
9'-11"
10'-9"
10'-9"
10'-9"
10'-9"
10'-9"
10'-9"
11'4"
11'4"
11'4"
11'4"
1 V V
11'4"
.032
.032
11'-1"
10'-8"
10'-9"
10'4"
10'4"
10'-0'
13'-2°
12'$°
13'-0"
12'-6"
12'-7"
11'-10'
11.7"
11,_7,
11'_7"
11'_7"
11,_7•
11,_7°
12,_3"
12'_3"
12•_3•
12,_3,
12,_3"
12,_3"
.D40
.040
12'-7"
12'-2"
12'-2"
11'-8"
11'-9"
11'-3"
14'-9"
14' 6"
14'-7"
14'-1"
14'-1"
13'-7"
8'4"
8'4"
8'4"
8'4"
8'4•
8'4•
9,-0'
9'-0"
9'-0"
9'-0"
9,-0°
9•-0"
.020
.020
7' 8'
T 6'
7' 6"
7'-3"
T-2'
6'-11"
9'-1°
8'-10"
8'-10"
8'-7'
8'-6"
8'-1"
9 .
9.-0"
91-0.
9 •
91-0.
9 °
9'-0.
9,-0.
9'-0.
9'-0.
9,-0.
9,-0.
024
024
40
8 -8'
8'-3-
8 -3"
8'-0'
81-1"
7 -10°
40
10'-2"
9'-10"
9 _10"
9'-7'
9'-8'
9'-3"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9•
9'-9•
12'-1"
12'-9"
12'-9"
12'-4'
121-6"
12'-1"
.032
.032
10'-2"
99 10"
9,-10"
9'-7"
9'-7"
9'-3"
10'-3"
10'-1°
10'-1"
9'-10"
9'-10"
91-8"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
11,_2"
11'_2"
11,_2°
11,_2'
11,_2"
11,_2"
040
040
11'-0"
11'-2"
11'-2"
10'$"
1o'-10"
10'-0"
13'-9"
13'4"
13'-6"
13'-0"
13'-1"
12'-7"
7'-5'
7'-5"
7'-5"
7'-5"
7'-5'
7'-5"
8'-3°
8'-3"
8'3"020
.020
65"
6'-5"
6'-5"
V-3°
6'-3"
6'-1"
T-8"
T-5"
7' 6"
7'-2"
8 -3"
8 3"
B -3
8 3"
8 -3"
8 -3'
8'-9'8'9"
8'-9"
024
0248'-9"
%8'8'3"
50
7'4'
7'-3'
7'-3"
7'-1°
7'-0"
6'-11"
5U"
8'-7'
B'-5°
8'4"
6'-1"
9'-1"
9'-1"9'1°9'1"9'-1'
9'-1'
9' 8°
9'-8"
9'-8"
9'-8°.032.0328'-9'
8'-7°
8'-6'
8'-5°
8'4"
8'-3"
3"
10'-3"
10'-1"
10'-1°
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
10'4"
10'4°
10'4'
10'4'
10'4"
10'4"
040
040
9'-9°
9'-9"
9'-5"
9'-7"
9'-2"
11'-10°
11'-7"
11'-9"
11' 6"
11' 6"
11'-2°
/Q�OFESS 1co
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S5885
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03-11-16
DURALUM
IAPM0 0195
' REVISIONS I
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4 STEL JOB # 16.1071
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03-11-16
DURALUM
IAPM0 0195
' REVISIONS I
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4 STEL JOB # 16.1071
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03-11-16
DURALUM
IAPM0 0195
' REVISIONS I
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4 STEL JOB # 16.1071
DATE
03-09.16
DRAWN BY
AT
CHECKED
GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
S
SH -3
3 OF 50 SHEETS i
2
3
O
41
0
5
6
7
8
u UP
V
2
N
z �w_
0.042°
W
3" x 8"
RAFTER
LLI � M
8.0°
z
2a
X'6' T/2"
RAFTERS
LU LL
0.032"
0.032°
z z
0.042"
DBL.
2" x 6
1/2" RAFTER
°
F-2.0"—F—� T2.0 ---I
C) U) o
N
^T^
z
a�
¢�
0�
110
MPH
120
MPH
130 MPH
^T^
110
MPH
120
MPH_
130
MPH
^T"
110
MPH
120
MPH
130
MPH
WSL
IN
� )
N Z
LU
IN
J )
N Z
LUSL
IN. )
N z
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. EXP.0 EXP. B EXP.0 EXP. EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
O
O
B
B
o
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"
16„
16"
26'-3"
26'-3"
26'-3"
26'-3"
26'-3"
25'-7"
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
13'-9"
19'-10"
19'-10"
19'-10"
19'-10"
19'-10"
19'-4"
10
.042
024
024
24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6"
13'-1" 13'-0" 13'-1" X12' -3"M 12'-10" 11'-2"
18'-4"
18'-3"
18'-4"
17'-3"
18'-2"
15'-8"
24"
21'-6"
21'-6"
21'-6"
21'-6"
21'-6"
21'-0"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-3"
24"
23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9"
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
28'-7" 28'-6" 28'-7" 27'-9" 28'-3"
25'-7"
F20
16"
16"
16„
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
17'-7"
25'-3"
25'-3"
25'-3"
25'-3"
25'-3"
24'-8"
.042
10
.032
10
.032
18'-9"
18'-9"
18'-9"
18'-9"
18'-9"
18'-9"
16'-7"
16'-6"
16'-7"
16'-1"
16'-4"
14'-10"
23'-3"
23'-4"
22'-8"
23'-1"
20'-10"
24"
24
24"23'-4"
17'-10"
17'-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"
16"
16"
21'-6"
21'-6"
21'-6"
21'-2"
21'-3"
20'-8"
21'-9"
21'-9"
21'-9"
21'-9"
21'-9"
21'-2"
30'-8"
30'-8"
30'-8"
30'-8"
30'-8"
29'-10"
25
.042r24'16'-1"
042
042
16'-1"
16'-1"
16'-1"
16'-1"
16'-1"
20'-1"
20'-0"
20'-1"
19'-6"
19'-9"
19'-0"
r24'
28'-2"
28'-1"
28'-2"
27'-4"
27'-10"
26'-8"'
24"–'lr
17'=7"
17'•7"
17',7"
1"4l,
1�'m0"
10'y10"
n
7-0
�r-, n
1r J
r n
17-�J
r D
17 9
1T9�
17'=3''
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
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"
19'-1"
19'-1"
19'-1"
19'-1"
19'-1"
11'-9"
11'-9"
11'-9"
11'-9"
11'-9"
11'-9"
16'-7"
16'-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"
24"
24"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
13'-7"
13'-7"
13'-7"
F 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"
16„
16'-8"
16'-8"
16'-8"
16'-8"
16'-8"
16'-8"
–'l 5'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
40
.042
20
.032
20
•032
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-10"
12'-10"
12'-10"
12'-10"
12'-10"
12'-9"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-0"
24"
24"
24"
la -
-
-
-
-
-
-
13'-4" 13'-4" 13'-4" 13'4" 13'-4" 13'-4"
19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10"
26'-8" 26'-8" 26'-8" 26'-8" 26'-8"
26'-7"
16"
16"
16"
15-0"
15'-0"
15-0"
15'-0"
15'-0"
15'-0"
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"
10'-3"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-9"
24"
24"
24"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
16"
16"
* NOTE: SINGLE RAFTERS
SPACED
16" O.C. MAY BE USED
AT
7"
11'-7"
11'-7"
11'-6"
11'-6"
11'-2"
16'-3"
3"
16'-3"
16'-1"
16'-2"
15'-8"
32" O.C. WHEN DOUBLED
AND SINGLE
RAFTERS SPACED
024
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
024
13'-4"
13'-4"
13'-4"
13'-2"
24" O.C. MAY BE USED AT 48" O.C.
WHEN DOUBLED.
24"
9'-6"
9'-6"
9'-6"
9'-6"
9'-6"
9'-2"
24„
—'9-3-
9'-3"
9'-3"
9'-3"
9'-3"
9'-3-
'-3"14'-4"
14'411
14'-4"
14'-4"
14'-4"
14'-4"
14'-4"
20'-2"
20'-2"
20'-2'
20'-2"
20'-2"
20'-2"
16"
16
14'-9"
14'-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"
17'-4"
17'-4"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
16"
16"
17'-9"
17'-9"
17'-9"
17'-7"
17'-8"
17'-1"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
.042
042
13'-3"
13'-3"
13'-3"
13'-3"
13'-3"
13'-3"
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
24"
24„
14'-7"
14'-7"
14'-7"
14'-4"
14'-6"
14'-0"
20'-6"
20'-6"
20'-6"
20'-6"
20'-6"
20'-6"
FOOTNOTE:
"SAMPLE"
FIGURE INDICATE
-ATTACHED""'
.
FIGURE INDICATES
FREESTANDING
V
2
N
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03-0516
0.042°
W
C:) N co Lf)
TYP.
LLI � M
8.0°
W
0.024" 6.5°
0.024" 6.5"
LU LL
0.032"
0.032°
0.042"
0.042°
QZLLo
I—
°
F-2.0"—F—� T2.0 ---I
C) U) o
N
* 3"x8" RAFTER
* 2"x6.5" RAFTER
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H36
EQUAL
OR EQUAL
EQUAL
V
2
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03-0516
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LLI � M
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Q
LU LL
W > —
QZLLo
M O
C) U) o
N
rn
/Q�OFESS IO��
(� S 5885
.- OF' Op
03-11-16
DURALUM
IAPMO 0195
APPROVAL
I REVISIONS I
wuac DATE DESCRFMN
4 STEL JOB k 16.1071
DATE
i
03-0516
DRAWN BY
AT
I
CHECKED
GM
MINIMUM FASTENERS
SH -5g
F
5 OF 50 SHEETS I
z C)
W N co Lri
w m o
ai
W p
�wu>
QZ�
o�
mU)Lri
CDU)
N
QgfESSI I
S 5885
OF CA1-\FOQ
03-11-16
DURALUM
IAPMO 0195
AH.I APPROVAL
REVISIONS
MARK DATE DESCRDq=
4 STEL JOB # 16.1071
DATE 03-0}16
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
HEADER BEAM TYPES
2
1.52"n\,
�
p
t
u
GUTTER
EXT. CLIP_
,
`
0.375 -
( 0.)
W N o
LI..I m M
61 1 �9°
AT=0.125'T=12 G
INSERT T.125'
tZ,,
V U
SPLICE
WHERE
RE
OCCURS I
ASTM A653 SS
GRADE 50 G60� 3•D"
WHERE ALUM.
OCCURS ALLOY
12. _
`�
WHERE
I
6063-T6
O
0
6.5" 2.57"
WHERE
OCCURS----\
4.6"
032"
ALUM.
6.656" 7.0"
d' LU LL
0.73"
OCCURS
„
1 II
I II
0.070"
4.0°
I
I
0
-
0 .110"
U Z LO
0.075
�•
II 3.0°
II II
�•
I
I
F--3.0
TYP.
Q
o �
2
.038' �
2
.2.04"
+
2U)
� �
Y8,
L----------J
3" SQ.x0.032" ALUM. BEAM
"U"
0.375
N �
3.0"
3.0'
W/ 12 GA. STL. CHANNEL
E ASTM A653 SS GRADE 50 G60
00°
6.5" ROLLFORM
•0"
25"
Q�pFESS l�
GUTTER FASCIA
A ALUM. ALLOY
MAG BEAM
B ALUM. ALLOY
4" I-BEAM
C ALUM. ALLOY
4.5" MAG GUTTER
ALUM. ALLOY
7" I-BEAM
F
3004-H36
6063-T6
-
6063-T6
-
6063-T6
-•
'�
ALUM. ALLOY 6063-T6
W/ 1 "C" INSERT
�9 X-4 K 1,
c�'
,J y q
3
7.875"
Ub_,
T=12 OR
14 GA.
ALUM. ALLOY 6063-T6
W/ (2 "C" INSERTS
H ALUM. ALLOY 6063-T6
S 5885 '-
A653 SS
o
GRAG60 DE 50
NOTE:
OF CAL\FOS
042"/ 6.5"
0TYP °
WHERE'C' INSERT OCCURS AS SHOWN IN
_
8.0"
8.0°
SPAN TABLES, IT SHALL BE INSTALLED THE
03-11-16
°
FULL LENGTH OF THE 7" I-BEAM.
4
TYP.
TYP.
110.625"
3.0"� 2.0"-
2.0'
2.875"
NOTE:
EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
DURALUM
IAPMO 0195
-.�
MAX
��
X .X .
CLALUM . ALLOY 3004-H36
3.0 „�_4.0" I _E�W/ 14 GA. STL. INSERTCUT
3.0"ASTM A6tGRADE0 G60
tOR MORE COLUMS OCCUR. DO NOT
FLANGES AT END COLUMNS.
AHJAPPRovAL
OR EQUAL°
DBL. 2"x6.5"x0.032"
3"x8"x0.042" BEAM
MAX:
DBL. 3"x8"x0.042" BEAM 3''x8 xEAMALUM.
ALLOY 3004-H36
ALUM.ALLOY 3004-H36
L ALUM. ALLOY 3004-H36W/";12 GNSERT'
OR EQUAL
OR EQUAL
OR EQUAL FN- A653 GRADE 50, G60
NOTE: WHERE 12 AND 14 GA. STEEL.INSERTS
e
OCCUR AS 6H' 0WN IN THE SPANJABLES,
`
o
THEY SHALL'-6E MSTALLED THE FULL LENGTH
.OF THE 3"x8"
T=12 OR
ASTM.
COLUMN / POST TYPES
ASTM
8
A653 SS
6
5
G60 8.0"
G=3"SQ.xt=0.188"
a
REVISIONS
.042"TTyp.
0.024'
0.032'
H=3"SQ.xt=0.250"
DATE oE�Ca o"
a _
0,642
=3"SQ.xt=0.313"
LL==i
LASTIC
J =4"SQ.xt=0.188"
10-
� "�
3.0 4'0„3.0
PLUGS
I "� 6:5"
ADATE
„
{'�=4"SQ.Xt=0.250
4 STEL JOB It 16-1071
7
MAX.
DBL. 3"x8"x0.042" BEAM
W/ DBL. 14 GA. STL. INSERT
O
30
,040' ALUM.
S
049• STEEL 2I 24100! .
3.0° EA, SIDE
28"
�„
o31s
0
DRAWN BY AT
CHECKED GM
ALUM. ALLOY 3004-H36
032"
I
0.075"
3.0 OR
HEADER BEAM TYPES,
COLUMN /POST TYPES
o
OR EQUAL ALUM 1 T yp 4.0"
" ' �� 1 - I "�` " "�
DBL. 3 x8 x0.042 BEAM ��30"� I---2.0 3.0 2.0 � _ t I
(DW/ DBL. 12 GA. STL. INSERT �`-30� - i
p ALUM. ALLOY 3004-H36 3" SQ. ALUM POST 3" SQ. ALUM. POST 3'' SQ%ALUM. POST �-•-3.0
8
OR EQUAL
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
B ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
�C ALUM. ALLOY 3004-H36f "� "''�
., ! 1N-ITH SIDEPLATES MAG POST
-- r
� T3" SQ STS-EL',POST--� � E
3.0" OR 4.0"
SQ. STEEL POST
1
a
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
10'-0" MAXIMUM.
�A�L'UM._ALLOYt3004-Fi36' ALUM. ALLOY
F
SH-7
THE FULL LENGTH OF THE 3"x8" BEAM.
ASTMA653`GRADE 50 CP60� xOR EQUAL 6063-T6
- _� I
ASTM A500 GRADE B
,� •,�.,�....
� -
7 of 50 SHEETS
A 0
I CD
2 rN
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS W o
f " O CD
NOTE: WHERE COVER CONSTRUCTION INCLUDES DESIGN (E) WALL COVER 3/16" STEEL NOTE, BRACKET CAN BE ; W m O
A34 FRAMING ANGLE DETAIL A OR B. SITE-SPECIFIC ENGINEERING IS LOADS OPENING PROJECTION 8" 0 1/4"0 HOLES,TYP. LOCATED ANYWHERE DN EAVE. tt`� � Q O
SEE TABLE 2 REQUIRED TO VERIFY ADEQUACY OF THE EXISTING 0 J � 0 �
10, 20 psf > 8' > 18' NOTE: PROVIDE WATER Z Cn
FASTENERS, SEE TABLE 3 STUD WALL FRAMING WHERE ONE OR MORE OF THE 0 TYP. BRACKET PROTECTION, METAL FLASHING (� C/)
FOLLOWING CONDITIONS OCCUR: 30, 40 & 50 psf >6 > 14' AT EVERY 2x CAUCK JOINTS AND SLOPE O
C R.F. OR EXT. HANGER .�..� 8 r, o TO DRAIN (OPTIONAL) Q w
CHANNEL, 2X OR 3X d"ft/ EXISTING EAVE ALLOWABLE PROJ. TO BEAM It W
RAFTER BRACKET — LEDGER OR WjALL HANGER OVERHANG SEE TABLE 1 U > O
WIT FASTENERS 11/4"
(24- MAX.) 2x6 OR 2x8 LEDGER Q Z L0
'PER TABLES 3 & 4
2 ALUM. PANEL 2X OR EXIST. RAFTERS AT I 2x WOOD STUD OR M O L o
3x ALUM. RAFTER 24" O.C. AT ROOF 1" MIN. CONCRETENWALL RAFTER O (/) O
CID
EXIST. FASCIA BOARD OVERHANG (3}#14x3 1/2° W. CID M
2X FULL DEPTH
ALLOWABLE PROD. EXISTING EAV WOOD SCAB, 3"
SEAL
TO BEAM OVERHANG WHERE OCCURS, 1" MIN.
SEE TABLE 1 (24" MAX.) T— NOTE, PLACE 'SIKA FLEX' OR SIMILAR
SEE TABLE 2 MATERIAL BETWEEN BRACKET AND NOTE: BRACKET MAY BE
MOUNTED BELOW RAFTER
COMP, SHINGLE ROOFING TO PROVIDE W/ SAME CONNECTION'S. pFESS 1
EAVE CONNECTION ��WALL CONNECTION QRS
A 1, EXISTING ROOF OVERHANG DESIGN LOADSi NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2'x6' (AT 2"x6Y2 C ALTERNATE EAVE CONNECTION
RDL = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM -RAFTERS) NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONSro
3 30, XI 150 psf OR KILN -DRY WOOD -FILLED 2'x6Y2' OR 3"x8" ALUMINUM SECTIONS. WITH A 10 psf MAXIMUM DESIGN LOAD. [A, ...
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS u� � S5885
Pee
TABLE 1 TABLE 2TYPE AND'NUM R OF FASTENERS REQUIRED AT ROOF PANEL TABLE 4 a,b ANCHORS INSTALLED; 1 `
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG INTO CONCRETE WALLS Y.
EXISTINGMAXIMUM PROJECTION WITH 6 -INCH MIN.THICKNESS
F
FRAMING MEMBER (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS COVER NUMBER AND TYPE OF CAO
COVER AT ROOF WIND SPEED (MPH) AND EXPOSURE (B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING. SD9112 SCREWS WITH 2x FULL LUSL OF FASTENERS 03-11-16
LUSL OVERHANG 110, B 110, C 120, B 120, C 130, B 130, C DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL
4 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" of 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. SS AT 48' D.C. (a b)
2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 25'-7" 25'-4- 21'-2" o WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
m (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 20 S ATSIMPSON
M SOC,STRO STRONG -BOLT 2 DURALUM
2"x6" FULL OR 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 IAPMO 0195
2"x8" NOTCHED
2"X10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" A 25 ' ArSIMPSON
M SD.C. S<RO STRONG -BOLT 2
6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
2" x 4" FULL 26'4" 26'-0" 26'-0" 25'-2" 25'4" 20'-7" AHJAPPROVAL
2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 0 SIMPSON STRONG -BOLT 2
7 (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) 30 y�•
8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) SS AT 36. D.C. (a,b)
5 20 2"x6" FULL OR 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0"
2"x8" NOTCHED 9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
2"x8" FULL OR 40 SATS36PS0C.S( STRONG -BOLT 2
2"x10" NOTCHED 26-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 10' (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B)
2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'4" 20'-7" 11 (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) y�• SIMPSON STRONG -BOLT 2
2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 12' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 50 SS AT 24. D.C. (a,b)
255 2"x6" FULL OR 26-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
2"x8" NOTCHED
2"x8" FULL ORAND ROOF PANEL RAIL TO FASCIA FOOTNOTES TO TABLES 3 & 4:
s 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26-0" 26'-0" OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
2" x 4" FULL 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" (C) - (2) Y4 DIAMETER LAG SCEWS a, EMBED ANCHOR 3' MINIMUM REVISIONS
(D) - %' DIAMETER LAG SCREW INTO CONCRETE WALL AND � DATE OEWMPnON
2" x 6" NOTCHED 10'-10" 10'-10" 10'-10" 9'-2" 9'-3" - OR FULL " "
2x6(E) - �a' DIAMETER LAG SCREW INSTALL IN ACCORDANCE
WITH ESR -3037
30 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0"
2"x8" NOTCHED } b, USE 3' SQ,x/4' STAINLESS
2"x8" FULL OR 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"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" F WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED STEEL WASHER WHEN
(EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) INSTALLING NEW WOOD
2"x4"FULL 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" LEDGER AGAINST EXISTING 4STEL JOB 9 1x•1071
110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130
7 2" x 6" NOTCHED 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" CONCRETE WALL,
5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) C. WHERE ROOF PANEL RAIL °A� 03o%1s
40 2x6" FULL OR 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 19'-6"
2"x8" NOTCHED 6' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) OCCURS, USE Y2' DIAMETER DRAWN BY AT
2"x8" FULL OR 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" T (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) LAG SCREW IN LIEU OF (2) CHECKED GM
2"x10" NOTCHED Y4 DIAMETER LAG SCREWS,
2" x 4" FULL 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8'-11" 8' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E)
2" x 6" NOTCHED 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 9' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) EXISTING EAVE
550 2"x6" FULL OR 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)J(E
CONNECTION DETAILS
2"x8" NOTCHED
B 2"x8" FULL OR 11' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) 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) _ ^
S }
8
HANGER CHANNELS AND MOUNTING BRACKETS
Z N
„
Q
FASTENERS,
3, SHEET 4
T=,060" TYP,
N o M
t
2.740° SEE TABLE
C14 O
Z
W O.) ch
FASTENERS,
V U
078
1.50" SEE TABLE 3 SHEET 8
T=.060"
W a
ALUM. 3004-H36
.06M. :630"
N
3
x
1.5 "
.25"R .05
010"x90" 202" FASTENERS,
FASTENERS O
SEE TABLE 3 SHEET 8 o
I 6"
+
�
LL LL
DIA. SEE SHEET 4
t= 0.04"
_ (2)
0
U Z l�
N M `° .563" .281" 200 5"
J
CONTINUOUS A- RAIL
.p.
(n
3,.
Q r—
O r—
M (I) L6
2
o FASTENERS
ROOF PANEL 3 (WHERE OCCURS)
O
=
!
O (n p
`"'
cV c�
SHEET 8
SEE TABLE 3
.064=4=
FASTENERS, w ALUM.ALLOY
SEE SHEET 4
FASTENERS,
�---1.880" SEE TABLE 3, SHEET 4
175"
6063-T6
ALUM.ALLOY
ALUM.ALLOY
6063-T6
ALUM.ALLOY
6063-T6
6063-T6
Q�fEss 1l
KFg�
ROLL FORMED
O
Og EXTRUDED HANGER/ CONNECTION
OC I.R. HANGER
"H"BRACKET
3
HANGER
o
'
S 5885
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
�_
1
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
_ ___
a
AT ROOF LOADS EXCEEDING 30 psf.
(3) Y" O LAG SCREWS
10# L.L =(214 SMS EA. SIDE
1 1/2" 20#,25#,30# L.L.=(3)#14 SMS EA. SIDE
BEAM SPLICE TO
OF CA1-�F�
#14 SDS,
40#,50# L.L.=(4)#14 SMS EA. SIDE
OCCUR DIRECTLY OVER 5/87,0 PLASTIC
13 PER SIDE
/� I POST. NOT PERMITTED PLUG WHERE
03-11-16
_ _ — — — --- _---
-
l/ CREWS I @ 2 -POST UNITS SCREW IS
4
Q
"
r PER SIDE ,
r I 5" #1 4 SMS MAY
5"
3"
I 2" x 6 1/2" OR
BE USE AS
DURALUM
p
5" MIN. 3" x 8" ALUM.
I F3.g"r35" ALTERNATE TO
RAFTER
1/4"0 BOLTS
IAPMO 0195
I—
# 3.5"
0
3"
3"x8"ALUM.--
3/4" OR 1 1/2"
—--------
F�E�A�C�H
8" BEAM j
5'
X 1" HEADERU-BRACKET
1 1 OR❑2
AHJAPPROVAL
LLI
EXISTING WOOD STUD FRAMING
SEE NOTES
` 3"x8" ALUM.
) STUCCO
BELOW j I 6 1/2" SIDEPLATE EA.
5
2 N (E) STUCCO
RAFTER
x 3-1/2" LAG SCREWS L.L.=10 psf
I SIDE SEE POST SCHED.
x 3-1/2" LAG SCREWS L.L: 20, 25 and 30 psf
#14 SIDE
MID
PENETRATION BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf
TOP, MID 1=1EIGHT�
, H
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
AND BOTTOM. : . 3"SQ. POST BETWEEN SIDE PLATES
E
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
a
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
SYSTEM- SHEET -1 1
SEE LATERAL FORCERESISTING SS
PENETRATION INTO EXISTING CORNER STUD.
_ . EE
HEADER BRACKET 2
RAFTER TO STUD WALL CONNECTION 3
BEAM TO POST CONNECTION 8
6
11/2" OR 2"LATTICEREVISIONS
S.M.S.
9
mAm DATE DESCRPTM
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 BEAM
NOMINAL LEDGER
❑R DBL. 2'x6.5'x0.032'/0.042'
3
o
ALTERNATE:
(NEW OR EXISTING)
BEAM
4-#14 S.M.S. EACH
SEE NOTE, DETAIL B,
RAFTER TO COL.
SHEET 8
0
CONNECT. (8 -TOT.)
2"x6.5" OR 3"x8" RAFTER
X 0
w
4 STEL JOB # 16.1071
ALTERNATE: 1/2" BOLT
� S.
U)
0 0
I o
DATE 0309.16
7
4.5.0 6"
ALTERNATE:FASTNERS,
SEE TABLE 3,
vi }; SHEET8
5/8 0 ACCESS
i
0
DRAWN BY AT
1"
(2)-#14 S.M.S. EACH RAFTER
r
HOLES
CHECKED GM
TO COLUMN CONNECTION
INSTALL 6 — #14
3"x 3"STL.POST (24") ° ALTERNATE:
INSERT ATTACHED OR (2)-2x6.5" OR
(4 -TOTAL)
AALTERNATE:
#
X �4
3' SQ. P❑ST LONG SDS @ EACH
3"x 3'STL.POST COLUMN (2)-3"x8"HEADER
FOR FREESTANDING
(2)- 2x6.5" OR (2)-3"x8" HEADER
,� EXISTING
HEADER TO
COLUMN
HANGER CHANNELS AND
(2) -1/2 -BOLT
J2.5"
1"STUCCO OR EQUAL
(12 FASTENERS
MOUNTING BRACKETS
3"x3"X0.024" (1) - 1/2" BOLT OR
2.5" PENE. INTO EACH WOOD STUD
PER
F
6
2"x 6.5" SIDEPLATE
CONNECTOR (2)- #14 S.M.S. EACH RAFTER
C❑NNECTION)
j
a
DBL. RAFTER / DBL. HEADER CONN. 4O
STUB COLUMN TO DOUBLE HEADER CONN. O5
EXIST. STUCCO / LEDGER O
DOUBLE HEADER TO
SH -9
ATTACHMENT DETAIL
COLUMN DETAIL
9 OF 50 SHEETS
n o ts - u t r n i
o
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
1
2
.1 P�T
I
3
4
5
TABLE 1 TABLE 2
ATTACHED ONLY ATTACHED AND STEEL POST ONLY:
"T"BRACKET @WSQ.POST ' FOOTING & ANCHOR BOLTS FREESTANDING ; USE PosrTYPE
W/ (4}414 SMS EA. SIDE OF POSTALTERNATE FTG. G, H, I, J OR K
OR 1/2" M.B. THROUGH POST ALUM."T"BRACKET USE WITH
POST POST TYPE B,C,D, OR E. SINGLE POSTS CUBE SIZE SQ. 18" DEEP 'CUBE FTG.
FOOTING SIZE BOLTS EMBED I I
STEEL."T" BRACKET OR 9" SQ. 18° 18" SQ. 12" 1/2 aDEPTH OF I I
BASE PLATE USE WITH m-22" CUBED (1) (2)9/8.0 17/9" 20" 21" SQ 12" FOOTING OR I '
POST TYPE B,C,D,E,F,G,H,J OR K. X12° MIN. EMBD. I
(2)-3/8"0 STRONG -BOLT 2 SS SEE TABLE 1
@A. B�tACKETTb SLAB.
1/2" MINIMUM DISTANCE TO
OF SLAB.
33" MINIMUM DISTANCE FROM
SLAB CRACK TO COLUMN.
(1%" MIN. EMBEDMENT) d
DE C
POURED CONCRETE
SLAB SHALL BE IN FOOTING SEE TABLES
GOOD CONDITION
FOR SIZE
3 1/2" MIN. SEE FOOTING
23" 8 24" CUBED (1l
(2}112.0
31/4•
22" 25" SQ. 16"
'
aI
(1}1/2"OM.B.
x9" LONG, 1°
FROM END
OF POST
POURED
CONCRETE
--
:• Ell'
I; w � j
',•` H
LL
LU
LU
:• U)
•'•��
Nb`;;•: �' w
••� •. '• • ; ; p
o�9
mEDGE
Q
Z
a
W
m
Z
24" 28"SQ. 2u"
2s-30' CUBED (2)
(a}trr0
3i/4"
26" 32' SQ. 23"
31' - 34" CUBED (2)
(4}5/8.0
4"
28" 35" SQ. 25"
30" 39" SQ. 28" ('
35"-39'CUBED (2)
(4),V4-0
4314'
32" 43"SQ. 30" I
34" 47° SO.' 32' ,
40• - 42• CUBED (2)
(4)314.0
4 314"
36' 51" SQ. 34"
NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS
(ICC ES ESR -3037)
38" 55' SQ. 37"
SOr��nl'L
40• 39"
so" sQ.
FOO
42" 64" SQ. 41" TING SPAN T�
ALTERNATE FREESTANDING BASE PLATE. -
EXISTING SLAB POSTS TO CONIC. FOOTING 2) REQUIRES USE OF ALTERNATE FREESTANDING 44' 69"SQ. 43
• SQUARE POST EMBED.
7 ATTACHED COVERS ONLY O ATTACHED COVERS ONLYBASE PLATE. CUBE FOOTING W/312' SLAB O� INTO FOOTING„
O,
V-0
CV �
6
ALUM. ALLOY 3.00" OR
6063-T6 2.40"
1.375"
0 "
Q 75
0
7 O
1.60"
1.50 .090" TYP.
INSTALL 1Y2" x 1Y2" x Y" HDG
° WASHER PLATE AT ANCHORS
FOR 130 MPH
NOTE: CONCRETE SLAB ANCHORS SHALL BE
e" DIAMETER SIMPSON STRONG -BOLT 2 SS
8 (ICC -ES ESR -3037)
ALUM "T" BRACKET nCi
q 7/16"0 HO
FOR 3/8" I1
ASTM A500 GRADE B
INSTALL 1Y2" x 1Y2" x Ye" HDG
WASHER PLATE AT ANCHORS
157"--
TYP_
USE FOR 3" OR 4"
STEEL POSTS
IZ 2- 5/16"0
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
t
2 FLANGES
2 1/8" APART
BASE FLARES
TO 3"WIDE EA.
SIDE OF FLANGES
FOR 3" POST,
V WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
(3)-3/4"0 B
FOR POST TYPE F, G. H, i,
3" OR 4" SQ.
INSERT
j" x 0.188"
ASTM A500
GRADE B
STEEL
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
BASE PLATE 3/16"
POST
INSERT
( I
9" SQ. X 5/8" THK. `-'
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 A. 6 Y2"
WELDED STEEL BASE PLATE 1 Q
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
Q�pfESS II
(� S 58851
�0 � ��FC
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
I REVISIONS
'wI DATE DESCRIPTION
4 STEL JOB 0 16.1071 1
r
DATE 03-09-16 3�
DRAWN BY AT g
CHECKED GM +
COLUMN / POST SURFACE a
MOUNT AND FOOTING
EMBEDMENT DETAILS s
SH - 10
10 OF 50 SHEETS
2
c) �•
W
N p Lf)
p
uj m
W
cn
0
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Lu Li
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CV �
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(� S 58851
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03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
I REVISIONS
'wI DATE DESCRIPTION
4 STEL JOB 0 16.1071 1
r
DATE 03-09-16 3�
DRAWN BY AT g
CHECKED GM +
COLUMN / POST SURFACE a
MOUNT AND FOOTING
EMBEDMENT DETAILS s
SH - 10
10 OF 50 SHEETS
I
2
3
4
5
6
7
0
B
H tl V o u t r b n I
LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS
BEAM SPLICE TO
OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
IPOST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE
PER SIDE I
5" ,5" #14 SMS MAY
BE USE AS
3.5" ALTERNATE TO
1/4"0 BOLTS
3.5"
5 8" BEAM
}
m-
2"X6.5"X0.032" SIDE PLATES
110 MPH 120 MPH 130 MPH
EXP. B EXP. C EXP, B EXP. C EXP. B EXP. C
5'
2 2
2
3
3 3
6'
2 3
3
3
3 4
7'
2 3
3
4
3 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
1 4
5
5 6
12'
4 5
5
6
5 7
¢=
2"X6.5"X0.042"
SIDE PLATES
mm—°—z-z
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
5
13'
4
5
4
6
5
7
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
5" . .
EDOR 0 I
SEE NOTES
BELOW j I 6 1/2" SIDEPLATE EA.
SIDE SEE POST SCHED.
#14 SMS EA. SIDE
TOP, MID HEIGHT
AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
POST SCHEDULE
3" SQ. x .032" + (2)-2" x 6 1/2" x 0.032" 3" SQ. x.032" + (2)-2" x 6 1/2"x 0.042"
F1 W/ (6)-#14 S.M.S. EACH SIDE. MW/ (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONIC. SLAB OR FOOTING.
BEAM TO POST CONNECTION 21
ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED
COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED
(E) STRUCTURE
C LU N 1 3"x x0. 2" V 1/ (2) 2"x6 5"x0 042" SID PLA TES.1
' - SE ff AN
ROLL -FORMED OR C LU N 2 PE SP N T BLE
INSULATED ROOF PANEL
I TERLOCKING SEAMS, TYP.
O
�� �PROJEC ON, P
C C C�lG GO Q, J S
0►.F,� pl,F ''�� r � O�.
AR
ROOF PANEL ATTACHMENT
LENGTH L
ROOF PLAN
WALL
HANGER
FASTENERS, #14 SMS 2 32' O.C.
ET 4 4 MIN. PER EACH JOINT
PDLL -FORMED #14 SMS @ 32' D.C. MAX,
]R IRP (4 MIN, PER PANEL INTERLOCK)
OLL-FORMED
PANEL ALUMINUM SKINS IRP
TOP & BOTT. 0.024'
SEE SHEET 4
OLL-FORMED
10 ROOF HANGER
0 J INTER OCKINGPSEAM ANEL ROOFSULATED
JOINT PANEL
i
0
CD `—
N
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ESS I!
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S 5885
OF CA\.\FOS
03-11-16
DURALUM
IAPMO 0195
AW APPROVAL
REVISIONS
MARK GATE DESCRPTION
4 STEL JOB # 161071
DATE 034&16
DRAWN BY AT
CHECKED GM
LATERAL FORCE
RESISTING SYSTEM /
MIN. NUMBER OF
REQ. COLUMNS
SH - 11
11 OF 50 SHEETS
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS 0o
• t SPLICE- DETAILS 11 ,.BEAM JO -POST.' DETAILS (12), BEAM TO, POST, DETAILS 13
1 a T SIMPLE SPLICE' FULL MOMENT . _CZ4 CD Lo
W
c')
24'
r 3 , 9" 1 l3 24" — - -� . ; '�' 'l (W _ LU HARDBORD) - - Q
� PTIONALYDECORATIVEFASC w '
.5 L , OOD A M. OR In ,
y: C' L U
` ,f. •, y _
(2)#10 S.M.S.@ EA. �. Q
y ° •#10 S.M.S, ` - - , ♦ - VALLEY, TYP. - 'r SO. POST (B -TOTAL) EACH SIDE OF 3' - •O �
(B TOT. i II t #12 S.M.S. II ALTERNATE: 1/4'0 BOLT W/ WASHER Lu LL
TYP. THICKNESS =.035 6 39 (24 TOT TYP THICKN ISS = .035" , . . > EA. SIDE OF 3• SQ. POST LLl —
1 " --- r r .3 U Z lii
II+ I ++ ii viii iiWmE i -
2 ALUM. ALLOY 3004-H36—t w " .SDj s ' � CA �o
z - t,. s h +
ALUM. ALLOY 3004 H36
- OR 6063-TS.FOR EXTRUDED y _; �.: OR 6063-T5 FOR EXTRUDED =n rl __ i _ ti y 5 I O 1.10 N _
' • NOTE: USE SIMPLE SPLICE ONLY - NOTE: FULL MOMENT SPLICE MAY OCCUR' 3
r IN ALTERNATE INTERIOR BAYS r AT ANY LOCATION EXCEPT AT END BAYS
r - - • I - - oL' ;. .. 3' SQ. POST' - -
r NOTCH I -BEAM FLANGE 2 35 _
-SPLICES — ROLLFORMED &•EXTRUDED. FASCIAS.. •.. = I -BEAM ALUM ALLOY, - 'AS NEEDED TO CLEAR
' _
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED. (6061-T6) ALTERNATE I I SQ. ONNECT WEB
_ STL. C -BEAM TO POOSTST WW/ (2) - 5l8" 0 r Q(�OFE)O/�(�
TOTAL= (B}1/2"0 BOLTS - THRU-BOLTS @ 4" 1 -BEAM, - 4414 x 12' S.M.S. EACH SIDE OF 3'
SQ POST AND (3) - 5/8" 0 THRU BOLTS SQ. POST (8 -TOTAL L'
3 -
• SPLICE WHERE 4"
OCCURS" - -
' .070';
Y t TYP.
LAIJ
4 - 6063-T6
4
4" I -BEAM
@ T IBEAMS_ALTERNATE: 1/4'0 6OLT W/ WASHER
_ • _ /� '�� _ , .._z
• r EA SIDE OF 3" SQ. POST
!S 5885
GUTTER FASCIA
"'r t 3.OD' 3' SQ. POSTMAG BEAM - -
"''" •• - OR 240' -
_ - 3'S0. STL BEAM s
H - BRACKET TO POST _ 14 RAFTER TAIL TO GUTTER 15
z ti: NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf . 03-11-16
311IX8"X.042 - OO
3" SQ. STEEL OR
MAG BEAM. '
n MOMENT C -SPLICE i
° 4" I E { �' ti
FASTENERS
1.00
2'-0"
f
T-0"
0
0 0,
2.00.
O O"
16" it 4 n -
3'-0"
@ T IBEAMS_ALTERNATE: 1/4'0 6OLT W/ WASHER
_ • _ /� '�� _ , .._z
• r EA SIDE OF 3" SQ. POST
!S 5885
GUTTER FASCIA
"'r t 3.OD' 3' SQ. POSTMAG BEAM - -
"''" •• - OR 240' -
_ - 3'S0. STL BEAM s
H - BRACKET TO POST _ 14 RAFTER TAIL TO GUTTER 15
z ti: NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf . 03-11-16
311IX8"X.042 - OO
3" SQ. STEEL OR
MAG BEAM. '
n MOMENT C -SPLICE i
° 4" I E { �' ti
FASTENERS
4 - #14 SDS
2'-0"
6-#1 SDS
T-0"
12 - #14 SDS
FASTENER SPACING = 3/4"
' DURALUM
IAPMO 0195
FASTENER TO FASCIA - SEE TABLE y "
FASTENER TO RAFTER TAILS - SEE TABLE AHJ APPROVAL
'r OPTIONAL LATTICE TUBES
s' 't . 1-1 1 1 - • - AT OVERHANG
O O • O r• #14 x 1/2' S.M.S. TOP
5 & BOTT. (2 ) -TOT
;
(6)x#,14 SDS @ EA. SIDE O-
• SPLICE WHERE Y TOP & BOT -T. TOT.=24
OCCURS 4, ' ' ' o
11" ! ` --- — — - o o j
TYF, • ROOF PANEL 'v FASTENER 61/2". r 5
- o o GROUP -
O _ O '�, r, ROLLFORMED OR 00
t EXTRUDED GUTTER _ - • s
' ..w. ALUM. BRACKET X t }
3" X T' ALUM. OR. .#14 S.M.S. @1z"o.c.
ALUM.ALLOY 16" 1" ` STEEL POSTFAscIA. -
6063-T6 c s
6 - -s 3'-0' 6 1/2"x2"x.024 P" 1" "L" SEE TABLE • r
.-
_.7" 1 -BEAM fix • ="S'r - :. h -•+ ' - a - 2 •f^? ,�w� - r.. �k•. �i' ti.. RAFTER.
-
.+ , . r
.. '�. J. iT _
MOMENT 7 ., w'r
,t.
_ _ is :,: •.•, r•' u.�+ ---mss." ,.. ' REVISIONS
-; 1 /" SQ. OR 2" LATTICE TUBE_' P1 2"X3":LATTICE:TUBE P2 a, LATTICE TUBETO RAFTER
- 16 "U" BRACKET - RAFTER TO BEAM ` 17 '"� DATE oR `
#* �3 25"'FQR>3xRAFTER' ;
n-
,r - � 2 125"•FOR 2 z RAFTER
"ALUM. ALLOY 3105 H254 f ' 1 1/2" SQA-2�SQ.
ALUM. ALLOY 3105-H25 - .;4 OR 2"x3" LATTICE= 1 't = .040" @ 6063-T61� 4 STELJOB# 161071
T c ;, _ #8 x/2 "SMS. 2 1/2" @ 3" O.C. MIN. 11%2" 7 0
1.50" 1.50" ` - " OR 31/2"; TYP. UP TO 6 O.C. MAX. DATE c _ 03.09-16
s 2n , .28" 2n — — — — — — y ~ DRAWN BY AT
(6)-#14x%4 TEKSCREWS Q
.018" 018" BRACKET TO RAFTER J/2' MIN, CHECKED GM _
} ° � �: } .�. r o r
1' RAFTER `O. f BEAM TO POST &
t Y - o LATTICE TUBE TO
/.Q �' RAFTER CONNECTION
DETAILS
(6) - Aex WIT -EK SCREWS 2''7506' a
BRACKET TO-BEAMSH 5. 12
1201 SO SHEETS 1
x o n � u o e r
CD
HOW TO DETERMINE TRIBUTARY WIDTH TO WALL HANGERS, LEDGERS AND SUPPORTING BEAMS o
N CO U-)
Z �rnM
oi
2 cn -
W p
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TRIBUTARY WIDTH TABLE PROJECTION `i Lu >
CLEAR SPAN 0
O.H.Q
0 �
O
ch cn—
CD U) O
TRIBUTARY= h
N �ci
CLEAR SPAN (FT.)
�
WIDTH 1/2 SPAN + O.H.
1
O.H.
6
7
8
9
10
11 12 13 1
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
1 10
10
11
11
12
12
NP
3'
-
7
7
8
8
9 9 10
10
11
11
12
12
NP
NP
NP
4'
-
-
-
9
9
10 10 11
11
12
12
NP
NP
NP
NP
NP
5'
-
-
-
-
-
11 1 11 1 12
12
NP
NP
NP
NP
NP
NP
NP
O.H.Q
0 �
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CD U) O
TRIBUTARY= h
N �ci
TRIBUTARY
�
WIDTH 1/2 SPAN + O.H.
1
Q�pFESS I(yy1
�9
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
• EQUAL TO CENTER SPAN TO CENTER SPAN
3 S 5885
NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED 1
OF CAL \
03-11-16
4
DURA.LUM
IAPMO 0195
o -
AHJAPPROVAL
5
E
o C
FAN BEAM
6 -
FAN BEAM (19'-0" MAX SPAN) REVISIONS
mmm DAT: DESCRvnoa
�2. FAN BEAM FAN BEAM
J
HEADER
z CEILING FAN AND/ T=,075' 2 1/2' 2 1/2' 12�/20'
OR LIGHT FIXTURE TYP. 4STEL JOB # 16.1071
7 X ( MAX. 30 lbs.) DATE 03.09.16
w
#14x3 1/2" S.D.S. SCREW #12 S.D.S. SCREW
FAN BEAM AT BEAM AT HANGER CHANNEL DRAWN BY AT
ALUM. ALLOY 6063-T6 ATTACHMENT AT HEADER ATTACHMENT AT HANGER CHANNEL CHECKED GM g
a �
HOW TO DETERMINE a
TRIBUTARY WIDTH &
FAN BEAM DETAILS
6 i
_i
SH - 13 7
13 OF 50 SHEETS 7
L N
o
N co LC)
'2 LLJ � M
V �
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Q�pFESS Iq��
a
S58.5
is
OF CAL�F��
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 16-1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH = 34
34 OF 50 SHEETS