BPAT2016-003379929 Memorial Pl
BPAT2016-0033
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number: BPAT2016-0033
Property Address: 79929 MEMORIAL PL
APN: 604501015 .
Application Description: STERLING / PATIO COVER
Property Zoning: I
Application Valuation: $3,000.00
Applicant:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
37897 CHESTERFIELD STREET
INDIO, CA 92203
° ,,uihl6l/ VOICE (760) 777-7125
_ FAX (760) 777-7011
COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
p Cyt Date: 6/8/2016
r la Owner:
STERLING
79929 MEMORIAL PL
LA QUINTA, CA 92253
GTI 0 LOF' aEN DE ARThREM' .
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: r/;e/ `
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.). -
( 11, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
( I am exempt under Sec. . B.&P.C. for this reason
Date: Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's
Lender's
Contractor:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
37897 CHESTERFIELD STREET
INDIO, CA 92203
(760)534-4634
Llc. No.: 937811
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 polity 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 that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those orovisions.
Date:
Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED.FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT - . l
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 application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit .
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under -or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct..
I agree to comply with all city and 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 or Agent
FINANCIAL , .
DESCRIPTION1 � ACCOUNT ,j TY AMOUNT "• � s
Q PAID PAID'DATE'
BSAS SB1473 FEE
101-0000-20306 0 $1.00 $1.00
6/8/16
�*3PAIDtBY R
, '.aYie
METHOD' RECEIPT'# ` 9CHECIC # 4��CLTp
q
BY
��
VALLEY PATIOS INC DBA VALLEY C
CHECK R16068 1259
.MFA
i Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $1.00 ;
y =DESCRIPTION`
ACCOUNT i
4_�,
AMOUNT.>,,
PAID
PAID DATE
T _
,QTY
• s.,r
PATIO COVER, STD, OPEN
101-0000-42404
0-
$194.34
$194.34
6/8/16
METHODS '
'RECEIPT #
"y. CHECK # `
s tLTD BY,
u "°
4
VALLEY PATIOS. INC DBA VALLEY C
CHECK
R16068
1259
MFA
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $194.34 $194.34
r<DESCRIPTIONW�
�r�y ,
QTY
�AMOUNT� a
�aP.AID��
PAID D ATE;
;.
�ACCOIINT
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.50
6/8/16
� PAID h. %
*METHOD `"
RECEIPT #
CHECK #
CLTp BY "
, .BY � 4 � >
a
s. ,y
VALLEY PATIOS INC DBA VALLEY C
CHECK
R16068
1259
MFA
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.50
TOTALS:;
Description: STERLING / PATIO COVER
Type: PATIO COVER
Subtype: CITY STANDARD/PRE- Status: ISSUED
Applied: 5/9/2016 RSE
ENGINEERED - OPEN
Approved: 5/16/2016 JFU
Parcel No: 604501015. Site Address: 79929 MEMORIAL PL LA QUINTA,CA 92253
Subdivision: TR 24197-3
Block: Lot: 16
Issued: 6/8/2016 MFA
Lot Sq Ft: 0
Building Sq Ft: 0 Zoning: Y
Finaled: -
Valuation: $3,000.00
Occupancy Type: . p. Construction Type:
Expired: 12/5/2016 MFA
No. Buildings: 0
No. Stories: 0 No. Unites: 0
RAMSES SEVILLA
Details: (2) PATIO COVERS AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA
BUILDING CODES.
5/9/2016 ,
23
. j Applied to Approved
Approved to Issued `
FINANCIAL •' •
Printed: Wednesday, lune 08, 201610:02:32 AM 1 of 2
sysrcnns
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PLAN CHECK SUBMITTAL
RAMSES SEVILLA
5/9/2016
5/9/2016 ,
RECEIVED
CONDITIONS
CONTACTS
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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
STERLING
79929 MEMORIAL PL
LA QUINTA
CA
92253
FINANCIAL •' •
Printed: Wednesday, lune 08, 201610:02:32 AM 1 of 2
sysrcnns
INSPECTIONS
PARENT PROJECTS
Printed: Wednesday, June 08, 2016 10:02:32 AM 2 of 2 C1?w1yS'rE'mS
PA
` OAI ATE
METHOD
D BY'
DESCRIPTION
ACCOUNT
QTY
AMOUNT•
I
BY
BSAS SB1473 FEE
10170000-20306
0
$1.00
$1.00-
6/8/16
R16068
1259
CHECK
VALLEY PATIOS INC
MFA
DBA VALLEY C
Total Paid for BUILDING STANDARDS ADMINISTRATION
$1.00 $1.00
BSA:
R, STD,
COVER,
101-0*
000-42404
70-1
$194. 34
1 $194.34
1 6/8/16
1 R16068
1 12S9
CHECK
VALLEY PATIOS INC
MFA
OPEN
.
DBA VALLEY C
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $194.34 $194.34
RESIDENTIAL
SMI - RE
F101-0000-20308 T70
1 $0.S0
$O.SO
6/8/16
R16068
1259
CHECK
VALLEY PATIOS INC
MFA
DBA VALLEY C
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.S0 $0.50
TOTALS: $195.84 $19S.84
INSPECTIONS
PARENT PROJECTS
Printed: Wednesday, June 08, 2016 10:02:32 AM 2 of 2 C1?w1yS'rE'mS
Bin #
City of La Quinta
Building SL Safety Division
78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
b033 Building Permit Application and Tracking Sheet
Permit #
2-01b
Project Address: (/ 2 y CLA '
,rUw* er's Name:
A. P. Number:
Address:--- aq
Legal Description:
%City, ST, Zip: 2
[Contractor.
elene•
h'
o .
P 0-
U S 3
yAddress:/ `
"I OU
City, ST; Zip:
.
! P eject Description:
i
i
le hne
o .
P -
Lo
State,. to . # : City Lic. #.-
Arch., Engr., Designer:
Address:
City., ST, Zip: .
h
Telephone:
one:
X. XoJectP
0
C nstruct
ton Type: Occupancy:
P u ane Y:
State Lie. #
pe (circle one): New Add'n
Alter Repair Demo
Name of Contact Person:
Sq. Ft.:
#Stories:
#Units:
Telephone # of Contact Person:
Es mated Value of Project: O
APPLICANT: DO NOT WRITE BELOW THIS LINE
9
Submittal
Req 'd
Rec'd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Cales.
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 Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
'"! Review, ready for correctionsrssue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees,
Total Permit Fees
A
RECEIVED
MAY 0 9 2016 `
CITY OF LA QUINTA ' z
OMMUNITY DEVELOPMENT Driveway
N
Sterling Residence
79929 Memorial Place r
La Qu i nta, CA 92253
Proposed Alumawood patio cover•
0 .23 7 0
Solid roof patio cover Solid roof patio cover
i i t 12'-10" _
H ° V U
777 PATIO COVER SYSTEM AS MFG. BY: D U RALUM PRODUCTS, INC. 2 N
1 N 4 N O
GENERAL NOTES: DESIGN REQUIREMENTS:1 WIND SPEED CONVERSION TABLE: Z `W`m M
r
GOVERNING CODES : '__l RESIDENTIAL APPLICATIONS - CRC AND IARC APPENDIX H, CBC AND IBC CHAPTER 16, CBC &
tTHE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH SHE IBC APPENDIX CHAPTER L
2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND j ROOF LIVE AND SNOW LOADS: 10, 26,25.30.40 & 50 psf. (SNOW LOADS AT GROUND
o 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
L, 4AND ACI 318-14 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. 25, 30, 40 & 50 psf) 4
DRAWING NOTES : ADDITIONAL DESIGN REQUIREMENTS: f
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL HEADER SPAN COLUMN SIZE r
CBC/IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH.
101 MPH
Z v
W p
' w
uw>
-
Q Z LLC)
2
2 ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. 1.' TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOFAPPLICATIONS. SEE CONVERSION METHOD THIS PAGE O _cf) CD
- 3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE 2. BASIC WIND SPEEDS: 110, 120.130 MPH, EXPOSURES B AND C.CD t"D
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. FOR APPLICATION AND USE. CV
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II,
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. a)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
'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 BEMAPPED SPECTRAL RESPONSE COEFFICIENTS: S6= 1.50, S, = 0.6, S. = 1.0, Sa 0.50 RESPONSE MODIFICATION FACTOR, R:1.25 _ SITE ADDRESS:
-
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE F )
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED 6. DESIGN ASSUMPTIONS: K
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' 2
3 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'
B. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 S58 5
112 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: * • . v -
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
F ° CARPORTS. THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE ROOF / SNOW LOAD: OF
CA1
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
DESIGN CONSIDERATIONS: A. TITLE SHEET AND GENERAL NOTES. 03-09- Vc
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).
?2-MIN[MUMCQV.ERP-ROJECTI.ON-1510'. C _BASED_OI-THE-REDUCED DESISN LOADS SJTE-SPECIFIC RAFTER AND/OR PANEL SPAN _
4 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE TABLES. STRUCTURAL'
EXISTING OVERHANG. D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SEI 7.SITE-SPECIFIC DESIGN LOADS.
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN E. APPROPRIATE STRUCTURAL DETAILS. nI r n' F nI r R DURALUM
ASCE/SEI 7. - - - F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL. AUTHORITY. HAVING ENGINEERING G I''` . `ERI.,. `4 _-+ F I ! ? M
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES," IN JURISDICTION. IAPMO 0195
° 17. THE RATIO (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHEET INDEX 'PW A
% ENG//VEEf /NG
SHALL NOT EXCEED ONE (1). STRUCTURAL 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 SUITE 200 PHONE: (949) 305.1150
MATERIAL SPECIFICATIONS:
T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO, CA 92691 FAX: (?49) 305-1420
5 19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. SH -1 .............SOLID PANEL STRUCTURES
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. 6
22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING SH -4 ............MINIMUM FASTENERS
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/Frx 2 PER SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
TABLE 19ED ANDSTEEL
SECTION t6SHAL. SH -7 ............HEADER BEAM TYPES, COLUMN / POST TYPES a
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. SH -8 ............EXISTING EAVE CONNECTION DETAILS
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 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
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 &LATTICE TUBE TO RAFTER CONNECTION DETAILS REVISIONS '
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 "1111 DATE °ESCP1DN
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 L.L, 110-130 MPH 3
SH -18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
WIND SPEED CONVERSION TABLE: SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBCIIBC. SH - 24-27 .....SOLID COVERS ATTACHED &,-F9ff' STANDING 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 0
4STEL JOB n 191071
SPEED BY 0.6 SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH DATE 03.09.16
EXAMPLE CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SH - 34-36 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MP -H gg
DRAWN BY AT 8
SHALL BE BASED ON 85 MPH =110 MPH. SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MwFi
SH - 39-40 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPF .`; CHECKED GM
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 TITLE SHEET,
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 DESIGN LOADS,
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND SH -48 ..........SNOW DRIFT DESIGN GENERAL NOTES s
6 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
T-0
s
0 OF 50 SHEETS
A ° Ll 0 U C t o V o tt o I
1
SOLID PANEL STRUCTURES
1
ROOF ATTACHMENT
ATTACHMENT OVERHANG,
OR WOOD, OR SEE DETAIL A, B & C, eol
ROOF PANEL SEE TABLES SEE DETAIL A, B & C, FNGTH CONCRETE ROOF PANEL SEE TABLES SHEET 8 q LENGTH O
° SHEET 4 FOR ROOF SHEET 8 AND SI1gL OF STRI J WALL SEE SHEET 4 FOR ROOF NO SHgLL F STRUCTU
PANEL UPPO TI BEAM ATTACHMENT TOTHF PRO /VoECTOSSCT(jRTyq Fs SHEETB PANELSUPPORTING WALL MIN. 0.25" SLOPE PER FT. THFPR0F T Ss VARIES
HANGER N HANGER & BEAM.
O. SPAN 0. .
2 "O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEED 25%
OF ROOF PANEL OF ROOF PANEL
ALLOWABLE SPAN ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12____l/ B SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE. FAM SP FOR MANDATORY SPLICE. BEAM Sp
° NO BEAM SPLICE AT
POST SPA/V / BEAM - SEE TABLES NO BEAM SPLICE E. POST SPAN/ BEAM - SEE TABLES
EXTERIOR POSTS. SEE TAe fs G = EXTERIOR POSTS. SEF TgeLFS NG FOR POST SPACING
POSTS, SIZE VARIES O h NOT POSTS, SIZE VARIES EXCQ11NOT TO
SEE SHT. 11 FOR MINIMUM 2S 0 OFBO FXCFE iv SEE SHT. 11 FOR MINIMUM oraEEO25%
3 NUMBER OF REQUIRED COLUMNS FgMAqABLE SPgN NUMBER OF REQUIRED COLUMNS ACLOC CE -
SPA
3 1/2" SLAB ATTACHMENT' 3 1/2" SLAB ATTACHMENT
° MAY BE USED NOTE: NO SPLICE AT EX IOR POSTS MAY BE USED
WHERE PERMITTED. WHERE PERMITTED.
SEE TABLES SEE TABLES
NOTE: EACH COMPONENT IS INTER- NOTE: EACH COMPONENT IS INTER -
FOOTING WHERE EQUI.BED CHANGEABLE WITH ANY OTHER CHANGEABLE WITH ANY OTHER
4aT-ING-WNE
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. SEE TABLES COMPONTENT UNLESS OTHERWISE SH
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
°
5 ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANEL LENGT
ATTACHMENT TO HOF STRU
SUPPORTING BEAM.--\O.H CTURE V,4R/ES
o
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
6 SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE. PEAM SPA
N/ BEAM -SEE TABLES
NO BEAM SPLICE AT SE ST Sl'gC/ FOR POST SPACING
EXTERIOR POSTS. F TgBLF NG =
S X
0
POSTS, SIZE VARIES NOT TO <
3 1/2" SLAB A iv
MAY BE USED WAst SPAN
TO CONSTRAIN
7 FOOTING, SEE
TABLES
FOOTINGS
0
SEE TABLES NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
8 TYPE "C" FREESTANDING W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES MIN. 0.25" SLOPE
SHEET 4 FOR ROOF PANEL PER FT.
ATTACHMENT TO
SUPPORTING BEAM.
0.
"O.H." NOT TO EXCEED 25% —
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE.
NO BEAM SPLICE AT
EXTERIOR POSTS.
POSTS, SIZE VARIES —
3 1/2" SLAB
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
FOOTINGS -
SEE TABLES
FA
POST SPAN/
BEAM - SEE TABLES
FOR POST SPACING
`OH' NOTTjII
OF B
SCO at ESp41V
W
ROOF
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
H
x
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
CD
W O
N Cfl Lr)
2 H m co
2
W p
LLJ j —
Q Z L0
C) r
ch U) uj
U) O
CV Nt
Nt
Q yDFESs Iq
GO
S58 5
OF CAl\F
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCROM
4 STEL JOB # 16-1071
DATE 03-0316
DRAWN BY AT
CHECKED GM
SOLID PANEL
STRUCTURES
SH -1
i OF 50 SHEETS
-
kw
OPEN LATTICE STRUCTURES"i . . :. 4 W o
/// CD U-)
r 'RAFTER, SEE TABLES
t ` : WALL LEDGER OR V2 U
STjVG ROOF OVERHANG, Cn '
o /ST7NV'@ WALL LEDGER OR @(//(DI SEE DETAIL A,B & C U
t /(O ROOF OVERHANG, AG SHEET H ' Ld LL..
MAX O.H. O•H ' SEE DETAIL AB & C, a =
• M 25% OF RAFTER
s. 'q((S OO ARLOWABALNE SHEE78. RAFTER. SEE TABLES a ; .Q Z LC) lr.
1 - 2 ` , O6/ @ yqN - , i MAX O.H' O U
n , ti _ 9@(l G 25% OF RAFTER O.H s ' y ch
1 z s " 4 sp 2S 4f ' ; I ALLOWABLE , ! • O Lo
i* ? •i r a Al - "Oc O F .. SPAN L ' ^t CO c M . `-
i.
y
t s; MANDATORY BEAM SPICE - SEE ;= , n;Ff ,... • _ - `
o.^ ` DETAIL 11. SHEET 12 « v G G• a` y,] r
F NO BEAM SPLICE AT °_ ` (( 6p. - k i ' F . -
a EXTERIOR POSTS 3 p 24 M ',
LENGTH .-_ tG G• +
fi G MANDATORYBEAMSPICE SEE
x r DETAIL 11, SHEET.12
. NO BEAM SPLICE AT
t•. t i POST WITH SIDE PLATS
s 3 d @ a i:v EXTERIOR POSTS
T • 4c. , ..y _ "1 SEE SHT. Il FOR MINIM M - _ ( " OV '4•i' (,
b ' tr tix ? t r
NUMBER OF'REDUI _ : ..• _ qNG _ „ M3 S 5885
COLUMNS ° LENGTH OF STRUCTURE VARIES .. _
' ^ `: r , A @ 3 1/2' SLAB ATTACHMENT ' Y c: • pO Fg41 POST WITH SIDE LATES
; •. ` p p E9tij ` MAY BE USED WHERE +a + ST Aq SEE SHT. 11 ,FOR MINIMUM
z s o , NOTE: EACH COMPONENT IS INTER- sFF Sogp9N PERMITTED. id^* ' v `sF cTpAC7N NUMBER OF REQUIRED FQE
CHANGEABLE WITH ANY OTHER " L ' Tq@(F?G I` SEE TABLES ?,y_J + ' 9@(FSG COLUMNS _ OF CAIS
COMPONTENT UNLESS OTHERWISE SHOWN.'" s . FOOTING WHERE REQUIRED, NOTE: EACH COMPONENT IS INTER- Y
' - SEE TABLES c ! . " r'• ST Sp 3 1/2' SLAB ATTACHMENT _ .
is + NOTE: THIS OPEN LATTICE -TYPE STRUCTURE ,; ANY OTHER sF Spq qN MAY BE USED WHERE
CHANGEABLE WITH 03-11-16
4 h°Y oT EcavER 4 - f ; MPONTE-,NT-UNLESS-OTHE-RWISE-SHOWN. FT'e(FSO— SEE II:rEs
r - 3 4 - NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
v i ; • • i. :. MAY NOT BE COVERED. r '
s• i rr c FOOTING WHERE REQUIRED,
Z SEE TABLES 41 _ r• - DURALUM
rry .
> 1 .4N ' ' _. _ . • .. .. ._ _ r_ , .. .+ ._ "-_.. 1 w .!. .i. i , .. s '. ty, ` • _ —, _ s . `w „ , _ r - f r. a `
1 M _ • " ' '` _
IAPMO 0195'
TYPE "E" ATTACHED SINGLE SPAN T CE ST - LATTICE STRUCTURE '
',. : ,,,- t'., W ' t • - - {{ ? _ ` AHJ APPROVAL
_
5 RAFTER, SEE TABLE
r
FOR SIZE + `` •Ny _
• ;vw
AND SPACING
r Iti MAX.}*ti3 ti SEE TABLE `
2S,25% OF RAFTER O.H . _ ; }; x+ < _ , FOR SIZE r p
c Apr A
ALLOWABLE ND SPACING
.M pOS VFR SPAN . 25% OF RAFTER O.H
r SpgC7H G 25. t 'w ALLOWABLE a -
SPAN
c • V N ,n_ x_ G y
q
+ 6 • " • fi-1 CNG s d
REVISIONS q
- - I , \•JF'OG• y 1 _ - • y N W MARK DATE DESLRPTION
90M w W
LENGTH OF STRUCTURE VARIES @ 0
q/VG r '' tib 00 2q €
MANDATORY BEAM SPICE -SEE _ .t; j0 4/
` 3 r DETAIL 11, SHE
NO BEAM SPLICE AT ET 12 O y
p OST LENGTH OF STRUCTURE VARIES G
, rr EXTERIOR POSTS OS SEE POST OST DEDE TAll AI y , -
SFFTspq MANDATORY BEAM SPICE - SEE - 4STEL JOB N 16.1071
7 A@(FS NG 3 1/2" SLAB
g DETAIL 11, SHEET 12 p POST CR SS -SECTION g
NO BEAM SPLICE AT S OST SEE POST DETAIL, DATE 03-0316
MAY BE USEDEXTERIOR POSTS FF SO'
NOTE: EACH COMPONENT IS INTER- • p TO CONSTRAIN y T qC
CHANGEABLE WITH ANY OTHER SF ST Sp FOOTING, SEE i ' q@(FS NG 3 1/2' SLAB DRAWN BY AT
COMPONTENT UNLESS OTHERWISE SHOWN. - Fty@ qC N I` TABLES MAY BE USED. '
,- (FSG NOTE: EACH COMPONENT 15 INTER- po TO CONSTRAIN
S y CHECKED GM _
u -NOTE THIS OPEN MAY NOT BE OVERELATTICE-TYPE STRUCTURE . - CHANGEABLE WITH ANY OTHER SFFT Sp•9Cj I TABLESG, SEE -
FOOTINGSEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. A@<FS vG
IA
NOTE THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES _ a6
• MAY NOT BE COVERED. _ OPEN LATTICE
STRUCTURES
B TYPE ,"G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
SH 2- FGI
..
• 2 OF 50 SHEETS
H
V o n
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS- 110/120/130 MPH EXP: B & C.
24" TRI"V" PAN I I 12"x 3 1/2"W PANEL 6" 18" x 2Yz" FLAT PAN
262• 50'
R=.117' 09R U.S.
25. .40' .35' .40' 77' I .67'
1 s 1H0" II_1
.67' .40'r .75' .43'J.n, .45'
T= <SEE TABLE (ALL UNMARKED RADII .06R)
BELOV) 3. 0" .65' T- (SEE TABLE .70' 25'
1.1 5• BELOV) 262 r.36' T= (SEE TABLE HELOW> 2. 7
2. 6' t. f. n• av
3
a
4
a
5
6
45 '
45'
,75'
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE/SNOW LOAD, psf
20 25 30 40 50
12"x3Y"x0.020° -
ALUM. ALLOY 3004-H36 OR EQUAL
24"x2Y"x0.018" 0.85
0.80 0.65 0.65
24"x2y"x0.024" 0.90
0.88 0.70 0.65
24"x2J¢"xo.032" 0.90
0.88 - -
.020
ALUM. ALLOY
3004-1136
OR EQUAL
8'4"
8" x 2 Y2" FLAT PAN
8'4"
.020
ALUM.
ALLOY
3004-H36 OR EQUAL
6" x 2 Y" FLAT PAN
s'-0•
s' -o"
s' -o"
- 24° TRI -"V" PAN
9'-2"P12'-6"
12"x 3 1/2"
W PANEL
8'-5"
_
W-2"
LUSL
PANELT
(IN.)
110 MPH SPAN 120 MPH SPAN 130 MPH SPAN
LUSL
PANELT
(IN.)
110 MPH SPAN 120 MPH SPAN 130 MPH SPAN
LUSL
PANELT
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
LUSL
pANELT
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
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 EXP.B EXP.0 EXP.B EXP.0
EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
11'-3"
.018
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3"
9'-0' 8'-6" 8'-7" 8'-1' 8'-2" 7'-5"
1 D
.020(l)
13'-9" 13'-9" 13'-9" 13'-9' 13'-9" 13'-9"
12'-0" 11'-1" 11'-2' 10'-7° 10'-7' 9'-11'
1 D
.020_
12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 12' 6"
10'-10" 10'-1" 10'-3" 9' 6" 9'-7" 9'-0"
9'-9"
.020
14'-7" 14'-7" 14'-7" 14'-7" 14'-7" 14'-7"
12' 8" 12'-0" 12'-0" 11' 4" 11' 6" 10'-9"
10
.024
12'_3" 12'_3" 12'_3" 12'_3" 12'_3" 12'_3°
10' 4" 9'-9" 9'-9" 9'-2" 9'-3' 8'-7"
.024
15_3" 15,_3" 15,_3" 15,_3" 15,_3„ 16.3"
13'-2" 12'-7' 12' 8' 11'-10° 12'-0' 11'-1'
.024
13,_7" 13,_7" 13,_7" 13'-7" 13'-7" 13'-7"
12'-1" 11'4" 10'-10' 10'-1"
.024
5'-10' 5'-10° 5'-10" 5'-10" 5'-10" 5'-10"
14'-2" 13'4" 13'4' 12'-0" 12'-9'
•032
14'-3" 14'-3" 14'-3" 14'-3" 14'-3" 14'-3"
12'-0" 12'-1" 12'-1" 11'-2" 11'-3" 10'-8"
.032
17'-7" 17'-7" 17'-7" 17'-7" 17'-7""
15'-0" 14'-9` 14'-9" 14'-0" 14'-1"'>1'3"'-3'
.032
15 7" 15 7" 15 7" 15'-7" 15' 7' 15' 7"
14'-1" 13'-1" 13' 4" 12'4' 12' 6" 12'
1 D
.032
18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0"
15'-1" 14'-3"
30
018
8 4" 8 4" 8'-4- 8 4"
8 4° 8 4""r>7
7'-9" 7'-5° 7'-5 7'-2" 7'-2" 6'-10'
040
19'-7" 19'-7" 19'-T 19'-7" 19'-7' 19'-7"
17'-7" 16' 8" 16'-9" 15'-9" 16'-0" 15'-0'
040
17'-7" 17'-7" 17'-7" 17'-7" 17'-7" 17'-7"
15'-7" 14'-10" 14'-10" 14'-1" 14'-2" 13'4"
8'4"
040
19'-4" 19'4" 19'-4" I VA" 19'-4" 19'-4"
17' 6" 16'-10" 17'-0" 164" 16' 6" 16'-0"
20
.024
10'-1" 10'-1" 10'-1" 10'-1" 10'-1" 10'-1"
8'-8" 8'4" 8'-5" 8'-1' 8'-1" 7'-9"
10'4"
.020(1)
11,_3• 11,_3" 11,_3, 11,_3" 11'_3" 11,_3"
10'-1" 9'-6" 9'-6' 9'-0" 9'-1" 8' 8'
40
.020
10,_2" 10,_2• 10,_7, 10,_2° 10,_2• 10'_2•
9'-1" 8'-9" B'-9" 8'4' 8'-6" 7'-11"
12'-6"
.020
12'_1• 12'_1, 12'_1• 12'_1" 12'_1•
10'-10" 10'-4" 10'-3" 9'-9" 9'-10" 9'-5"
12'-6"
7'-10"
12-1" 12-1" 12-1" 12'-1" 12'-1" 12'-1"
24_
12'-6° 12'-6_ 12'-6_ 12'-6"_ 12'-6_ 12'-6"_
-02
11'4" 11'4' 11'-4_ 11'4_
_
_.02
13'-3_ 13'-3_ 13'-3_ 13'-3_ 13'-3" 13'-3"
11'4"
11'4°
10'-9°
10'-3"
10' 4"
9' 8'
9'-9"
9'-9"
9 IU-2-9 -10'
20
9'-9"
11'-2"
10'-9°
10'-9'
10'-3"
10'4'
9'-10'
11'-6"
20
12'-S"
12'-1"
032
9'-9"
9'-3"
9'-5"
8'-11"
zD
10'-0"
12'-2"
11'-8"
11 8"
11'-2"
11'-3"
10'-7"
•018
7'-3" 7'-3" 7'-3" 7'-3" 7'-3° T-3°
7' 8" 7'4" 7'4" 7'-1" 7'-1' 6'-10`
.032
14'-8" 14'-8" 14'$" 14'-8" 14'-0" 14'-8"
13'-3" 12'-9' 12'-9" 12'4" 12'4" 11'-7'
.032
IT -O"13'-0" 13'-0" 13'-0" 13'-0"
" 11'-6" 11'-0" 11'-0' 10' 6"
W14'
.032
15' 6" 15'-6" 15'-6" 15'-6" 15'-6"
14'-2" 13'-9' 13'-7" 13'-0" 13'-1"
15'-0"
12'-B'
.024
8'-9"
8'-9"
8'-9"
8'-9°
8'-9"
8'-9"
.040
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
16'-3'
.040
-6"l
10'-8"
14'-6"
14'-6"
14'-6"
1 V-6-
.040
16'-8"
16'-8"
16'8*
16'-8"
16'-8"
16'-8-
25
10'-3"
.040
10,_1„
9'-10"
9'-10"
9'-8"
.032
9'-8"
9' 8"
9' 8'
9'-8"
9'-8"
9'-8"
10,_7"
.020(1)
11'-1"
11'-1"
11'-1"
11'-1"
11'-1"
11'-1°
13'-0'
13'-3"
.020
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
11' 8"
.020
10'4"
10'4"
10'4"
10'-4"
10'4"
10'4°
14'-1°•
14'-1°
10' 6"
10'-2"
10'-2"
9'-7"
9' 8'
9'-2"
9'-10"
9'-3"
9'-5"
8'-11'
9'-0"
8'-6'
8'-11"
8' 8"
8'-8"
8'-3"
8'-3"
7'-10"
12'-1"
11'$"
10'-8"
10'-1"
10'-3"
9' 8"
9'-9"
9'4"
•016
6'-7"
7'-3"
6'-7"
7'-0"
6'-7"
7'-0"
6'-7"
6'-9'
6'-7"
6'-10"
6'-7"
6'-7"
.024
12'-0"
11'-0"
12'-0"
10'-7"
12'-0"
10' 8"
12'-0"
10'-2"
12'-0"
10'-3"
12'-0"
9'-9`
.024
10'4"
9'-11"
10'4"
9'-7"
10'-4"
9'-7"
10'4"
9'-2"
10'4"
9'-3"
10'-4"
8'-10"
.024
12'-0"
11'-6"
11'-7"
10'-10
11'-0"
10'-6"
.020
8-3"
25
8-3"
25
25
.024
8'-3"
8'-3"
8'-3"
8'-0"
8'-3'
8'-0"
8'-3'
7'-9"
8'-3"
7'-9"
8'-3'
7'-5"
.032
13'-2"
13'-1"
13'-2"
12'-7"
13'-2"
12' 8'
13'-2"
12'-2"
13'-2"
12'-3"
13'-2"
11'-0'
.032
11'-4"
11'-10"
11'4"
11'-3"
11'4"
11'-3'
11'4"
10'-9"
11'4"
10'-10`
11'4"
10'4"
.032
12'-1"
14'-1"
12'-1"
13'-7"
12'-1"
13'-8"
12'-1'
13'-1"
12'-1"
13'-2"
12'4"
30
c
INDICATES
ATTACHED
ATTACHED
FIGURE INDICATES
FREESTANDING
so
50
50
032
9 1"
9'-10"
9 1"
9'-6"
9-1'
9'-6"
9 1°
9'-1'
-1"
9`_I
9'-2"
9 1"
8'-10"
040
14-2"
15'-0"
14 2"
14'4"
14'2"
14'-2°
14-2"
13'-7'
14 2"
13' 8"
14 2"
13'-0"
040
12-3"
13'-3"
12 3"
12'-9"
12 3"
12'-9"
12-3"
12'-3"
12 3"
12'4"
12 3"
040
13 1"
13-1"
13-1"
13'-1"
13'-1"
13'_1"
9-B"
9-8"
9 8"
9 8°
032
10'-6"
10'-6"
10'-6"
10'-6"
10'-6"
10'-6"
9'-3'
9'-3'
9'-3"
9'-3"
9'-3"
9'-3"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-7"
9'-T'
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE/SNOW LOAD, psf
20 25 30 40 50
12"x3Y"x0.020° -
0.88 0.83 0.75 0.80
24"x2Y"x0.018" 0.85
0.80 0.65 0.65
24"x2y"x0.024" 0.90
0.88 0.70 0.65
24"x2J¢"xo.032" 0.90
0.88 - -
1 MULTI -SPAN REDUCTION FACTORS ARE ONLY
()
.020(1)
911.
9'-1"
9'-1"
9'-1"
9'-1"
9'-1•
.020
8'4"
8'-4"
8'4"
8'4"
8'4"
8'4"
.020
s'-0"
s' -o^
9'-0"
s'-0•
s' -o"
s' -o"
o
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
9'-2"P12'-6"
8'-1"
8_11"
8'-5"
8' 6"
W-2"
8_5•
8'-1"
8'-1"
7'-9"
7_10,
7' 6°
9,_11•
9'-7"
9'-7"
V-2"
9'4"
B.
IN TABLE 1 ABOVE.
11'-3"
11'-3'
11'-3"
IVY
11'-3"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-6"
10'4"
10'4"
10'4"
10'4"
10'4"
10'4"
30
.024
10 6"
10'-2"
9'-7"
9'-9"
9'-2"
.024
30
.024
9' 6'
9'-1'
9'-2"
8'-10"
8'-11"
8'4"
3D
.024
11'4"
10'-9"
11'-0"
10'4"
10'-0"
40
12'-6"
12'-6"
12'-6"
12'-6"
12'-6"
7'-10"
10'-9"
10'-9"
10'-9"
10'-9"
10'-9"
10'-9"
9'-8"
11'4"
11'4"
11'4°
11'4"
11'4"
11'4"
11'4"
11'4"
9 IU-2-9 -10'
9'-9"
9'-9"
032
12'-6"
12'-1'
11'-10"
11'-6"
11'-6"
11'-1"
12'-S"
12'-1"
032
11'-1"
10'-8"
10'-9"
10'4"
10'4"
10'-0"
032
032
13'-2'
12' 8"
13'-0"
12'-0"
12'-7"
11'-10
13'4"
13'4`
13'4"
13'4"
13'4"
13'4"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
11'-0"
10'-7"
10'-8"
10'-3"
.040
9'-10"
9'-7"
9'-7"
9'-3"
10'-3"
.040
10,_1„
9'-10"
9'-10"
9'-8"
12'-2°
12,_2•
.040
17_2"
12,_7
12,_2"
10,_7"
10,_7"
10,_7"
10,_7"
10,_7"
14'-2"
13'-8"
13' 6"
13'-0'
13'-3"
12'-0'
11'_7'
11,_2"
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
12'-7"
12'-2"
12'-2"
11' 8"
11'-9"
11'-3"
.040
14'-9"
14'-6"
14'-7"
14'-1°•
14'-1°
13'-7"
1 MULTI -SPAN REDUCTION FACTORS ARE ONLY
()
.020 (1)
911.
9'-1"
9'-1"
9'-1"
9'-1"
9'-1•
.020
8'4"
8'-4"
8'4"
8'4"
8'4"
8'4"
.020
s'-0"
s' -o^
9'-0"
s'-0•
s' -o"
s' -o"
o
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
8'-3'
8'-1"
8'-1"
7'-10"
7'-10"
7'-6"
7' 8"
7' 6"
7'-6"
7'-3'
7'-2"
6'-11"
9'-1"
8'-10°
8'-10"
8'-7"
8'-6"
B.
IN TABLE 1 ABOVE.
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3"
9'-0" 9'-0" 9'-0" 9'-0" 9'-0" 9'-0"
9'-6"
9'-6"
9'-6"
9'-6"
9'-6"
9'-6"
.024
.024
.024
_9
4D
9'-5"
9.1„
9.1•
8_10"
810"
8'-7"
40
8'-1'
7'-10"
40
10'-2"
9'-10"
10"
9'-7"
9'-8"
9'-3"
11'4"
11'4°
11'4"
11'4"
11'4"
11'4"
9 IU-2-9 -10'
9'-9"
9'-9"
9'-9"
9'-9"
12'-1"
12'-9"
12'-9"
12'4'
12'-S"
12'-1"
032
032
032
7 NOTE: PANEL FASTENERS
11'-3"
11'-1"
11'-0"
10'-7"
10'-8"
10'-3"
9'-10"
9'-7"
9'-7"
9'-3"
10'-3"
10'-1"
10,_1„
9'-10"
9'-10"
9'-8"
12'-2°
12,_2•
12'_7,
17_2"
12,_7
12,_2"
10,_7"
10,_7"
10,_7"
10,_7"
10,_7"
10,_7•
11,_2"
11,_2"
11,_2"
11,_2•
11'_7'
11,_2"
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
.040
.040
•04D
12'-8"
12'4"
12'4"
12'-1"
12'-1"
11'$"
11'-6"
11'-2"
11'-2'
10'-8"
10'-10"
10'-0"
13'-9°
13'4"
13'-6"
13'-0"
13'-1°
12'-7"
.020(1)
6-2"
8-2
8-2
8'-2'
8'-2"
8-2"
.020
7'-5"
7'-5"
7-5"
7'-5"
7'-5"
7'-5"
.020
8-3"
8-3"
8-3"
8-3"
8-3"
8-3"
FOOTNOTE: "SAMPLE"
7'-1"
7'-1"
7'-1'
6.11"
6'_11"
6'-9"
6'-5"
6'-5"
6'-5"
6'-3"
6'-3"
6'-1"
7'-8"
7'-7"
7'-8"
7'-5'
7.6"
7' -2 -
c
INDICATES
ATTACHED
ATTACHED
FIGURE INDICATES
FREESTANDING
so
50
50
024
9'2" 9-2- 9-2-
9-2" 9 2" O'7"
6'-0" 7'-1 7'-8' 7'-8" 7' 6"
024
3" 8-3" B-3- 8-3"
3" 8-3- ;_7
;>7
7'4" 7'-3' 73" 7'-1" 7'-0" 6'-11'
.024
8 9"
8'-9"
8-9"
8'-7"
8-9"
8'-T'
8'-9'
8'-5"
8'-9"
8'4"
8'-9"
10'-7"
10'-7°
10'-7"
10'-7°
10'-7"
10'-7"
W-1"
9-1"
9-B"
9 8°
9-B"
9-8"
9 8"
9 8°
032
032
032
9'-7"
9'-T'
9'-7"
9'-3°
9'-5"
8'-11"
8'-9"
8'-7"
8'-6"
8'-5"
8'4"
8'-3"
1014"
10'-3"
10'-0"
10'-1"
10'-1°
8
11'-3"
11'-3'
11'-3"
11'-3"
11'-3"
11'-3"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
10'4'
10'4"
10'4"
10'4"
1014"
10'4°
.040
.040
.040
11'-0"
10'-10"
10'-10"
10'-7"
10'-8"
10'4"
9'-10"
9'-9°
9'-9°
9'-5"
9'-T
9'-2"
11'-10"
11'-7"
11'-9"
11'-6"
11'
2 _ 04
W O
N Cfl LCA
2 H O M
ci
W p
uLu-
LLI >
Q Z U-)
O
O co U) U -j
CD O
(V
Q OFESS 1
S5885
OF CAIOF
03-11-16
DURALUM
IAPM0 0195
AHJAPPROVAL
REVISIONS
"RK OAIE DESCRFnON
4 STEL JOB # 16-1071
DATE 03-09-16
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
w •
_- --
.•} , r
1 MINIMUM'NUMBER_OF FASTENERS FOR"ROOF-PANEL -TO-SUPPORTING_BEAK8 WALL—
FOR:ATTACHED.AND-FREESTAND'ING=SOEID'COVERS
' TABLE 1 CTABLE-2_'l TABLE 3
° (2) 2"x6 %" AND CWA ANGERS 3'x_" AND . EXTRUDED AND 3"x8" WITH
6 %2" ROLL FORMED BEAMS STEEL HEADERSe> ` STEEL INSERT HEADERS
} _
NUMBER OF N❑.14 TEK OR SMS SCREWS NUMBER -8F N❑.14 TEK'OR SMS.:SCREWS SCREWS PE -NUMBER OF N❑.14 TEK OR SMS SCREWS
2 PER FOOT OF BEAM LENGTH' j o OOT_OF WALL HANGER AND -BEAM LENGTH t= o PER -FOOT OF BEAM LENGTH
Do
3 110 MPH 120 MPH 130 MPH 110 MPH "120 'MPH 'i, 130 MPH "' v 110 MPH. _ 120 MPH ' 130 MPH
EXP. B EXP, :EXP. B EXP. EXP. B EXP. C ~ EXP. B EXP, EXP. B"EXP., C, EV. -B EXP. C ~. EXP, B EXP, EXP, B EXP, EXP. -B EXP, C
5 1 1 1 1 1 1 2 5t 1' 1 1 51 1 `"
♦ . '.o - . 1 1' 1 1 '1 ♦1 1 1
2'
, ,1 1 -1. 2- 2 2- 1 1 •- 1 1 _ .1k 2
6 2 2 2 2 • 2 3 6 1 2 '2 ;+ 2 2 6 1 1 1 1 1 1
71 1, 2 1 1 2• 2 2 7t 1 1 1 ~ =2x: 2' 2 7 1 1 1
2, 2: 3 3 3 2;. 2 2 2 v:; 2. 2. 1 1 1 1 .1 2
2 2 2 2 2 t
i,g . 8 1 1 2 2 2 2 8'.
-.4 jar . 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 g 1 2 2 2 2 '2 g 1 1 1 1 1 1
{ ^M 2 3 3 3 3 4: 2 2 2 3 3 3 1 1 1 2 2 2
2- 2 2 22 3 1 2 2 2 2= `r2. 1 1 1 1 1 1
rs .
µ: 10 2 3 3 3 3 r 4 10,
0 2 2 2 3 3` 3 10' 1' 2 2' 2 2 2.
ti 4 F 111 2 2 .2 2 . 2 3" 1,1• 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
€ r'' 2 2 2 2 2 3 1 1 1 1 1 2
- 12' -
2 3. 2 3 3 3 3 4 3 4 3 5:.12:. :2 3 3 3' : 2. 4 12 2 2 2 2 2 2
3' 4 4 4 4 5 13' 2 3" 3 3 x 3 f 4 13' 2 2 2 2 2 r 2
, F- - - • Y . FOOTNOTE: "SAMPLE
FIGURE INDICATES ATTACHED
w'?e
FIGURE INDICATES FREESTANDING
jr
"•, w - - .. , ' - _ #ice _ n .-
O
N co Lo
'2 ujmm
u
uW,LL. .•
W>
Q
z
O '
C:)
r- t
co U) L6
ov)CD
o.,
FEssi
t •
S5885
OF CAO'J7•+
03-11-16
.T
Y DURALUM
IAPM0 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCPoPTION .
4 STEL JOB # 16.1071
DATE - 03-09.16
DRAWN BY AT
CHECKED GM
PANELS PANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
i
a
°
i
t
4 E24"
13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 13'-
50 .042 15'-0" 1
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-
°
5
6
0
7
0
8
* NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED.
16" 11 91-o" 19'-0" 19'-0" 19'-0"
.042
24" 15'-6" 6
15'-" 15'-6" 15'-6" 15-6" 15-6"
.024
25 1 .032
0.042"
RAFTER
SPANS FOR OPEN LATTICE STRUCTURES
TYP.
10'-7"
10'-7"
110/120/130 MPH
16"
EXP. B & C
24"
1
0.024" 6.5"
0.032"
0.032°
11'-7"
0.042°
0.042"
11'-6'
11'-6"
11'-2"
8-1"
MAX.
* 3"x8" RAFTER
* 2"x6.5" RAFTER
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36 OR
EQUAL
OR EQUAL
EQUAL
13'-4"
13'-4"
13'4"
9'-3"9'-3"
9'-6"
z W
12'-9"
9'-3"
9'-6"
3" x 8"
RAFTER
20'-2"
14'-4"
14'-4"
14'-4"
W
14'-4"
2" X 6 1/2" RAFTER
16"
16"
20'-9"
z W
20'-9"
DBL.
2" x 6 1/2" RAFTER
19'-10'
14'-9"
14'-9"
14'-9"
14'-6"
14'-7"
14'-2"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
11'-1"
z
16"
25'-1"
25-1"
25'-1"
'25-1 "
25'-1"
12'-1"
12'-1"
12'-1"
11'-10"
11'-7"
17',-4"
17'-4"
110 MPH
120 MPH
130 MPH
17'-4"
"T"
110 MPH
120 MPH
130 MPH
"T^
110 MPH
120 MPH
130 MPH
17'-9"
17'-9"
;T
a cwi
¢ w
a
13'-3"
13'-3"
LUSL
(IN)
n o
LUSL
(IN)
v)
LUSL
(IN)
n o
EXP. B EXP.0 EXP. B EXP.0 EXP. EXP.0
EXP.0 B EXP.0 EXP. B EXP.0
EXP.13 EXP.0 EXP.13 EXP.0 EXP. B
EXP.0
14'-7"14'-4"
FOOTNOTE:
"SAMPLE"
B
FIGURE
INDICATES
o
EXP. B
EXP.
ATTACHED
FIGURE INDICATES
°
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"---116"
4'-2"
14'-2"
14'-2"
14'-2"
14'-2"
13'-9"
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" 12'-3" 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"
24
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-3"
24"16'-3"
16'-3"
16'-3"
16'-3"
16-3"
15'-10"
2
23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9"
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
28'-7" 28'-6" 28'-7" 27'-9" 28'-3"
25'-7"
16"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
16"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
17'-7"
16"
25'-3"
25'-3"
25'-3"
25'-3"
25'-3"
24'-8"
20
.042
10
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,-4„
23'-3"
23'-4"
22'-8"
23'-1"
20'-10"
.032
24"
24"
24"
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'-V34'-33'-7"
34'-2"
32'-8"21'-6"
16"
21'-6"
21-6"
21'-2"
21'-3-2-9"2-9"21'21'21'-2"
16"
16„
30'-8"
3
30'-8"
30'-8"
29'-10"
25
.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"042
28'-2"
28'-27'-4"
27'-10"
26'-8"
24"
24"
24"
17'-7"
17'-7"
17'-7"
17'x"
17'-6"
16'-10"
17'-9"
17'-9"
17'-9"
17'-9"
17'-9"
17'-3"
25-1"
2
25'-1"
25'-1"
24'-4"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'-17'-4"
17'-4"
17'-3"
16"
16"
16"
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"
241
13'-7"
13'-7'
13'-7"
13'-7"
13'-7"
13'-7"
15'-10"
5'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15'-8"
15'-8"
15'-8"
15'-8"
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'-811
16„
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
16„
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
40
.042
20
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"
.032
24"
24„
24"
4 E24"
13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 13'-
50 .042 15'-0" 1
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-
°
5
6
0
7
0
8
* NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED.
16" 11 91-o" 19'-0" 19'-0" 19'-0"
.042
24" 15'-6" 6
15'-" 15'-6" 15'-6" 15-6" 15-6"
.024
25 1 .032
0.042"
10'-7"
10'-7"
TYP.
10'-7"
10'-7"
8.0"
16"
26'-7"
25'-6"
24"
0.029 6.5"
0.024" 6.5"
0.032"
0.032°
11'-7"
0.042°
0.042"
11'-6'
11'-6"
11'-2"
8-1"
MAX.
* 3"x8" RAFTER
* 2"x6.5" RAFTER
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36 OR
EQUAL
OR EQUAL
EQUAL
.042
2 N
O o ->o
C
CV Cfl LCA
LU a) m
rn
o
W LL
uw>
< LO
co O LLi
co o
rn
Q FESS I(}
co
S5885 '
- 1
OF CAl\FO
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
NARK DATE DESUPTTION
4 STEL JOB # 16-1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
MINIMUM FASTENERS
SH -5
5 OF 50 SHEETS
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
16"
26'-7"
25'-6"
24"
21'-10" 21'-10" 21'-10" 21'-10" 21'-10"
21'-9"
11'-7"
11'-7"
11'-7"
11'-6'
11'-6"
11'-2"
8-1"
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
24"
.024
24"
13'-4"
13'-4"
13'4"
9'-3"9'-3"
9'-6"
9'-6"9'-6"
12'-9"
9'-3"
9'-6"
9'-6"
9'-2"
20'-2"
14'-4"
14'-4"
14'-4"
14'-4"
14'-4"
14'x "
16"
16"
20'-9"
20'-9"
20'-9"
20'-6"
20'-7"
19'-10'
14'-9"
14'-9"
14'-9"
14'-6"
14'-7"
14'-2"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
11'-1"
24"
16"
25'-1"
25-1"
25'-1"
'25-1 "
25'-1"
12'-1"
12'-1"
12'-1"
11'-10"
11'-7"
17',-4"
17'-4"
17'-4"
17'-4"
17'-4"
16"
V7'-4
17'-9"
17'-9"
17'-9"
17'-7"
17'-1"
13'-3"
13'-3"
13'-3"
13'-3"
13'-3"14'-7"
24"
14'-7"
14'-7"14'-4"
FOOTNOTE:
"SAMPLE"
FIGURE
INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
2 N
O o ->o
C
CV Cfl LCA
LU a) m
rn
o
W LL
uw>
< LO
co O LLi
co o
rn
Q FESS I(}
co
S5885 '
- 1
OF CAl\FO
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
NARK DATE DESUPTTION
4 STEL JOB # 16-1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
MINIMUM FASTENERS
SH -5
5 OF 50 SHEETS
042
16"
26'-8"
25'-6"
26'-8"
25'-6"
26'-8"
25'-6"
26'-8"
25'-6"
26'-8"
25'-6"
26'-7"
25'-6"
24"
21'-10" 21'-10" 21'-10" 21'-10" 21'-10"
21'-9"
15'-10"
15-10"
15-10"
15-10"
15-10"
15'-10"
16
16'-3"
16'-3"
16'-3"
16'-1"
16'-2"
.024
24"
13'-4"
13'-4"
13'4"
9'-3"9'-3"
13'-2"
13'-3"
9'-3"
12'-9"
9'-3"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
25
.032
16"
20'-9"
20'-9"
20'-9"
20'-6"
20'-7"
19'-10'
24"
16'-7" 16'-7" 16'-7" 16'-7" 16'-7"
17'-0" 17'-0" 16'-8" 16'-9"
16'-7"
16'-3"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
.042
16"
25'-1"
25-1"
25'-1"
'25-1 "
25'-1"
24"
20'-0" 20'-0" 20'-0" 20'-0" 20'-0"
20'-6" 20'-6" 20'-6" 20'-6" 20'-6"
20'-0"
F20'-6"
2 N
O o ->o
C
CV Cfl LCA
LU a) m
rn
o
W LL
uw>
< LO
co O LLi
co o
rn
Q FESS I(}
co
S5885 '
- 1
OF CAl\FO
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
NARK DATE DESUPTTION
4 STEL JOB # 16-1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
MINIMUM FASTENERS
SH -5
5 OF 50 SHEETS
2
"
u■
SPLICE
WHERE
)CCURS-
0.075",
TYR
6.5" ROLLFORM
GUTTER FASCIA MAG BEAM
A ALUM. ALLOY B ALUM. ALLOY
3004-H36 I6063 -T6
).042"/
0.032"-
TYP.
3.0"
I ALUM. ALLOY 3004-H36
OR EQUAL
J DBL.2"x6.5"x0.032"
ALUM. ALLOY 3004-H36
OR EQUAL
HEADER -BEAM TYPES
41G
oR W/ (2 "C" INSERTS
_ 7.875" ASTM H ALUM. ALLOY 6063-T6
A653 SS. 1
GRADE 50 '
G60 NOTE:
WHERE V INSERT OCCURS AS SHOWN IN
8.0° 8.0 SPAN TABLES, IT SHALL BE INSTALLED THE
- 0:042= --0;04 -- - --- --- - -t---
TYP. TYP. 0.625"
I I
T 2 .87
l " " "
RFAM
I W/ 14 GA. STL. INSERT
Mm. 3i ASTM A653 GRADE 50 G60
( "x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM
A UM. ALLOY 3004-H36 L" ALUM. ALLOY 3004-H36 = W/ 12 GA. STL. INSERT
OR EQUAL OR EQUAL N ASTM A653 GRADE 50 G60
T=12 OR
14 GA.
ASTM
A653 SS
GRADE 50
G60 8.0"
.042"
TYP.
F---3.0" i- -
DBL. 3"x8"0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8x0.042" 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.
NOTE:
EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
NOTE: WHERE 12 AND 14 GA..STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
F , THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
G=3"SQ.xt=0.188"
R
o.o2a• H=3"SQ.xt=0.250"
/ F 0.032' `
0,042 `\=3"SQ.xt=0.313"
LAI C=4"SQ.xt=0.188"
-11.00.1- 6PLUGS
,5, % =4"SQ.xt=0.250"
.040' ALUM,
.048' STEEL #10 SMS 1,
3.0° t' EA. SIE 1/
3.0"
.032" r
ALUM. l t I_, I I I OT0 7,P5' 3.0 40
„
I l r- t
3" SQ. ALUM POST
B
GUTTER
3 SQ. ALUM. POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
EXT. CLIP
kITHDEPLATES
LOY 3004-H36
OR EQUAL
0.375
l
SPLICE I
WHERE I
T=12 GA
INSERT T=0A25'
ALUM.
SPLICE
WHERE
OCCURS I
ASTM A653 SS
GRADE 50 G60 3.0 .
WHERE
ALLOY
OCCURS 6063-T6
OCCURS
I
.032"
' 6.656" - 7.0"
4.0°
4.6"
ALUM.
0.110"
0.070"
TYP.
U.0665 .<
I - -
TYP
ITV. I
2.04"
-
i
L -----=----J
3" SQ.x0.032" ALUM. BEAM
0.375
E W/ 12 GA. STL. "U" CHANNEL
175„
ASTM A653 SS GRADE 50 G60 .
C 4" I -BEAM
ALUM. ALLOY
D 4.5" MAG GUTTER
ALUM. ALLOY
-
7" I -BEAM
F
6063-T6
6063-T6 "
1 25"
ALUM. ALLOY 6063-T6
S..G
W/ 1 NC„ INSERT
ALUM. ALLOY 6063-T6
41G
oR W/ (2 "C" INSERTS
_ 7.875" ASTM H ALUM. ALLOY 6063-T6
A653 SS. 1
GRADE 50 '
G60 NOTE:
WHERE V INSERT OCCURS AS SHOWN IN
8.0° 8.0 SPAN TABLES, IT SHALL BE INSTALLED THE
- 0:042= --0;04 -- - --- --- - -t---
TYP. TYP. 0.625"
I I
T 2 .87
l " " "
RFAM
I W/ 14 GA. STL. INSERT
Mm. 3i ASTM A653 GRADE 50 G60
( "x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM
A UM. ALLOY 3004-H36 L" ALUM. ALLOY 3004-H36 = W/ 12 GA. STL. INSERT
OR EQUAL OR EQUAL N ASTM A653 GRADE 50 G60
T=12 OR
14 GA.
ASTM
A653 SS
GRADE 50
G60 8.0"
.042"
TYP.
F---3.0" i- -
DBL. 3"x8"0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8x0.042" 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.
NOTE:
EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
NOTE: WHERE 12 AND 14 GA..STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
F , THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
G=3"SQ.xt=0.188"
R
o.o2a• H=3"SQ.xt=0.250"
/ F 0.032' `
0,042 `\=3"SQ.xt=0.313"
LAI C=4"SQ.xt=0.188"
-11.00.1- 6PLUGS
,5, % =4"SQ.xt=0.250"
.040' ALUM,
.048' STEEL #10 SMS 1,
3.0° t' EA. SIE 1/
3.0"
.032" r
ALUM. l t I_, I I I OT0 7,P5' 3.0 40
„
I l r- t
3" SQ. ALUM POST
B
3" SQ. ALUM. POST
C
3 SQ. ALUM. POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
ALUM. ALLOY 3004-H36
3" SQ. STEEL POST
FASTM A653 GRADE 50 CP60
kITHDEPLATES
LOY 3004-H36
OR EQUAL
MAG POST
E ALUM. ALLOY
6063-T6
SQ. STEEL POST
ASTM A500 GRADE B
2 cl
CV
o 0.)
W N co L!i
Z uj m
o(y .
LLI
Q Z Lf)
CD O O p
'N a
rn
Q FEss Ic ry
S 5885
OF CAI F
03-11-16
DURALUM
1APMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCR"DN
4 STEL JOB # 16.1071
DATE 03-09.16
DRAWN BY AT
CHECKED ISM
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7 OF 50 SHEETS
A o tl V u o t r o u H t > J
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
1
0
z
0
3
o
4
0
5
0
6
0
7
0
8
0.024" 6,5" 0.024" 6.5"
0.032" 0.032"
0.042" 0.042"
MAX
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
t
Z W
a ui
V
azo
2"
X 6 1/2" RAFTER
DRAWN BY AT
Z W
a v
Coo
DBL.
2" x 6 1/2" RAFTER
LL/SL
"T"
(IN.)
110 MPH 120 MPH 130 MPH
LL/SL
"T"
CIN•)
110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP.131 EXP.0 EXP. B EXP.0 EXP.13 EXP.0
uw>-
024
16"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
ccnO
024
16"
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
T-6" T-6" T-6" 7'-6" T-6" T-6"
8'-6" 8'-6" 8'-6" 8'-6" 8'-6"-1.v-10,,[-11'-10"
24"
11'-2" 11'-2" 11'-2" 11'-2"
11'-10" 11'-10"
11'-2"
11'-10"
032
16"
12'-6"
12'-6"
12'-6"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
30
03216"18
18'- 18'-7"18'-7"
18' 4"
rld-3"
18'-7"
18' 4"
18'-7"30
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"
042
16
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16-0"
15'-9"
16-0"
15'-9"
16'-0"
15'-9"
042
16"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
24"
12'-3" 12'-3" 12'-3" 12'-3" 12'-3"
12'-10 12'-10 12'-10' 12'-10' 12'-10' 12'-10'
24"
18'-6" 18'-6" 18'-6" 18'-6" 18'-6"
18'-2" 18'-2" 18'-2" 18'-2" 18'-2"
18'-6"
18'-2"
024
16"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
024
16"
2'- 2_,2'-10"
1
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12' 8"
24"
6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2"
T-2" T-2" 7'-2" T-2" T-2" 7'-2"
24
9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
10'-4" 10'-4" 10'A" 10' 4" 10'-4"
9'-10"
10'-4"
032
16"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-'l-"
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"
24"
12'-6" 12'-6" 12'-6" 12'-6" 12'-6"
12'-6"
—TZ4
—9'=4'"
—9 _4"-
—9'=4"
—9'=4"-
—91=4m
-13t--2"
-13'=2"- _.LT,_2". -13 =2„_ -.T,_2„_ .3,_2„-
.042
16"
13'-2"
13'-2"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
042
16
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19' 4"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'4"
24"
10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9"
24"
16'-2" 16'-2" 16'-2" 16'-2" 16'-2"
16'-2"
„
024
16"
T-3"
8-2"
T-3"
8'-2"
T-3"
8'-2"
7'-3"
8'-2"
7'-3"
8'-2"
7'-3"
8'-2"
024
16„
10'-10"
11'-4"
10'-10"
11'4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
1V-4"
10'-10"
11'-4"
24"
T-2" T-2" 5'-2" 5'-2" 5'-2" 5'-2"
5'-9" 5'-9" 5'-9" 5'-9"
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9, „ 9, " 9, " 9, " 9,4„
8'-3"
9, „
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
16
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"
7'-0" T -O" T-0" T-0" T-0" T-0"
8' 4" 8'-4" 8' 4" 8' 4" 8'-4" 8' 4"
24"
11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
11'-10" 11'-10" 11'-10" 11'-10" 11'-10"
11'-3"
11'-10"
16"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
042
16
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"7'-6"7'-6"17'-6"
17'-9"
17'-9"
17'-9.042
24"
Al2'-
9'-0" 9'-0" 9'-0"9'-0"9'-0"24"13'-7"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
13'-7" 13'-7" 13'-7" 13'-7"
14'-3" 14'-3" 14'-3" 14'-3" 14'-3"
13'-7"
0.024" 6,5" 0.024" 6.5"
0.032" 0.032"
0.042" 0.042"
MAX
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
t
1
s
p
DRAWN BY AT
'
N CO L
RAFTER SPANS FOR
2
LLI 0.) M
OPEN LATTICE
U
Z:D
W
p
O
uw>-
W
QZ C)
ccnO
CD U) o
cio
Q pFESS 1
C-3` K SEs
S5885
-OF
03-11-16
DURALUM
IAPMO 0195
REVISIONS I
INHK DATE DESCRIMON
4 STEL JOB # 16.1071
DATE 03-09.16
s
p
DRAWN BY AT
CHECKED GM
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
t
SH '6
6 OF 50 SHEETS
SIMPLE SPLICE
BEAM TO POST &LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE- DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13
FULL MOMENT ;
24'8. - _ I (WOOD. D
OD. ALUM. OR HABO D )
I (2#10 S.M.S.@ EA.
VALLEY, TYP. (12) -91'4 x 1/2' S.M.S. EACH SIDE OF 3-
° #10 S.M.S. - - SQ. POST (8 -TOTAL) --
II #12 S.M.S.
(8 TOT. 0 - - ALTERNATE: 1/4"0 BOLT W! WASHER
_ TYP. THICKNESS ='.035 (24 TO EP. SIDE OF 3' SQ. POST
" 6.38• 11
TYP. THICKNSS=.035" mE __
II II w
II + + ++
y II II - 1.50)
2 Ll ALUM. ALLOY 3004-H36 w '
ALUM. ALLOY 3004-H36 + 1.10"
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED _=_ 75 I O
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR I I i +S 150
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS 3 SO. Posr
SPLICES - ROLLFORMED & EXTRUDED FASCIAS
NOTCH I BEAM FLANGE 2.35-
° - I -BEAM ALUM ALLOY I 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. POST,CONNECT WEB
TO POST /i 3"--I STL. C -BEAM THRU BOws2) /8" OEAM
" - I TOTAL= (8}1/2"0 BOLTS - @ - 4414 x 12' S.M.S. EACH SIDE OF 3 -
SQ POST AND (3) - 5/B" 0 THRU BOLTS SO. POST (I1 -TOTAL)
3 8
SPLICE WHERE 4n
t OCCURS
o .070"
TYP. 4 6063-T6
4" I -BEAM
.' @ 7' I -BEAMS ALTERNATE: 1/4'0 OLT W/ WASHER
EA- SIDE OF 3" SQ. POST
. c IrGUTTER FASCIA
3.00' - W SQ. POST i MAG BEAM
OR 240
L3 SO. STI. BEAM
H - BRACKET TO POST 14 RAFTER "TAIL" TO GUTTER 15
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
--- ----- — --3" x 8" z .042"-BEAM,-ROOF-LIVEAND-SNOW-LOADS
3" SQ.;STEEL OR
MAG BEAM:lo
t
MOMENT C -SPLICE
.SI -
SPLICE WH
OCCUI
"L" FASTENERS
1'-0"
1.00
o - /--o
2.00
tl
0 0
O o
6 - #14 SDS
3'-0"
12 - #14 SDS
FASTENER SPACING = 3/4"
16" 1 "
3' 0"
.' @ 7' I -BEAMS ALTERNATE: 1/4'0 OLT W/ WASHER
EA- SIDE OF 3" SQ. POST
. c IrGUTTER FASCIA
3.00' - W SQ. POST i MAG BEAM
OR 240
L3 SO. STI. BEAM
H - BRACKET TO POST 14 RAFTER "TAIL" TO GUTTER 15
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
--- ----- — --3" x 8" z .042"-BEAM,-ROOF-LIVEAND-SNOW-LOADS
3" SQ.;STEEL OR
MAG BEAM:lo
t
MOMENT C -SPLICE
.SI -
SPLICE WH
OCCUI
"L" FASTENERS
1'-0"
4 - #14 SDS
2'-0"
6 - #14 SDS
3'-0"
12 - #14 SDS
FASTENER SPACING = 3/4"
FASTENER TO FASCIA- SEE TABLE
FASTENER TO RAFTER TAILS - SEE TABLE
OPTIONAL LATTICE TUBES
#14 x 1/2" S.M.S. TOP AT OVERHANG
(6)-#14 SDS @ EA. SIDE#. & BOTT. (2)-TOT.I
TOP & BOTT. TOT.=24 R
0
3'
00
ROOF PANEL a FASTENER 6 1/2" "
-- — o a GROUP
ROLLFORMED OR 00 -
EXTRUDED GUTTER
ALUM. BRACKET X
L 1 _
3"X 3" ALUM. OR #14 S.M.S. @12-O.C. f/
ALUM. ALLOY 16" 1 ° STEEL POST FASCIA
6 6063-T6 S-0" 6 1/2"x2"x.024 2" 1" "L" SEE TABLE
7" I -BEAM RAFTER -
MOMENT C -SPLICE
r
1 2" SQ. OR 2" LATTICE TUBE P1 2"x3" LATTICE TUBE P2 LATTICE TUBE TO RAFTER 16 "U" BRACKET -RAFTER TO BEAM 17
° 3.125" FOR 3 x RAFTER
2.125" FOR 2 x RAFTER
ALUM. ALLOY 3105-H25 1 1/2" SQ., 2" SQ.,
ALUM. ALLOY 3105-H25 OR 2"x3" LATTICE t = .040" @ 6063-T6
7 #8 x 2 "SMS, 2 1/2" @ 3" O.C. MIN. 1 1/2"
1.50 1.50„ OR 3 1/2", TYP. rRAFTER
UP TO 6"O.C. MAX.
.28" .28" 3.. (6)-#14x "TEK SCREWS t/2' MIN.•0181, x.018° BRACKET TO RAFTER
O O
`,;?
8
(6) - #14x 3/4" TEK SCR
BRACKET TO E
Q pFESS 1(
S5885
`3A_7Fl 1 E
03-11-16
DURALUM
IAPMO 0195
l
REVISIONS I
ANRK DOTE DESCRVMN
4 STEL JOB # 16-1071
DATE 03-09.16 3"q
DRAWN BY AT g
CHECKED GM 8±
BEAM TO POST &
LATTICE TUBE TO
RAFTER CONNECTION g
s
DETAILS
a
SH - 12
12 OF 50 SHEETS
Z
04
o
W
Wrnc
ttZnn
U rn
o
wi wL
LLI
Z Lo
Q
0
C U) LC5
O G7p
N
-
Q pFESS 1(
S5885
`3A_7Fl 1 E
03-11-16
DURALUM
IAPMO 0195
l
REVISIONS I
ANRK DOTE DESCRVMN
4 STEL JOB # 16-1071
DATE 03-09.16 3"q
DRAWN BY AT g
CHECKED GM 8±
BEAM TO POST &
LATTICE TUBE TO
RAFTER CONNECTION g
s
DETAILS
a
SH - 12
12 OF 50 SHEETS
_ I
Dx 0<
Fo
m
g
REG/Sp
D
CIZaACERO,
o =
pZ
p C
mD0
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vC
o
o
w o cn 2
TC ENG/NEED'/NG
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SUITE 200
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MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
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#-° 5
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6 -
- ALUM. ALLOY 3.00" OR
6063-T6 2,40"
0 1.375"
1. 0 .75"
0
-- o
7 p
1.60"
1.50 .090" TYP.
INSTALL 1Y2" x 1Y" x Y" HDG
° WASHER PLATE AT ANCHORS
FOR 130 MPH
NOTE: CONCRETE SLAB ANCHORS SHALL BE
8" DIAMETER SIMPSON STRONG -BOLT 2 SS
8 (ICC -ES ESR -3037)
ALUM "T" BRACKET O
q 7/16"0 HOLE
FOR 3/8" MB
ASTM A500 GRADE B
INSTALL 1Y2" x 1Y2" x Y" HDG
WASHER PLATE AT ANCHORS
157"
TYPj
USE FOR 3" OR 4"
STEEL POSTS
q 2- 5/16"0 HC
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
N
2 FLANGES
2 1/8" APART
BASE FLARES
TO 3"WIDE EA,
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
STEEL POST ONLY:
USE POST TYPE
F,G,H,I,JORK .
112 DEPTH OF I i
FOOTING OR
12" MIN. EMBD. 1 I
=1 " L111 .y
33" MINIMUM DISTANCE FROM
TABLE 1
i
"T" BRACKET @ 3 -SQ. POST
ATTACHED ONLY
W/ (4}414 SMS EA. SIDE OF POST
28"
OR 1/2" M.B. THROUGH POST
FREESTANDING
" POST' POST
SLAB CRACK TO COLUMN.
ALTERNATE FTG.
SINGLE POSTS
FOOTING SIZE BOLTS EMBED.
CUBE SIZE SQ. 18" DEEP "CUBE FTG.
18" 18" SO. 12"
1r-22" CUBED (1)
(2)-8.0
17/8'
`
(2}3/8.0 STRONG -BOLT 2 SS
23.8 24" CUBED (1)
EA. BRACKET TO SLAB.
3
9 1/2" MINIMUM DISTANCE TO
SEE TABLE 1
-
EDGE OF SLAB.
W
rz
.-
#-° 5
fi -
*ry
6 -
- ALUM. ALLOY 3.00" OR
6063-T6 2,40"
0 1.375"
1. 0 .75"
0
-- o
7 p
1.60"
1.50 .090" TYP.
INSTALL 1Y2" x 1Y" x Y" HDG
° WASHER PLATE AT ANCHORS
FOR 130 MPH
NOTE: CONCRETE SLAB ANCHORS SHALL BE
8" DIAMETER SIMPSON STRONG -BOLT 2 SS
8 (ICC -ES ESR -3037)
ALUM "T" BRACKET O
q 7/16"0 HOLE
FOR 3/8" MB
ASTM A500 GRADE B
INSTALL 1Y2" x 1Y2" x Y" HDG
WASHER PLATE AT ANCHORS
157"
TYPj
USE FOR 3" OR 4"
STEEL POSTS
q 2- 5/16"0 HC
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
N
2 FLANGES
2 1/8" APART
BASE FLARES
TO 3"WIDE EA,
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
STEEL POST ONLY:
USE POST TYPE
F,G,H,I,JORK .
112 DEPTH OF I i
FOOTING OR
12" MIN. EMBD. 1 I
=1 " L111 .y
33" MINIMUM DISTANCE FROM
TABLE 1
TABLE 2
ATTACHED ONLY
ATTACHED AND
28"
FOOTING & ANCHOR BOLTS
FREESTANDING
ALUM."T"BRACKET USE WITH .,
POST TYPE B,C,D, OR E.
STEEL."T" BRACKET OR 9" SQ..
SLAB CRACK TO COLUMN.
ALTERNATE FTG.
SINGLE POSTS
FOOTING SIZE BOLTS EMBED.
CUBE SIZE SQ. 18" DEEP "CUBE FTG.
18" 18" SO. 12"
1r-22" CUBED (1)
(2)-8.0
17/8'
20" 21' SQ. 12"
BASE PLATE USE WITH
POST TYPE B,C,D,E,F,G,H,J OR K.
23.8 24" CUBED (1)
• '
(2)-12.0
31/4"
22" 25" SQ. 16"
SEE TABLE 1
-
24" 28" SQ. 20"
30"
39" SQ.
28"
- 35" - 39" CUBED (2)
25-- 30" CUBED (2)
(4)-12.0
31/4'
26" 32" SQ. 23-
-
W
rz
.-
#-° 5
fi -
*ry
6 -
- ALUM. ALLOY 3.00" OR
6063-T6 2,40"
0 1.375"
1. 0 .75"
0
-- o
7 p
1.60"
1.50 .090" TYP.
INSTALL 1Y2" x 1Y" x Y" HDG
° WASHER PLATE AT ANCHORS
FOR 130 MPH
NOTE: CONCRETE SLAB ANCHORS SHALL BE
8" DIAMETER SIMPSON STRONG -BOLT 2 SS
8 (ICC -ES ESR -3037)
ALUM "T" BRACKET O
q 7/16"0 HOLE
FOR 3/8" MB
ASTM A500 GRADE B
INSTALL 1Y2" x 1Y2" x Y" HDG
WASHER PLATE AT ANCHORS
157"
TYPj
USE FOR 3" OR 4"
STEEL POSTS
q 2- 5/16"0 HC
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
N
2 FLANGES
2 1/8" APART
BASE FLARES
TO 3"WIDE EA,
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
STEEL POST ONLY:
USE POST TYPE
F,G,H,I,JORK .
112 DEPTH OF I i
FOOTING OR
12" MIN. EMBD. 1 I
=1 " L111 .y
33" MINIMUM DISTANCE FROM
28"
35" SQ.
25"
SLAB CRACK TO COLUMN.
d
31- - 34" CUBED (2)
(4}5/8.0
4"
FROM END
W
`
(1%" MIN. EMBEDMENT)
I
POURED
SQUARE, SEE FTG.
CONCRETE
30"
39" SQ.
28"
- 35" - 39" CUBED (2)
(4)-3/4'0.
4 3/4"
32"
43" SQ.
30"
DE1 ITH dA
34"
4T SQ.
32'
o
k
LAB SHALL BE IN
GOOD
r
j
v POURED CONCRETE
• FOOTING SEE TABLES
40"- 42* CUBED (2)
(4),V4 0
4 3/4•
36"
51" SQ.
34"
CONDITION
t
NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS
38"
55" SQ.
37"
"
FOR SIZE
40"
60" SQ.
39
3 1/2" MIN. SEE FOOTING
—IN -BEAM -SPAN -TA BLE — — - ;Qu ----
([CC -ES ESR -3037)
-1)-MAY'USE-EITHER STEEL T'BRACKET'OR
4-
ALTERNATE FREESTANDING BASE PLATE.
42"
64" SQ.
41"
44"
69" SQ.
43"
+`
EXISTING SLAB
7 'ATTACHED
O
POSTS TO CONC. FOOTING
2) REQUIRES USE OF ALTERNATE FREESTANDING
BASEPLATE.
CUBE FOOTING W/ 312• SLAB
r
COVERS ONLY
ATTACHED COVERS ONLY
•).y v
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.-
#-° 5
fi -
*ry
6 -
- ALUM. ALLOY 3.00" OR
6063-T6 2,40"
0 1.375"
1. 0 .75"
0
-- o
7 p
1.60"
1.50 .090" TYP.
INSTALL 1Y2" x 1Y" x Y" HDG
° WASHER PLATE AT ANCHORS
FOR 130 MPH
NOTE: CONCRETE SLAB ANCHORS SHALL BE
8" DIAMETER SIMPSON STRONG -BOLT 2 SS
8 (ICC -ES ESR -3037)
ALUM "T" BRACKET O
q 7/16"0 HOLE
FOR 3/8" MB
ASTM A500 GRADE B
INSTALL 1Y2" x 1Y2" x Y" HDG
WASHER PLATE AT ANCHORS
157"
TYPj
USE FOR 3" OR 4"
STEEL POSTS
q 2- 5/16"0 HC
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
N
2 FLANGES
2 1/8" APART
BASE FLARES
TO 3"WIDE EA,
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
STEEL POST ONLY:
USE POST TYPE
F,G,H,I,JORK .
112 DEPTH OF I i
FOOTING OR
12" MIN. EMBD. 1 I
=1 " L111 .y
(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)
INSERT TO
BASE PLATE 3/16"
POST _
INSERT
9" SQ. X 5/8" THK.
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 X" I 6 Y" 1Y4.
3"OR4"SQ.
INSERT
x 0.188"
ASTM A500
GRADE B
STEEL
WELDED STEEL BASE PLATE 1
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
z
o r -
W N co Lf')
1 .
cf) U m
W O XX
WQ
LL-
uw>-
0
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LD
Mcn
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S 5885p
- 1
OF CAL\F
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPDON
4 STEL JOB # 16.1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
COLUMN I POST SURFACE
MOUNT AND FOOTING
EMBEDMENT DETAILS
SH - 10
10 OF 50 SHEETS
<
x9" LONG, 1"EL
LU
FROM END
W
OF POST
Z
POURED
SQUARE, SEE FTG.
CONCRETE
_SCHEOULE_IN_BE-M
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)
INSERT TO
BASE PLATE 3/16"
POST _
INSERT
9" SQ. X 5/8" THK.
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 X" I 6 Y" 1Y4.
3"OR4"SQ.
INSERT
x 0.188"
ASTM A500
GRADE B
STEEL
WELDED STEEL BASE PLATE 1
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
z
o r -
W N co Lf')
1 .
cf) U m
W O XX
WQ
LL-
uw>-
0
< u)
LD
Mcn
C> cn
N C
'ct
Q pfESS lq
S 5885p
- 1
OF CAL\F
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPDON
4 STEL JOB # 16.1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
COLUMN I POST SURFACE
MOUNT AND FOOTING
EMBEDMENT DETAILS
SH - 10
10 OF 50 SHEETS
1
0
2
0
3
0
4
0
5
e
6
0
7
0
B
0
c r
LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS
a
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
4
5
5
6
12'
4
5
5
6
5
7
- 13-
--4—
--5—
--5—
—6--
—6--
—7—
<=
m
2"X6.5"X0.042" SIDE PLATES
110 MPH
120 MPH
130 MPH
EXP. BI
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.
BEAM SPLICE TO _
JI)OCCUR DIRECTLY OVER 5/8"0 PLASTIC
I POST. NOT PERMITTED PLUG WHERE
6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE
PER SIDE I
5" ,5^ #14 SMS MAY
BE USE AS
ALTERNATE TO
1/4"0 BOLTS
8" BEAM
5"
DOR I
SEE NOTES ol
BELOW I I 6 1/2" SIDEPLATE EA.
I I 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"
1❑ 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 21
ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED
COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED
r (E) STRUCTURE
ROLL -FORMED OR
INSULATED ROOF PANEL
ERL❑CKING SEAMS, TYP.
WALL
HANGER
FR FAfti
ROOF PLAN
FASTENERS,
'ET 4
ROLL—FORMED #14 SMS 0 32' D.C. MAX.
OR IRP (4 MIN, PER PANEL INTERLOCK)
OLL—FORMED
PANEL
N1
2t PE
ROOF PANEL ATTACHMENT
SEE SHEET 4
ROOF HANGER
#14 SMS 2 32' D.C.
4 MIN. PER
ALUMINUM
TOP L BOTT. 0.024'
P
ROLL -FORMED PANEL INSULATED ROOF PANEL
(2) INTERLOCKING SEAM INTERLOCKING JOINT
2
NCNJ CD
CO u)
Z Lu0)cv)
2 0')
u Lu
Q Z
O
O
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c), U) o
rn
Q pFESS Igy1l
co
S 5885
OF ca kL.
03-11-16
DURALUM
IAPMO 0195
AHI APPROVAL
REVISIONS
MARIE DATE DESCFW noN
4 STEL JOB # 16-1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
LATERAL FORCE
RESISTING SYSTEM /
MIN. NUMBER OF
REQ. COLUMNS
SH - 11
11 OF 50 SHEETS
° ° o
1
A34 FRAMING ANGLE
SEE TABLE 2
FASTENERS, SEE TABLE 3—
° R.F. OR EXT. HANGER
CHANNEL, 2X OR 3X
RAFTER BRACKET
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR 8, SITE-SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
2 ALUM. PANEL RJ \ "F EXIST. RAFTERS AT
3x ALUM. RAFF TEER\\ I 4 I— 24" O.C. AT ROOF
EXIST. FASCIA BOARD OVERHANG
ALLOWABLE PROD. EXISTING EAV W FULL DEPTH
WOOD SCAB,
TO BEAM OVERHANG WHERE OCCURS,
° SEE TABLE 1 (24" MAX.) SEE TABLE 2
A EAVE CONNECTION
rA L EXISTING ROOF OVERHANG DESIGN LOADS,
RDL = 3 psf (MIN) TD 8 psf (MAX) RLL = 20, 25,
3 30, 40, & 50 psf
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS
TABLE 1
°
4
°
5
°
6
°
7
0
8
2"x10" NOTCHED
20
EXISTING
2" x 6" NOTCHED
FRAMING MEMBER
:OVER
AT ROOF
LUSL
OVERHANG
2"x6" FULL OR
2"x8" NOTCHED
2" x 4" FULL
30
2" x 6" NOTCHED
10
2"x6" FULL OR
2"x8" NOTCHED
2"x10" NOTCHED
20
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
25
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
30
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
40
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
550
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
LEDGER OR WALL HANGER
WITH FASTENEF"
PER TABLES 3 8
1"
3
i"
2x WOOD STUD OR
CONCRETE WALL
WALL CONNECTION
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6' (AT 2"x6.V2"
MINIMUM RAFTERS), NOMINAL 2'x8' (AT 3"x8" MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2'x6Y2' OR 3'x8" ALUMINUM SECTIONS.
TABLE 2
TEEL NOTEt BRACKET CAN BE
HOLES,TYP. LOCATED ANYWHERE DN EAVE.
NOTE: PROVIDE WATER
P. BRACKET PROTECTION, METAL FLASHING
T EVERY 2x CAUCK JOINTS AND SLOPE
!PPNOTE:
TO DRAIN (OPTIONAL)
ISTING EAVE ALLOWABLE PROJ. TO BEAM
VERHANG SEE TABLE
1 '1/4(24" MAX) 2x6 OR 2x8 LEDGER
AFTER14x3 1/2' W.NOTE, PLACLAR NOTE:BRACKET MAYBE
MATERIAL BETWEEN BRACKET AND MOUNTED BELOW RAFTER
COMP, SHINGLE ROOFING TO PROVIDE
SEAL W/ SAME CONNECTION'S.
C ALTERNATE EAVE CONNECTION
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE 4 a,b ANCHORS INSTALLED
26-0"
DESIGN
(E) WALL
COVER
LOADS
OPENING
PROJECTION
10, 20 psf
>8.
>18'
30, 40 & 50 psf
> 6'
> 14'
2x WOOD STUD OR
CONCRETE WALL
WALL CONNECTION
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6' (AT 2"x6.V2"
MINIMUM RAFTERS), NOMINAL 2'x8' (AT 3"x8" MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2'x6Y2' OR 3'x8" ALUMINUM SECTIONS.
TABLE 2
TEEL NOTEt BRACKET CAN BE
HOLES,TYP. LOCATED ANYWHERE DN EAVE.
NOTE: PROVIDE WATER
P. BRACKET PROTECTION, METAL FLASHING
T EVERY 2x CAUCK JOINTS AND SLOPE
!PPNOTE:
TO DRAIN (OPTIONAL)
ISTING EAVE ALLOWABLE PROJ. TO BEAM
VERHANG SEE TABLE
1 '1/4(24" MAX) 2x6 OR 2x8 LEDGER
AFTER14x3 1/2' W.NOTE, PLACLAR NOTE:BRACKET MAYBE
MATERIAL BETWEEN BRACKET AND MOUNTED BELOW RAFTER
COMP, SHINGLE ROOFING TO PROVIDE
SEAL W/ SAME CONNECTION'S.
C ALTERNATE EAVE CONNECTION
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE 4 a,b ANCHORS INSTALLED
26'-0"
26-0"
1 26'-0"
26'-0"
TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
1 26'-0"
''
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
1^1
MAXIMUM PROJECTION
1^/
l^/
(A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING. SD9112 SCREWS WITH 2x FULL
DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL
COVER
LUSL
NUMBER AND TYPE
OF FASTENERS
WIND SPEED (MPH) AND EXPOSURE
110,B
1101C
120,B
120.0
130, B
130, C
—
10
i =O-SIMPSBN-STRONG-BOL-T-2
SS AT 48' D.C. (a,b)
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
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.
26'-0"
26'-0"
26'-0"
25'-7"
25'-4"
21'-2"
o
63:
WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
(EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C)
WIND SPEED
(EXP. B & C)
20
16' 0 SIMPSON STRONG -BOLT 2
SS AT 48' O.C. (a,b)
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
26'-0"
26-0"
1 26'-0"
26'-0"
26-0"
1 26'-0"
''
%—/
1^1
%—/
1^/
l^/
l^/
l^1
l^l
l^/
V''l
L•'`/
k-/
k-1
V''I
L•'`I
V'I
1^1
l^l
L
25
W 0 SIMPSON STRONG—BOLT 2
SS AT 48' D.C. (a,b)
6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
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
M SOC.STRO STRONG -BOLT 2
S ATSIMPSON
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
8
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
.(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
9, (A) (A) (A) (A) (A) (A) I (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
40
S ATSI3MGPSaNC STRONG -BOLT 2
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)
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
11'
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
50
W 0 SIMPSON STRONG -BOLT 2
Ss AT 24• D.C. (a,b)
26'-0"
26'-0"
26-0"
26'-0"
26'4-
26'-0"
12' (A) (A) . (A) (A) (A) (A) I (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B)
26-0"
26'-0"
26'4"
26'-0"
26'-0"
264"
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
FOOTNOTES TO TABLES 3 & 4:
a, EMBED ANCHOR 3' MINIMUM
INT❑ CONCRETE WALL AND
INSTALL IN ACCORDANCE
WITH ESR -3037
b, USE 3' SQ.x/4' STAINLESS
STEEL WASHER WHEN
INSTALLING NEW WOOD
LEDGER AGAINST EXISTING
CONCRETE WALL,
c, WHERE ROOF PANEL RAIL
OCCURS, USE Y2' DIAMETER
LAG SCREW IN LIEU OF (2)
Y4 DIAMETER LAG SCREWS,
26'-0"
26-0"
26'-0"
26'-0"
26'-0"
26'-0"
16'-0"
16-0"
16'-0"
16-0"
16'-0"
16-0"
(C) - (2) Y4' DIAMETER LAG SCEWS
(D) - V DIAMETER LAG SCREW
(E) - -Y4 DIAMETER LAG SCREW
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
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.
26'-0"
26'-0"
26-0"
26'-0"
26'-0"
26'-0"
a= 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. B & C) (EXP. B & C)
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
~ 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6-
5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) I (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)
26'-0"
26'-0"
26'-0"
26'4-
26'-0"
26'-0"
T (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)
W-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)
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)
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)
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
12' (C) (C) (C) (D) (D) (D) (D) (D) I (D) (D) (D) (D) I (E) (E) (E) I (E) (E) I (E)
2 o
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Mt iZ r .. v.:. 7„ I -BEAM 7" I -BEAM
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29'-6" 27
E
26'-4" 36 K 16'-0" 22
B
15'-7" 32
G
13'-2" 13'-1" 20
B
13'-2" 13'-0" 27
G
5'
-
O
25'-9" 29
22' 4" 37 K
28'-6" 30
24'-8" 38 13'-8" 24
13'-4" 32
1.2'-7" 10'-9" 22
12'-3" 10'-7" 29
`
-
11'-4"
6'
25'-3" 27
E
22'-7" 35 1
27'-9" 28
E
24'-1 36 1 14'-7" 22
B,.
14'-3" 31
G
12'-1" 12'-0" 21
g
12'-1" 1'-10" 27
G
6'
24'-3" 30
21'-1" 37 K
26'-9" 31
23'-3" 37 K 12'-7" 24
- 12'-3" 32
11'-6" 9'-10" 23
11'-2" 9'-8" 28
7
9, 8„
7,
24'-0" 28
E
21'-6" 34 H
26' 4" 29
E
23'-8" 1 13'-6" 23
13'-2" 30
G
11'-2" 11'-1" 22
11'-2" 11'-1" 27
G
,
7
23'-1" 31
20'-1" 36 K
25'-6" 32
22'-1" K 11'-8" 25
C
11'-4" 31
10'-8" 9'-2" 23
B
10' 4" 9'-0" 27
'
J
8'-6"
8'
23'-0" 29
E
20'-7" 34 H
25'-3" 30
E
22'-8" I 12'-8" 24
P34
C,
12' 4" 30
G
10'-6" 10'-4" 22
B
27
G
,
8
22'-1" 32
19'-2" 36 1
24'-4" 33
21'-2" K 10'-10 26
10'-8" 36
10'-0" 8'-7" 24
4" 27
°
- T-7"
9'
22'-1" 29
E
19'-9" 34 H
24'-3" 30
E
21'-9" I 12'-0" 24
C
11'-8" 29
G
9'-10" 9'-9" 23
C
279'
M9'-48'
G
21'-3" 33
18'-6" 35 1
23'-6" 34
20' 4" K 10'-3" 26
10'-1" 30
9' 4" 8'-1" 24
B10"
27
6'-9"
10'
21'-4" 30
E
19'-1" 34 H
23'-6" 31
E
21'-1" 34 I 11'-4" 25
°
C
11'-1" 29
G
9' 4" 9'-2" 23
C
28
G
10'
20'-7" 34
17'-10' 35 I
22'-8" 35
19'-8" 36 J 9'-9" 27
9'-7" 30
9'-0" 7'-8" 25
'-2 , 27
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
8
O
9'-10' 35
17'-3" 35 J
22'-0" 36
19'-1" 36 J 9'-4" 27
9'-2" 31
8'-7" 7'-4" 25
8'-0" 6'-7" 28
r
5 -8 „
20'-1"
12
31
E
18'-0" 35 I
22'-1" 32
E
19'-9" 36 10'-4" 25
J
E
10'-2" 30
H
8'-7" 7'-8" 23
'
8'-7"
9'-3" 35
16'-9" 34 J
21'-3" 37
18'-6" 35 9'-0" 27
:
8'-9" 31
G
8'-2" -10" 25
7'-4"
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03-11-16
DURALUM
IAPMO 0195
FAHJAPPROVAL -
REVISIONS
MARK DATE DESCRFnON
4 STEL JOB k 16.1071
DATE 03-09-16
DRAWN BY AT
CHECKED GM
SOLID COVERS ATTACHED
& FREESTANDING BEAM
SPANS, 10 PSF L.L,
110-130 MPH
SH - 16
16 OF 50 SHEETS
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03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRWT"
4 STEL JOB # 161071
DATE 0&09-16
DRAWN BY AT
CHECKED GM
SOLID COVERS ATTACHED
& FREESTANDING BEAM
SPANS, 10 PSF L.L,
110-130 MPH
SH - 17
17 OF 50 SHEETS