BPAT2016-005578-495 CALLE TAMPICO 4
LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number: BPAT2016-0055
Property Address: 49499 EISENHOWER DR
APN: 658190011
Application Description: LA QUINTA RESORTS / PATIO COVER / POOL 530
Property Zoning:
Application Valuation: $1,000.00
Applicant:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
37897 CHESTERFIELD STREET
INDIO, CA 92203
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 {commencing with Section 7000) of Division 3 of the Business and Professions Code,
and my License is in full force and effect.
License Class: C-8. C51 License No.: 9378811
a G9irfractor: �c Chi r,�— C3we� �/4 "ti
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 contractors) 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:
1
Owner:
KSL DESERT R
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 6/9/2016
BOSTON, A �2�3 ON 1� 2016
MU
'�
COHibiUNlTlOe L4QUINTA
ELOPAlENTOEPApTME,,
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
Df the work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: Policy Number:
1 certify that in the performance of the work for which this permit is issued, I
siall 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 provisions.
� 6 A plicant:kC to H C'1 n,C,A.
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
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: C Si lure `. ppllic'ant or Agent):
FINANCIAL INFORMATION
DESCRIPTION ACCOUNT QTY AMOUNT
PAID PAID DATE
BSAS SB1473 FEE 101-0000-20306
0
$1.00
$0.00
PAID BY METHOD
RECEIPT #
CHECK #' CLTD BY
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $0.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PAID
PAID DATE
PATIO COVER, STD, OPEN
101-0000-42404
0
$97.17
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$95.72
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
•
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PAID
PAID DATE
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00
TOTALS:•4 ••
Description: LA QUINTA RESORTS / PATIO COVER / POOL 530
Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: APPROVED
Applied: 6/9/2016 MFA
ENGINEERED - OPEN
Approved: 6/9/2016 MFA
Parcel No: 658190011 Site Address: 49499 EISENHOWER DR LA QUINTA,CA 92253
Subdivision: TR 28545-3 Block: Lot: 30
Issued:
Lot Sq Ft: 0 Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $1,000.00 Occupancy Type: Construction Type:
Expired:
No. Buildings: 0 No. Stories: 0 No. Unites: 0
Details: 504 SF ALUMAWOOD PATIO COVER AT POOL 530. PATIO SHALL BE BONDED WITHIN 5 FT FROM POOL. HORIZONTALLY OF THE _
INSIDE POOL WALL. PER 2013 CALIFORNIA BUILDING CODE.
ADDITIONAL
CHRONOLOGY
CONDITIONS
CONTACTS
NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX ' EMAIL
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 KSL DESERT RESORT 1 POST OFFICE SQ STE BOSTON j MA 1 92253
3100
FINANCIAL INFORMATION
Printed: Thursday, June 09, 2016 4:25.:41 PM 1 of 2 C lYSTE ns
INSPECTIONS
PARENT PROJECTS
REVIEWS
REVIEW TYPE REVIEWER SENT DATE ..DUE DATE DATE RETURNED STATUS REMARKS NOTES
BOND INFORMATION
ATTACHMENTS
Printed: Thursday, June 09, 2016 4:25:41 PM 2 of 2 0 .
SYSTEMS
CLTD
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
BY
BSAS SB1473 FEE
101-0000-20306
0
$1.00
$0.00
Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $0.00
BSA:
PATIO COVER, STD,
101-0000-42404
0.-
$97.17
$0.00
OPEN
PATIO COVER, STD,
101,0000-42600
0
$95.72
$0.00
OPEN PC
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.00
Total Paid for STRONG MOTION INSTRUMENTATION SMI: .$0.50 $0.00
TO00
INSPECTIONS
PARENT PROJECTS
REVIEWS
REVIEW TYPE REVIEWER SENT DATE ..DUE DATE DATE RETURNED STATUS REMARKS NOTES
BOND INFORMATION
ATTACHMENTS
Printed: Thursday, June 09, 2016 4:25:41 PM 2 of 2 0 .
SYSTEMS
Bin #
City of La Quinta
Buifding 8I• Safety Division
/ .. _ 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit �#�� � 1 �
11 C/`' J
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Project Address: 019 [1
Owner's Name:V
A. P. Number:
Address: 111j— 'Ii rf l l•
Legal Description:
City, ST, Zip: Lc IGj V j r,4-rte, CA Z Z
I
Contractor: (-
Val
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Telephone: hone• � Z 3
P 7 3
b 3
Address: 716100
Project Description: '+t./ iV-Q &V p ,s C
City, ST, Zip: 6e- ► V-dc- Ov,�S e—A el 2-7-03
1,
,�, ( Sf f Z-d k7-
Telephone: 76S�_63 H
State Lie. # :
City Lie. #..
Arch., Engr., Designer:
Address:
City,, ST, Zip:
e
Teie h n
P o e.
:.
<f>>
Construction Type: Occupancy:
ane
P Y:
Lie. #:
Re Repair r DemStato
oproJect type tcirete/Add'n
one): New Iter
Name of Contact Person: Ar-,dl
Sq. Ft.: 9-D'11
#Stories:
# Units:
Telephone # of Contact Person: 7bo"'Z0"3" L1 31
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Recd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Title 24 Cales.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
II.Grading plan
2qd Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
e
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN ROUSE:-
'rd Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees,
Total Permit Fees
Googlc earth
CITY®F LaA.QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONST' UCTION
DATEl_ �t �{ l _B
Hot
. Pool 530
Hotel Suites
n o ,Li i, u t o r t' n o i
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. W o
CV CID LID
1 - WIND SPEED CONVERSION TABLE: Z �
GENERA DESIGN REQUIREMENTS: W m ch
ai
GOVERNING CODES-:
1! THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC &
CBC /IBC
EQUIVALENT CRC IRC
U
INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING ANDWIND
RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
IBC APPENDIX CHAPTER I.
ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND
SPEED
WIND SPEED
w2012/2015
W 0 i5
° /AND THE 2015 ALUMINUM DESIGN MANUAL -ADM. COLUMNS BEARING ON CONCRETE SLAB.IS-IN'
� LEVEL 30, 40 & 50 psf)
110 MPH
85 MPH
Q
It LLJ LL
• ✓'�
ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AH105.2-FOR,10 psf-RESIDENTIAL CONSTRUCTION
COMMERCIAL APPLICATIONS -CBC AND IBC CHAPTER 16.
L
ROOF LIVE 20, 25, 30, 40 & LOADS LEVEL
'
L11
AND �AC�I'318 14 FOR 20; 25 AND30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION..
AND SNOW LOADS: 50 psf. (SNOW AT GROUND
25, 30, 40 & 50 psf)
120 MPH
93 MPH
r l`
Q Z Lo
O
DRAWING NOTES:
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE,m
ADDITIONAL DESIGN REQUIREMENTS: Y
130 MPH
101 MPH
CQ
2ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. SEE CONVERSION METHOD, THIS PAGE,
O cr) O
M
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
2. BASIC WIND SPEEDS: 110, 130 MPH, EXPOSURES 11 AND C. FOR APPLICATION AND USE.
C\)
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE`
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY : II, 11.
ION CATEGORY:
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
d
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
5. SEISMIC DESIGN PARAMETERS:
DESIGN PARAMETERS
'
a)SITE
o TECHNIQUES, SEQUENCES AND PROCEDURES.
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
SITE ADDRESS:
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.50, S, = 0.6, Sos = 1.0, Sol = 0.50
RESPONSE MODIFICATION FACTOR, R:1.25
�yQFESSI
Q(
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
CHANGE ORDER.
6. DESIGN ASSUMPTIONS:
r
K
6. FREESTANDING COVERS SHALL NOT:BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL.
A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
3 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL.
B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 1U'
o "
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
S 5885'
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
o CARPORTS.
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
ROOF / SNOW LOAD:
QQ�'
OF cp,
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
DESIGN CONSIDERATIONS:
A. TITLE SHEET AND GENERAL NOTES.
�3-09-1 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).
I V
COVER12. MINIMUM PROJECTION IS 10'-C..BASED_ONSHEREQUIRED-DESIGN-LOADS.-
1T&SAND/OR PANEL SPAN
4 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE
TABLES.
EXISTING OVERHANG.
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/SEI 7.
SITE-SPECIFIC DESIGN LOADS.
15 COVERS HALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
ENGINEERING FIRM
DU RALU M
A CE/SEI
"OPEN
F. OTHER DOCUMENTA IONRTHATAZY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
IAPMO 0195
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS STRUCTURES," IN
JURISDICTION.
° 17. THE RATIO (H/P), COVEY; MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT),,
SHEET INDEX: 7]4C ENG/NEEF,7/NG
SHALL NOT EXCEED ONE (1).
18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT
SHEET # SHEET TITLE / DESCRIPTION STRUCTURAL ENGINEERING
AHJAPPROVAL
BE LESS THAN ONE (1).
26030 ACERO SURE 200 PHONE: (949) 305.1150
5 MATERIAL SPECIFICATIONS:
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT.
T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO. CA 92691 FAX: (949) 305.1420
SH - 1PANEL STRUCTURES
1
��
20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED
.............SOLID STRUCTURAL ENGINEER 555 �� / C
SH -2 LATTICE STRUCTURES OF RECORD: DUSTIN K. ROSEPIN , SE BB R � 0 I
3�
T"
WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS.
............OPEN i
Q ETY DEP 1
21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING
SH -3 .............PANEL SPANS TRI -V, W -PANEL &FLAT PAN POINT OF CONTACT: ANTHONY IRAN p U ILDING
SH -4 ............MINIMUM FASTENERS U
, `�
®�
F
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FTx 2 PER
° TABLE 1806.2 AND SECTION 1806.3.4.
SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL &PATIOS AP
-'UCTION
23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B.
SH -7 ............HEADER BEAM TYPES, COLUMN / POST TYPES FOR C
S
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
HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN
SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
SH -10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS pAj E
6 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE.
SH - 11 FORCE RESISTING SYSTEM /MIN. NUMBER OF REO. COLUMNS
26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR
..........LATERAL
°
1976 OR APPROVED EQUAL.
SH - 12 ..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
REVISIONS
'g
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
DATE oESCRUMOH
RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF).
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2,
SH - 14 ..........BEAM TYPES FOR ATTACHED &FREESTANDING SOLID COVERS
3
o EXCEPTION 2.
SH -15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L. 110-130 MPH
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 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
4STEL JOB # 116-1071
7
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 MPH
SHALL BE BASED ON 85 MPH =110 MPH.
SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
DRAWN BY AT
0.6
SH - 39-40 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
CHECKED GM
°
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,
a
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
8 SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SH - 49 ..........SPAN REDUCTION FACTOR TABLES
SHEETS 49 FOR SPAN REDUCTION FACTORS.
SH - 50 ..........ADDITIONAL STATE LICENSURE STAMPS
t
8
•
T-0
F
0 OF 50 SHEETS
A
-
--
N
SOLID PANEL
STRUCTURESW
__N_.N o
1
ATTACHMENT
ROOF
OVERHANG,
DETAIL
ATTACHMENT
A,
ROOF
OVERHANG,
W rn M
F- Q V
ON
U
ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF
SEE DETAIL A, B & C,
SHEET 8
�E/y OR WOOD, OR
A/y GTy of CONCRETE
STR(i
SEE
ROOF PANEL SEE TABLES
B 8 C,
SHEET 8
gNFNGTy OF
OR WOOD, OR
CONCRETE
�
W O
°
PANELSUPPORTING
SNA( WALL SEE
SHEET 4 FOR ROOF
Syq STRU
WALL SEE
O Q
WALL
tyF pR t BF L,-SsRF �qR/FS SHEET 8
O/FCt/O
PANEL ATTACHMENT TO MIN. 0.25"
SUPPORTING WALL
SLOPE PER FT.
tyE pNOT BF LF RF VAR/FS
PR
SHEET 8
w
u W >
HANGER &BEAM.
tygN
N
HANGER & BEAM.
tygN
N
U Z O
O. SPAN
Lo
Q O `-
0.
2
"O.H."
M Cn L!j
NOT TO EXCEED 25%"O.H."
NOT TO EXCEED 25%
O f/� O
OFROOF
OF ROOF PANEL
N
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12
ALLOWABLE SPAN
\ 0')
FOR MANDATORY
SEE DETAIL 11, SHEET 112---l/
o
SPLICE.
N ATOSTS.
Posr SPA N/
BEAM -SEE TABLES
FOR MANDATORY SPLICE.
N SPLICE AT
PM pSM SpgN/
SFF
BEAM - SEE TABLES
EXTERIOREPICE
SFF tgB��NG
2
EXTERIOR POSTS.
tgB�FSNG
FOR POST SPACING
=
Q�pFEss I
POSTS, SIZE VARIES
SHT. 11 FOR NIMUM25/
S
O y Not
POSTS, SIZE VARIES
O'N NOt
g
NUMBER OF REQUIRED D COSEE
LUMNS
OF BE FkCFFO N
MALLOW-
SEE SHT. 11 FOR MINIMUM
OF 25%
NUMBER OF REQUIRED COLUMNS
ALL OWAB
O S 5885 ?' "
B�FSpAN
`
°
3 1/2" SLAB ATTACHMENT3
MAY BE USED
WHERE PERMITTED.
NOTE: NO SPLICE AT EX IOR POSTS
1/2" SLAB ATTACHMENT
MAY BE USED
WHERE PERMITTED.
Fps
OF CALF
SEE TABLES
SEE TABLES
NOTE: EACH COMPONENT IS INTER-
NOTE: EACH COMPONENT IS INTER-
03-11-16
FOOTING
CHANGEABLE WITH ANY OTHER
A
FOOTi,
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
e
AHJAPPROVAL
5
ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANELGTyO
IFNG
ATTACHMENTTO
FS7.
CtURF
ROOF PANEL SEE TABLES MIN. 0.25"SLOPE
SHEET 4 FOR ROOF PANEL
tlIOFSTRU CtURF
SUPPORTING BEAM.
O.H
VAR/,SS
PER FT O.H
ATTACHMENT TO
0
SUPPORTING BEAM.
O.H
SPAN
O.H
SPA
"O.H."
SPAN
5
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
FOR MANDATORY SPLICE.
6 FAM
post SpgN/
SEE DETAIL 11, SHEET 12✓
FOR MANDATORY SPLICE.
B FAM
Spq
a
REVISIONS
NO BEAM SPLICE AT
SFF
BEAM - SEE TABLES
FOR POST SPACING
N CE AT
post
SFF /NG
BEAM - SEE TABLES
FOR POST SPACING
=
,� �TF DEscavnDN
EXTERIOR POSTS.
Tge�FSING
=
EXTERIOR PI STS.
tge�F
S
III
°
POSTS, SIZE VARIES
x
AlOtt
POSTS, SIZE VARIES
.
°y. ^lOtt
2
s
MAY BE USED
Ore
FM9
ALLO ABLF
W Spm
MAY BE USED
�LOw�LFSp
a
4STELJOBtf 161071
T
SENj
TO CONSTRAIN
II��
DATE 03-09.16
7
FOOTING
FOOTING, SEE °+
TABLES
TABLES
DRAWN BY AT
FOOTINGS
FOOTINGS
o
SEE TABLES
NOTE: EACH COMPONENT IS INTER-
SEE TABLES
NOTE: EACH COMPONENT IS INTER-
CHECKED GM
e
CHANGEABLE WITH ANY OTHER
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
COMPONTENT UNLESS OTHERWISE SHOWN.
SOLID PANEL
a
STRUCTURES
8
TYPE "C"
FREESTANDING
W/ CANTILEVER OPTION
TYPE "D" FREESTANDING MULTISPAN
W/ CANTILEVER OPTION
I
a
SH -1
1 OF 50 SHEETS
d
L$
n. $
A
OPEN LATTICE STRUCTURES
N co
1
U)
2 Luno
RAFTER, SEE TABLES
OR
Qcy;
U
WALL LEDGER
FAST/NGB
"NoF OVERHANDETAIL
/N
SEE A,13 G ,
0
oST
WALL LEDGER ORV)
ROOF OVERHANG/gyp/NG
SHEET 8.
' w
MAX. O.H. O H SEE DETAIL A,B & C,
M 25% OF RAFTER
uJ
-
2qa O ALLOWABLE SHEET B.
qCC SPAN
RAFTER, SEE TABLE
(� O
Q O
pSo p�I��F�-
�g9(FS�1G
0
2
25%OF RAFTER
O � O
25, ALLOWAB E
op�p0 SPAN
OSIS' AYgNp
N C'�
-
qC/NC
� �'
00MANDATORY
BEAM SPICE - SEE
o
DETAIL 11, SHEET 12
NO BEAM SPLICE AT fC�O60
_
2q
EXTERIOR POSTS @��
N w
Q FESS'
_ �1
�R vV
LENGTH OF STRUCTURE VARIES G iv
MANDATORY BEAM SPICE -.SEE
=
DETAIL 11, SHEET 12
� ?4
2
3
6 POST WITH SIDE PLAT S
SEE SRT. 11 FOR
NOBEAMSPLICEON-
POSTS O�
�
o
aO FqM MINIM M
®�
S 5885 >'
SLcF Spgc/�, NUMBER OF REOUI
COLUMNS
LENGTH OF STRUCTURE VARIES
FS
f
pr
6F31/2' SLAB ATTACHMENT
A '79 • MAY BE USED WHERE
S
a Fqq� POST WITH SIDE LATES
OST Sp SEE SHT, FOR
`
NOTE: EACH COPONENT ISo INTER FF
G/ I\ SEE TABLES
11 MINIMUM
NUMBER O F REQUIRED
SFFTq@ FSG
OF CAlL
CHANGEABLE WITH ANY OTHER geCC
FS
COLUMNS
COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE REQUIRED,
SEE TABLES
NOTE: EACH COMPONENT IS INTER- ° STgMso 3 1/2• SLAB ATTACHMENT
03-11-16
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
CHANGEABLE WITH ANY OTHER S Sp qNi MAY BE USED WHERE
FFT qC/
COVERE
7LIIED
qFS
_
SEE TABLES
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.FOOTING WHERE REQUIRED,
•
SEE TABLES
DURALUM
TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE
TYPE T" ATTACHED MULTISPAN LATTICE STRUCTURE
IAPMO 0195
o
AHJAPPROVAL
6
� a
C i 7
9�P'i '� i Y �9 �1A
�
RAFTER;'SEE TABLE
FOR SIZE
AND SPACING
BUILD
NG
& SAFETY DEPT'.
yrs+
MAX. O.H.
OF RAFTER OH
RAFTER, SEE TABLE I p
FOR SIZE iLi
;'' � R V
7
9
ALLOWABLE
,
AND SPACING
OSTSpFRy SPAN
25% OF RAFTER OH �'-CI`
:ONSTBUCTICN
qC CG
M ALLOWABLE
/N
2So 41 SPAN
pFaOS�Fy/r
��'r`'• T E
TSpgt,G
BY
6
qC/NG ti
r°s
=
q
REVISIONS
��G6OG•N
w
3g3
Mnwc DATEoescawrron
OQ 2a w
°
o
LENGTH OF STRUCTURE VARIES �� O M _
G
�GoOG•
i
�6 2 4
MANDATORY BEAM SPICE -SEE
O q ,��
O
DETAIL 11, SHEET 12
��
y�G
NO BEAM SPLICE AT OST CROSS-SECTI
EXTERIOR POSTS °OS SEE POST DETAI
SFFTge
LENGTH OF STRUCTURE VARIES
I IIS
MANDATORY
4 STEL JOB f1 161071
qC/N �
BEAM SPICE -SEE
7
CFS G3 1/2' SLAB
POST CR SS -SECTION,
DETAIL SHEET pp SEE POST DETAIL,
NO BEAMSPLICE ATT S ST
DATE 03-0316
5
y
NOTE: EACH COMPONENT IS INTER- pp o CONSTRAIN BE USED
EXTERIOR POSTS FFJge?yC/N
}
FOOTING,/SEE'
CHANGEABLE WITH ANY OTHER SFFp SpgC
CFS G MAY B
DRAWN BY AT
TAB
GOMPONTENT UNLESS OTHERWISE SHOWN. ge(FS�G
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
USED
NOTE: EACH COMPONENT IS INTER- poS TO CONSTRAIN
S T FOOTING, SEE
CHECKED GM
o
MAY NOT BE COVERED. FOOTING SEE TABLES
CHANGEABLE WITH ANY OTHERCOM ONTENT UNLESS OTHERWISE SHOWN. FFTgeIFS/NG Imo- TABLES
9€
NOTE THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES
MAY NOT BE COVERED.
OPEN LATTICE
a
STRUCTURES
g
B
TYPE_ "G" FREESTANDING SINGLE SPAN LATTICE -STRUCTURE
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
SH -2
I L
2 OF 50 SHEETS
0
2
0
3
4
5
6
H
o V o
o � v
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C
24" TRI -"V" PAN I2, I 12"x 3 1/2" W PANEL 6"/ 8'x 2 Yz" FLAT PAN
50• .09R U.S.
25' .40' .40' R=,117• .77' I b7"
r .35' J,n, ,1 5• 180' I
F2
67• T- (SEE TABLE .40' 7s• 43 ,45' (ALL UNMARKED RADII .06R) 7r-
BELOW) I 3' 0� 65, T= CSEE TABLE .70' •25'J
AK
II�� 1.1 5' BELOW) .28z' 2 r'3e' T= CSEE TABLE BELOW} 2' 7'
2. 6' L 8' L 0' 25'
45'
TYP.
75'
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE -10--T20
ROOF LIVE/SNOW LOAD, psf
25 30 40 50
12"x3Y"x0.020" -
ALUM. ALLOY 3004-H36 OR EQUAL
24"x2Y"x0.018" 0.65
0.80 0.65 0.65- -
24"x2Y2 x0.024" 0.90
O.BB 0.70 0.65 - -
24"x2y"x0.032" 0.90
0.88 - -E -
8'-4"
ALUM. ALLOY
3004-1436
OR EQUAL
CD U) O
CV
9'-0"
9'-0"
9'-0"
.020
9'-0"
ALUM. ALLOY 3004-H36 OR EQUAL
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
24" TRI -"V" PAN
8'-1"
9'-2"
8'-9"
8,_11"
8'-5"
8'-6"
12"x 3 1/2"W
PANEL
T-6"
T-3"
8'-5"
1"
8" x 2 y"
FLAT PAN
k_7
-- 7'6"
8'-7°
6' x 2 )1"
FLAT PAN
9'-7"
LUSL
PANELT
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
11'-3"
PANEL?'
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
9'-9'
PANEL"T'
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
LUSL
PANEL -r
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
.024
(IN.)
_
8-7
11'4"
10'-3°
LUSL
(IN•)
9 _9,
9'-10"
LUSL
(IN.)
(IN.)
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 I EXP.0 EXP.B EXP.0 EXP.B EXP.0
9'-10"
12'-9"
10'-1"
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
DATE 03-00-16
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3"
12'-2"
12' 8"
12'-2"
12'x"
13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9"
30
12'-2"
12'-1'
12'-6" 12'-6' 12'-0" 12'-6" 12'-6" 12'-6°
.040
10'-2"
14'-T' 14'-7" 14'-T' 14'-T' 14'-7"
14'-T"
9'-2"
.018
30
•0 40
9-6"
9-1"
9-2"
8-10"
81t"
84"
.020(1)
DRAWN BY AT
11'-4"
10'-9"
11'-0"
10'-4"
10'-6"
9'-11"
7'-1"
.020
12' 6"
12' 6"
12' 6"
12'-6"
12' 6"
6'-5"
10'-9"
.020
10'-9"
10'•9"
10'-91
10'-9"
7'-7"
11'-4"
11'-4"
11'-4"
9'-0'
8'-6"
8'-7"
B'-1"
8'-2"
7'-5"
9'-2"
T-10'
'10'-T'
9'-2"
T-10"
9'-2"
T 8'
10'-7"
12'-0"
11'-1'
11'-2"
10'-7"
10'-7"
9'-11°
8'-3"
91_1,
8'-3'
91-1•
8'-3"
6'-11" SU
91 1•
10'-10"
10'-1"
10'-3"
9' 6"
9'-T
9'-0'
8_9"
6'-1"
9'8"W-PANEL
12'-8'
12'-0"
12'-0"
11 6"
12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3"
032
15'-3" 15'-3• 15'-3" 15'-3" 15'-3" 15'-3"
12' 6"
12'-1"
13'-7" 13'-7" 13'-7" ITT' 13'-7' 13'-7"
11'-6"
11' 6"
5'-10" 5'-10" 5'-10" 5'-10° 5'-10"
5'-10"
10
oza
10' 8"
10'-9"
10'-4"
10'-4"
10'-0"
024
12' 8"
13'-0"
12'-6"
12'-7"
11'-10'
040
13'-4"
13'-4"
024
13'-4"
13'-4"
13'-0"
040
11-7"
11 -7"
11-7'
024
11-T
11 T'
040
12'_3"
12'_3"
12,_3"
12.3•
12,_3"
10'-4'
9'-9"
9'-9"
9'-2°
9'-3'
8'-7'
13,_2"
12'-T
12' 8'
11'-10
12'-0"
11'-1"
10
12'-1'
11'x"
11 6°
10'-9"
10-10
10'-1'
1�V-3'111'-3"
14'-2'
13' 4"
13'x'
12'-8"
12'-9"
12'-1"
9'-9'
9'-9"
14'-0" 14'-3" 14'-3' 14'-3' 14'-3" 14'-3"
10
10' 4"
1 T-7" 17'-7" 17'-7" 17�IT-7*17'-7"
10' 4"
10' 4"
15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 15'-7"
to
18'-0" 18'-0" 18'-0' 18'-0" 18'-0'
18'-0"
.032
032
032
3 OF 50 SHEETS
032
12' 8"'-1"
12'-1"
11'2"
11'-3"
10'-8"
15'-8"
14'-9°
14'-9"
13'-3'
14'-1"
13'-1"
13'x'
12'-4"
12' 6"
12'-0'
16'-2"
15' 8"
15'-9"
15'-0"
15'-1"
14'-3'
8'-4" 8'-4" 8'-4" 8'-4' 8'-4" 8'-4"
19'-7" 19'-7° 19'-7" 19'-7" 19'-7" 19'-7"
1T-7" 1T-7" 1T-7" 17'-7" 17'-7" 17'-7"
19'-4" 19'-4" 19'4" 19'-4" 19'-4"
19'-4"
018
040
040
040
7'-9°
7'-5"
7'-5"
7'-2'
7'-2"
6'-10"
17'-7"
16' 9"
15 9"
16' 0"
15'-0'
15'-7"
14'-10"
14'-10"
14'-1'
14'-2°
13'-0'
17' 6"
t6'-10"
17'-0"
16'x"
16'-0"
16'-0"
10'-1" 10'-1" 10'-1" 10'-1" 10'-1" 10'-1"
11'_3^ 11'_3" 11'_3" 11'_3" 11'_3" 11'_3"
10'_2" 10'_2•" 10'_2" 10'_2' 10'_2"
12'-1" 12'-1" 12'-1" 12'-1" 12'-t"
1S'-4"
20
.024
.020(1)
020
.020
8' 8'
8' 4"
8'-5"
8'-1"
8'-1'
7'-9"
10'-1"
9'-6"
9' 6"
9'-0"
9'-1'
8' 8"
9'-1"
8'-9">8"
'-9
8' 4"
8'-6"
7'-11"
10'-10"
10'-4"
10'-3"
9'-9"
9'-10"
9'-5"
mi
12'-1" 12'-1" 12'-1' 12'-1' 12'-1" 12'-1"
12'-6" 12'- ' 12'-6" 12'-6" 12'-0" 12'-6"
11'•4" 11'-0' 11'-4 11'4" 11'4' 11'4"
13'-3' 13'-3' 13'-3' 13'-3" 13'-3"
13'-3"
9'-8"
9'-9"
9'-9"
20
I V-2"
10'-9"
10'-9"
10'-3"
10' 4"
V-10'
20
.024
10'-1'
9'-8"
9'-9"
9'-3"
9'-5"
8'-11'
20
12'-2'
11'-8"
11'-8"
11'-2"
11'-3"
10'0'-7"
7'-3" 7'-3' 7'-3" 7'-3• T 3" 7'-3"
14'-8" 14'-8" 14'-8" 14'-8' 14'-0" 14'-8"
13'-0" 13'-0" 13'-0" 13'-0" 13'-0" IT -O"
15'-6" 1s'-0" 15'-6" 15'-0" 15'
.018
.032
.032
.032
7'-8"
7'4'
7'4"
7'-1"
T-1'
6'-10'
13'-3"
12'-9'
12'-9'
12'-4"
12'-0"
11'-7"
11'-10"
11'-4"
11'-6"
11'-0"
11'-0"
10'-0"
14'-2"
13'-9'
13'-7"
13'-0"
13'-1"
12'-0"
8'-9"
8'-9"
8'-9"
8'-9"
8'-9"
8'-9"
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
14'-6"
14'-6"
14'-6"
14'-6"
14'-6"
14'-6"
16'-8"
16'$'
16'-8"
16'-8'
16'-8"
16' 8"
25
.024
040
Aj
.040
.040
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
11'-1"
11'-1"
11'-1"
11'-1"
11'-1"
11'-1"
y'-9"
9'-9^
9'-9"
9'-9"
9'-9"
9'-9"
10'-4"
10'-4"
10'-0"
10'-0"
10'4"
10'.4"
.032
.020(1)
,020
.020
10'-0"
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"
T-10"
10'-8"
10'-1"
10'-3"
9'-8"
9'-9"
9' 4"
6'-T' 6'-7" 6'-7" 6'-7" 6'-7" 6'-7"
12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0"
10'4" 10'-4" 10'-4" 10' 4" 10'-4' 10'4"
11'-t" 11'-1" 11'-1" 11'-1" 11'-1"
11'-1"
.018
.024
.024
.024
T-3"
7'-0"
7'-0"
6'-9"
6'-10"
6'-7'
11' 0-
10'-7"
10' 8"
10'-2"
10'-3"
9'-9"
9'-11"
9'-7"
9'-7"
9'-2"
9'-3"
8'-10"
12'-0'
11' 6"
11'-7"
10-10
11'-0"
10' 6"
25
25
25
8'-3"
8'-3"
8'-3"
8'-3'
8'-3"
8'-3"
13'-2"
13'-2'
13'-2"
13'-2"
13'-2"
13'-2"
11'4"
11'-0"
1 V-4"
11'•4"
11'-0"
11'4"
12'-1"
12'-1"
12'-1'
12'-1'
12'-1"
12'-1"
30
.024
.032
.032
.032
8'-0"
7'-9"
7'-9"
7'-5"
13'-1"
12'-7'
12'-8"
12'-2"
12'-3'
11'-6'
11'-10"
11'-3"
11'-3'
10'-9"
10'-10"
10'x"
14'-1'
13'-7"
13' 8"
13'-1"
13'-2"
12'-4"
r.032
9'-1"
9'-1"
9'-1"
9'-1'
9'-1"
9'-t"
14'-2"
14'-2'
14'-2"
14'-2"
14'-2"
14'-2"
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
.040
9'-10"
9'-6"
9'-6"
9'-1'
9'-2°
8'-10"
1S-0"
14'-4"
14'-2'
13'-7"
13'8"
13'-0"
13'-3°
12'-9"
12'-9"
12'-3'
12'4"
11'-9"
IVA"
15'-1"
15'-1"
14'-8"
14'-9"
14'-1"
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"
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE -10--T20
ROOF LIVE/SNOW LOAD, psf
25 30 40 50
12"x3Y"x0.020" -
0.88 0.83 0.75 0.80
24"x2Y"x0.018" 0.65
0.80 0.65 0.65- -
24"x2Y2 x0.024" 0.90
O.BB 0.70 0.65 - -
24"x2y"x0.032" 0.90
0.88 - -E -
Q
(2 �
W N co LQ
wm«
Q c3i
.020(l).020
Urn
9'-1"
9'-1"
u
CO
LU
.020
w>-
QZLi)
8'•4"
8'-4"
8'-4"
_8
8'-4"
CD U) O
CV
9'-0"
9'-0"
9'-0"
.020
9'-0"
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
W-3"
8'-1"
9'-2"
8'-9"
8,_11"
8'-5"
8'-6"
B'-2"
T-0"
T-6"
T-3"
8'-5"
1"
8'-1"
7'-9"
k_7
-- 7'6"
8'-7°
8'-6"
9'_11•
9'-7"
9'-7"
9'-2"
9'4"
8'_11"
10'-3"
11'-3"
11'-3"
11'-3"
11'-3"
11'-3"
11'-3"
9-0"
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"
7 NOTE: PANEL FASTENERS
40
032
9-5'
11'-4"
11'-3"
9-1"
11'-4•
11'-1'
9-1"
11'4"
11'-0"
.024
8-10"
11'4"
10'-8"
_
8-7
11'4"
10'-3°
40
032
9 _9,
10'-2"
9 _9,
9'-10"
9 9"
9'-10"
8-0"
9.9,
9'-7"
8-1"
919.
9'-7°
.024
032
10'-2"
12'-1"
10'-3"
9'-10"
12'-9"
10'-1"
9'-10"
12'-9"
10'-1"
9'-7"
12' 4'
9'-10"
9'-8"
12' B"
9'-10"
9'-3"
12'-1"
9' 8"
.024
4 STEL JOB # 161071
DATE 03-00-16
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
.040
12'-2"
12' 8"
12'-2"
12'x"
12'-2"
12'd"
30
12'-2"
12'-1'
12'-2"
11' 8"
.040
10'-2"
9'-7"
9'-9"
9'-2"
10'-7'
10'-10'
30
•0 40
9-6"
9-1"
9-2"
8-10"
81t"
84"
30
DRAWN BY AT
11'-4"
10'-9"
11'-0"
10'-4"
10'-6"
9'-11"
7'-1"
12'-6"
12' 6"
12' 6"
12' 6"
12'-6"
12' 6"
6'-5"
10'-9"
10'-9"
10'-9"
10'•9"
10'-91
10'-9"
7'-7"
11'-4"
11'-4"
11'-4"
11'•4"
11'-4"
11'-4"
ATTACHED
FIGURE INDICATES
FREESTANDING
oza
50
9'-2"
8'-0'
'
9'-2"
T-10'
'10'-T'
9'-2"
T-10"
9'-2"
T 8'
10'-7"
9'-2"
T 8'
10'-7"
.032
oza
50
8'-3"
911"
8'-3'
91_1"
8'-3"
91"1"
8'-3"
91_1,
8'-3'
91-1•
8'-3"
6'-11" SU
91 1•
oza
•032
8'-9'
8'-7"
9' 8"
8'-9'
8'-T'
9'-8'
8'-s"
9�-1
8'-9"
8'-4"
8_9"
6'-1"
9'8"W-PANEL
PANEL SPANS TRI -V,
& FLAT PAN
032
032
032
12' 6"
12'-1"
11'-10"
11'-6"
11' 6"
11'-1'
10' 8"
10'-9"
10'-4"
10'-4"
10'-0"
13'-2'
12' 8"
13'-0"
12'-6"
12'-7"
11'-10'
040
13'-4"
13'-4"
13'-4"
13'-4"
13'-4"
13'-0"
040
11-7"
11 -7"
11-7'
11 7"
11-T
11 T'
040
12'_3"
12'_3"
12,_3"
12.3•
12,_3"
12'_3"
14'-2"
13' 8"
13'-0'
13'-0'
13'-3"
12 6"
12'-7'
12'-2"
12'-2'
11'-0"
11'-9"
11'-3'
1�V-3'111'-3"
14'-7'
9'-9"
9'-9"
13'-7"
Q
(2 �
W N co LQ
wm«
/Q�pFESS I(��
o 03
S5885
OF CA0y'
03-11-16
DURALUM
IAPM0 0195
AHJ APPROVAL
REVISIONS '
�DATE 7 DEScnviaa
1 MULTI -SPAN REDUCTION FACTORS ARE ONLY
()
Q c3i
-Z
Urn
9'-1"
9'-1"
u
CO
LU
.020
w>-
QZLi)
8'•4"
8'-4"
8'-4"
O �
M (n L0
8'-4"
CD U) O
CV
9'-0"
9'-0"
/Q�pFESS I(��
o 03
S5885
OF CA0y'
03-11-16
DURALUM
IAPM0 0195
AHJ APPROVAL
REVISIONS '
�DATE 7 DEScnviaa
1 MULTI -SPAN REDUCTION FACTORS ARE ONLY
()
.ozo(1)
9'-1"
9'-1"
9'-1"
9'-1"
9'-1"
9'-1"
.020
8'-4"
8'•4"
8'-4"
8'-4"
8'-4•
8'-4"
.ozo
9'-0"
9'-0"
9'-0"
9'-0•
9'-0"
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
W-3"
8'-1"
8'-1'
T-10"
7'-10"
7'-6•
T-8"
T-0"
T-6"
T-3"
7'-2"
V-11"
T-1"
8'-10"
8'-10"
8'-7°
8'-6"
8'-1"
IN TABLE 1 ABOVE.
024
10'-3"
10'-3'
10'-3"
10'-3"
10'-3"
10'-3"
024
9-0"
9'-0"
9'-0"
9'-0'
9'-0'
9'-0'
024
9'-6-
9'-6-
9'-6-
91-6.
9'-6-
91-6.
7 NOTE: PANEL FASTENERS
40
032
9-5'
11'-4"
11'-3"
9-1"
11'-4•
11'-1'
9-1"
11'4"
11'-0"
8-10"
11'•11"
1o'-7"
8-10"
11'4"
10'-8"
_
8-7
11'4"
10'-3°
40
032
9 _9,
10'-2"
9 _9,
9'-10"
9 9"
9'-10"
8-0"
9.9,
9'-7"
8-1"
919.
9'-7°
7-10" 40
9"
;>9
9'-3"
032
10'-2"
12'-1"
10'-3"
9'-10"
12'-9"
10'-1"
9'-10"
12'-9"
10'-1"
9'-7"
12' 4'
9'-10"
9'-8"
12' B"
9'-10"
9'-3"
12'-1"
9' 8"
4 STEL JOB # 161071
DATE 03-00-16
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
.040
12'-2"
12' 8"
12'-2"
12'x"
12'-2"
12'd"
12'-2"
12'-1"
12'-2"
12'-1'
12'-2"
11' 8"
.040
10'-7"
11' 8"
10'-7"
11'-2"
1o'-7"
11'-2'
10'-7"
10' 8"
10'-7'
10'-10'
10'-7•
10'-6"
•0 40
1t'-2"
13'-9"
11'-2"
13' 4"
11'-2"
13'-6"
11'-2"
13'-0"
11'-2"
13'-1"
11'-2"
12'-7"
DRAWN BY AT
CHECKED GM
FOOTNOTE: "SAMPLE" 020(1) 8-2- 8-2- 8 2" 8 2" 8-2" 8-2" 020 7-5- 7 5" T 5" T-5" 7-5" 7 5 .020 8-3" 8-3' 8'_3' 8'-3• 8'-3" 8'-3"
0
FIGURE INDICATES
T-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"
T 8"
7'-5'
7'-6"
7'-2"
ATTACHED
FIGURE INDICATES
FREESTANDING
oza
50
9'-2"
8'-0'
'
9'-2"
T-10'
'10'-T'
9'-2"
T-10"
9'-2"
T 8'
10'-7"
9'-2"
T 8'
10'-7"
9'-2'
T-0"
10'-7"
oza
50
8'-3"
911"
8'-3'
91_1"
8'-3"
91"1"
8'-3"
91_1,
8'-3'
91-1•
8'-3"
6'-11" SU
91 1•
oza
8'-9'
8'-s"
9'-8"
8'-9'
8'-7"
9' 8"
8'-9'
8'-T'
9'-8'
8'-s"
9�-1
8'-9"
8'-4"
8_9"
6'-1"
9'8"W-PANEL
PANEL SPANS TRI -V,
& FLAT PAN
032
032
o3z
'"''
9'-5°
8'-11"
8'-9'
8'-7"
8'-6"
8'-5"
8' 4"
8'-3"
10' 4"
10'-3"
10'-3"
9'-9"
8
W1'-3'l'l
1 1'-3"
1�V-3'111'-3"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9'
9'-9"
10'-0"
10' 4"
10'-4'
10' 4"
10' 4"
10'x'
t 0'-10" , 0'4' oao 9'-t 0' 9'-9" 9'-9" 9'-5" 9'-7" 9'-2" 040 „'_, 0" 11'-7" 11'-9" „'-0" 11' 6" 1 1'-2"
3 OF 50 SHEETS
Z N
O r
N co U-)
Z
w�M
U
rn
W p
1LLJ
�QzLo
o�
o�
C-) C/) U-5
c:)U)o
N cl
C7�
1(�
�9QRpFESS
S 5885
OF c
03-11-16 t
DURALUM
IAPMO 0195
AHJAPPROVAL
)F LA QUINTA
G & SAFETY DEPT.
COVED
ONSTRUCTION
ByB
MARK DATE DESCRIMON
4 STEL JOB # 16.1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
~ n ° L, ° N ° t r o n v
fes-
[R FTER^SPANS
- -
FOR OPEN -LATTICE STRUCTURES110/1-20/130-MPH
2
W
0.042"
W
N co L0
J -EXP. -B-& C
W rn m
�wu—
w
8.0"
j —
0.024" 6.5'
0.024° 6.5°
0.032°
0.032"
0.042"
0.042"
m 0
cirn
mm.
* 3"x8" RAFTER
* 2"x6.5" RAFTER
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 30D4 -H36 OR
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H36
EQUAL
OR EQUAL
o W
zZ
3" x 8"
RAFTER
�Z 0�
L2"X61/2
RAFTER
Z W
DBL.
2" x 6 1
/2" RAFTER
1
Z�
110 MPH
120 MPH
130 MPH
r---_
, :7-
-•y 110 MPH
>L 120 MPH " I
130 MPH
^T^
110 MPH
120 MPH
130 MPH
LUSL
"T"
a u.'
a w
a v
(IN.)
�o
�`SL
(IN.)
No
LUSL
(IN)
unaz
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
B EXP.0 EXP. B EXP.Cj EXP. B EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
-,EXP.
29'-8"
29'-6"
29'-8"
28'-9"
29'-3"
26'-3"
16'-0"
15'-10"
16'-0"
1`5'=0"1
15'-9"
13'-8"
22'-6"
22'-4"
22'-6"
21'-1"
22'-2"
19'-2"
16
16"
16"
10
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'-101,
19'-10"
19'-10"
19'-10"
19'-4"
.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"
24"
r
24"
21'-6"
21'-6"
21'-6"
21'-6"
21'-6"
21'-0"
11'-7"
11'-7"
11'-7"
11'-7j
11'-7"
11'-3"
16' -3"
-::l --6'-3---::l6'-3"16'-3"
16'-3"
23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9"
20'-3" '-3" 19'-8" 20'-1" 18'-2"
28'-7" 28'-6" 28'-7" 27'-9" 28'-3"
25'-7"
16"
16"
16„
20
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"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" -7" 16'-1" 16'-4" 14'-10"
23'-4"
23'-3"
23'-4"
22'-8"
23'-1"
20'-10"
2411
2411
j24'-4"24'-6"
24"20'-8"
17'_10"
17'-10"
17'-10"
17'-10"
17'-10"
—1-7'-10"
14'-8"4'-8"
14'-8"
14'-8"
14'-4"
20'-8"
20'-8"
20'-8"
20'-8"
20'-2"
19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8"
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'-211
30'-8"
30'-8"
30'-8"
30'-8"
30'-8"
29'-10"
25
.042
042
042
r24-
16'-1"
16'-1"
16'-1"
16'-1"
16'-1"
16'-1"
20'-1"
20'-0"
20'-1"
19'-6"
19'-9"
19'-0"
28'-2"
28'-1"
28'-2"
27'-4"
27'-10"
26'-8"
24"
24"
17'-7"
17'-7"
17'-7"
17'-4"
17'-6"
16'-10"
17'-9"
17'-9"
17'-9"
17'-9"
17'-9"
17'-3"25'-1"
25'-1"
25-1"
25'-1"
25'-1"
24'-4"
181-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
12'-4"
12'-4"
12'-4"
12'41
12'-4"
12'-4"
17'-4"
17'-0"
17'-4"
17'-4"
17'•4"
17'-3"
16"
16"
16„
30
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"
.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
2411
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"
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 "
15'-0"
21'-1"
21'-1"
40
.042
20
•032
20
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'-0"
.032
24"
24"
24"
-
-
-
-
-
-
-
-
-3
-
-
-
-
-17-3
If ^
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"
50
042
-1"
1"
18'-1"
18'-1"
18'-1"
18'-1"
25'-6"
25'-6"
25'-6"
25'-6"
25'-6"
25'-6"
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'-%"
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 AT024
11'-7"
11'-7"
11'-7"
11'-6"
11'-6"
11'-2"
16'-3"
16'-3"
16'-3"
16'-1"
16'-2"
024
32" O.C. WHEN DOUBLED
AND SINGLE
RAFTERS SPACED
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"8'-1
13'11"
13'-4"
13'-4"
13'-2"
13'-3"
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"
14'-4"
14'14"
14'-4"
14'-4"
14'-4"
14'4"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
16"
16"
14'-6"
14'-7"
14'-2'1
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'-
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"
17'1}"
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
INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
�.
DATE
2
W
0.042"
W
N co L0
il'P.
W rn m
�wu—
w
8.0"
j —
0.024" 6.5'
0.024° 6.5°
0.032°
0.032"
0.042"
0.042"
m 0
cirn
mm.
* 3"x8" RAFTER
* 2"x6.5" RAFTER
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 30D4 -H36 OR
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H36
EQUAL
OR EQUAL
EQUAL
�.
DATE
2
W
N
a' `17
W
N co L0
?
W rn m
/QQpFESS I��\
S5885 2
O�CP,1
03-11-16
DURALUM
IAPMO 0195
APPROVAL
' REVISIONS '
MARKI DATE DESCRjpTION 1
4 STEL JOB # 16.1071 j
DATE
03-0316
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03-11-16
DURALUM
IAPMO 0195
APPROVAL
' REVISIONS '
MARKI DATE DESCRjpTION 1
4 STEL JOB # 16.1071 j
DATE
03-0316
DRAWN BY
AT
CHECKED
GM
MINIMUM FASTENERS
SH -5
5 OF 50 SHEETS
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. ,B-& C
1
0
2
3
O
a
5
6
7
0
B
0.024' 6.5" 0.024" 6.5'
0.032" 0.032"
0.042" 0.042°
f-2.0"—+—� T2.0"—I
* 2"x6.5" RAFTER * DBL. 2"xISS' RAFTERS
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED fa
FIGURE INDICATES
FREESTANDING
s
AHJ
ZNzl-
OW W
n� V
u) o
2"
X 6 1/2" RAFTER
W
rn
Z W
a v
�' o
DBL.
"
2' x 6 1/2 RAFTER
ILLJ m
rn
LUSL
"T"
(IN.)
110 MPH 120 MPH 130 MPH
LUSL
"T'
(IN')
110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B I EXP.0 EXP. B EXP.0 EXP: B EXP.0
.024
16"
91-91,
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
5
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- 7'-6" 7'-6" 7'-6" T-6" T-6"
8'-6" 8'-6" 8'-6" 8'-6" 8'-6" 8'-6"
24„
.11'-2" 11'-2" 11'-2" 11'-2" 11'-2"
11'-10" 11'-10" 11'-10" 11'-10'
11'-2"
30
032
16"
12'-6"
12'-6"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
30
032
16"
18'-7"
18-4
18'-7"
18-4"
18'-7"
18' 4"
18'-7"
18' 4"
18'-7"
18' 4"
18'-7"
18'-4"
24"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
24;,
15'-3" 15'-3" 15'-3" 15'-3" 15'-3"
15'-3"
10'-8"
15'-1"
15'-1"
15'-1"
15'-1"
15'-1"
15'-1"
.042
16"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
042
16„
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22�22'-Z'22'-T'
24"
12'-3" 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"
8 -0"
8'-0"
8'-0"
8'-0"
024
6„
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
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"
7'-2" 7'-2" 7'-2" 7'-2" T-2" 7'-2"
24"
9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
10' 4" 10'x" 10'-4" 10'x" 10'-4"
9'-10"
10' 4"
.032
16"
10'-10"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
032
6"
18'-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"
24
12'-6" 12'-6" 12'-6" 12'-6" 12'-6"
12'-6"
r
.042
16"
13'-2" [13'-2" 13'-2" 13'-2" 13'-2" 13'-2"
13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9"
042
16„
19'-9" 19'-9" 19'-9" 19'-9" 19'-9"
19'-4" 19'-4" 19'-4" 19'-4" 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"
, „ "451„
16'-2"
024
16”
7 -Y
8'-2"8'-2"
7 -Y
T-3"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
024
6
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11' 4"
10'-10"
11' 4"
10'-10"
11'-4"
10'-10"
11' 4"
24"5'-2"
5'-2" 5'-2" 5'-2" 5'-2" 5'-2"
5'-9" 5'-9" 5'-9,. 5._9„ 5-_9, 5,_9-
24„
8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9 9'-4" 9'-4" 9'-4"
8'-3"
-4"
50
.032
16"
9'-9"
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"
T-0" T-0" 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"
042
16
11'-9"
11'-9"
11'-9"
11'-9"
11'-9"
11'-9"
042
�''
16
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
24„
9'-0" 9'-0" 9'-0" 9'-0" 9'-0"
10'-2" 10'-2" 10'-2" 10'-2"
24"'
13'-7" 13'-7" 13'-7" 13'-7" 13'-7"
14'-3" 14'-3" 14'-3" 14'-3" 14'-3"
13'-7"
14'-3"
0.024' 6.5" 0.024" 6.5'
0.032" 0.032"
0.042" 0.042°
f-2.0"—+—� T2.0"—I
* 2"x6.5" RAFTER * DBL. 2"xISS' RAFTERS
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED fa
FIGURE INDICATES
FREESTANDING
s
AHJ
ZNzl-
CV
o r
W
rn
CING
N
m
Z
�
ILLJ m
rn
`13
CONSTRUCTION
U)
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RYREVISIONS
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Q�pEESS 1(�
a
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OFA
03-11-16
DURALUM
IAPMO 0195
DESCRFnON
4 STEL JOB # 16-1071
II
DATE 03-09-16 'y
DRAWN BY AT B
CHECKED GM !3
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
a
SH -6
p
6 OF 50 SHEETS H
CII
OF LA QUINTA
BUIL
CING
& SAFETY DEPT.
F
`13
CONSTRUCTION
RYREVISIONS
DESCRFnON
4 STEL JOB # 16-1071
II
DATE 03-09-16 'y
DRAWN BY AT B
CHECKED GM !3
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
a
SH -6
p
6 OF 50 SHEETS H
0
0
2
3
0
4
A tl V o C r o b ° n o I o J
HEADER BEAM TYPES
SPLIC
6.5" ROLLFORM
GUTTER FASCIA MAG BEAM
~ ALUM. ALLOY B ALUM. ALLOY
3004-1-136 6063-T6
).042"/
0.032'-
TYP.
_._ MAX
0 I X X .
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 2"x6.5"x0.032"
5 `1 ALUM. ALLOY 3004-H36
OR EQUAL
6
7
8
T=12 OR
14 GA.
ASTM
A653 SS
GRADE 50
G60
.042"
Ifla
0 --+--3.0"----i
DBL. 3"x8"x0.042" BEAM
W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3x8"x0.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"x8" BEAM.
T=12 GA.
ASTM A653 SS
GRADE 50 G60� 3.0"
.032'
ALUM. II II 6'
3" SQ.0.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
INSERT
WHERE
0.110",
1YR
E ASTM A653 SS GRADE 50 G60 1.75"- i
4" I -BEAM 4.5" MAG GUTTER
ALUM. ALLOY ALUM. ALLOY
6063-T6 6063-T6
T=12 OR
14 GA.
7.875" ASTM
A653 SS
GRADE 50
G60
8.0" 8.0"
TYP. TYP.
T=0.125'
ALUM.
ALLOY
6063-T6
7
.0"
WHEF
SPLICEIn
7" I -BEAM
OCCUF
n
WHEREIICCURSII0.075
=4"SQ.xt=0.188"
ALUM. ALLOY 6063-T6
=4"SQ.xt=0.250"
H W/ (2) "C" INSERTS
ALUM. ALLOY 6063-T6
33.0"
OTTYP.
i
WHERE'C' INSERT OCCURS AS SHOWN IN
I
FULL LENGTH OF THE 7" I -BEAM.
6.5" ROLLFORM
GUTTER FASCIA MAG BEAM
~ ALUM. ALLOY B ALUM. ALLOY
3004-1-136 6063-T6
).042"/
0.032'-
TYP.
_._ MAX
0 I X X .
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 2"x6.5"x0.032"
5 `1 ALUM. ALLOY 3004-H36
OR EQUAL
6
7
8
T=12 OR
14 GA.
ASTM
A653 SS
GRADE 50
G60
.042"
Ifla
0 --+--3.0"----i
DBL. 3"x8"x0.042" BEAM
W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3x8"x0.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"x8" BEAM.
T=12 GA.
ASTM A653 SS
GRADE 50 G60� 3.0"
.032'
ALUM. II II 6'
3" SQ.0.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
INSERT
WHERE
0.110",
1YR
E ASTM A653 SS GRADE 50 G60 1.75"- i
4" I -BEAM 4.5" MAG GUTTER
ALUM. ALLOY ALUM. ALLOY
6063-T6 6063-T6
T=12 OR
14 GA.
7.875" ASTM
A653 SS
GRADE 50
G60
8.0" 8.0"
TYP. TYP.
T=0.125'
ALUM.
ALLOY
6063-T6
7
IIVI
14 GA. STL. INSERT
.O'L - STMAX. A653 GRADE 50 G60 j l
3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM , t 3'z8"i0.042 AN, t
K ALUM. ALLOY 3004-H36 L ALUM. ALLOY 3004-H36 W/'12 GA. STL. INSERT
OR EQUAL OR EQUAL IN �A`M A653 GRADE`�6 0
NOTE: WHERE 12 -AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN.IN_THE.SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
0.02`
0.032' �1
1.00°I --I 6I5", � I PLUGS
.040' ALUM.
.048' STEEL
3.0..
.032" 28°
ALUM.
m 3" SQ. ALUM POST 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36 �' ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO 3" SQ. STEEL POST
10'-0" MAXIMUM. c
r ASTM A653 GRADE 50 CP60
EAt"CottOR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
#SO SMS `
@24'0.
EA. SIDE /
3.0"
\L2.0'
I
I l 0.075' 3.0
\L2.0' i�3.0"-+-2.0' /I 1/ TYP.
1
`� f �
`3"_SQ: ALUM POST
WITHSIDEPLATES MAG POST
D ALUM. ALLOY 3004-H36 E ALUM. ALLOY
OR EQUAL 6063-T6
.0"
7" I -BEAM
=3"SQ.xt=0.313"
ALUM. ALLOY 6063-T6
W/ 1 "C" INSERT
G
=4"SQ.xt=0.188"
ALUM. ALLOY 6063-T6
=4"SQ.xt=0.250"
H W/ (2) "C" INSERTS
ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7" I -BEAM.
5°
i
NOTE:
1
EACH HEADER BEAM TOP AND
,I
BOTTOM FLANGES SHALL BE CUT AT
IIVI
14 GA. STL. INSERT
.O'L - STMAX. A653 GRADE 50 G60 j l
3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM , t 3'z8"i0.042 AN, t
K ALUM. ALLOY 3004-H36 L ALUM. ALLOY 3004-H36 W/'12 GA. STL. INSERT
OR EQUAL OR EQUAL IN �A`M A653 GRADE`�6 0
NOTE: WHERE 12 -AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN.IN_THE.SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
0.02`
0.032' �1
1.00°I --I 6I5", � I PLUGS
.040' ALUM.
.048' STEEL
3.0..
.032" 28°
ALUM.
m 3" SQ. ALUM POST 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36 �' ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO 3" SQ. STEEL POST
10'-0" MAXIMUM. c
r ASTM A653 GRADE 50 CP60
EAt"CottOR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
#SO SMS `
@24'0.
EA. SIDE /
3.0"
\L2.0'
I
I l 0.075' 3.0
\L2.0' i�3.0"-+-2.0' /I 1/ TYP.
1
`� f �
`3"_SQ: ALUM POST
WITHSIDEPLATES MAG POST
D ALUM. ALLOY 3004-H36 E ALUM. ALLOY
OR EQUAL 6063-T6
SQ. STEEL POST
ASTM A500 GRADE B
_�
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2 H m M
2 V)�_
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OFCA10F
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE OMRFnON
4 STEL JOB # 16-1071
DATE 03-09-16
DRAWN BY AT
CHECKED GM
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7 OF 50 SHEETS
=3"SQ x0.1$8"=3"SQ.xt=0.250"
jG
=3"SQ.xt=0.313"
=4"SQ.xt=0.188"
=4"SQ.xt=0.250"
SQ. STEEL POST
ASTM A500 GRADE B
_�
W o
N cD V)
2 H m M
2 V)�_
41 O
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Q Z Lo
CD -17O
CD U) o
jCCD4
ESS Ico
ayy�
o S 5885
_ 1
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OFCA10F
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE OMRFnON
4 STEL JOB # 16-1071
DATE 03-09-16
DRAWN BY AT
CHECKED GM
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7 OF 50 SHEETS
(A
° C O
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
1 _
A34 FRAMING ANGLE
SEE TABLE 2
FASTENERS, SEE TABLE 3—
° R.F. OR EXT. HANGER
CHANNEL, 2X OR 3X
RAFTER BRACKET
2 ALUM. PANEL RJ
\ �—
10
EXIST. RAFTERS AT
3x ALUM. RAFTER
\\
OPENING
24" O.C. AT ROOF
I��I�
EXIST. FASCIA BOARD
2" x 4" FULL
OVERHANG
ALLOWABLE PROJ.
EXISTING EAV
255
2X FULL DEPTH
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
WOOD SCAB,
TO BEAM
OVERHANG7
2"x6" FULL OR
2"x8" NOTCHED
WHERE OCCURS,
° SEE TABLE 1
(24° MAX.)
2" x 6" NOTCHED
SEE TABLE 2
A EAVE CONNECTION
1. EXISTING ROOF OVERHANG DESIGN LOADS-
RDL = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25,
3 30, 40, & 50 psf
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS
TABLE 1
4
0
5
6
°
7
°
8
COVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
10
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
OPENING
x
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
255
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
50
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
LEDGER OR WALL HANGER
WITH FAS TENE
F -
PER TABLES 3 8
1'
3
1"
TUD OR
WALL
(B>WALL CONNECTION
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6' (AT 2"x6)4"
MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x6" MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2"x6y' OR 3"x8" ALUMINUM SECTIONS.
rrfn a •.
t— 3/16' STEELNOTEi BRACKET CAN -BE
8" 0 1/4"0 HOLES ,TYP. LOCATED ANYWHERE ON EAVE.
O NOTE: PROVIDE WATER
0 TYP. BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8 TO DRAIN (OPTIONAL)
EXISTING EAVE ALLOWABLE PROJ. TO BEAM
OVERt
BLE 1
11/4' (24"8 LEDGER
RAFT
NOTE, PLACE 'SIKA FLEX$(3)-#14x3
SIMILARTE: BRACKET MAY BE
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.
TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
ABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
2I O
N
k �_l W O 0.) �
N co u')
? W M (
Ls
V
/Q�pFESSIq�I
a
~ ¢ O
DESIGN
(E) WALL
COVER
LOADS
OPENING
PROJECTION
10.20 psf
> B.
> 18'
30, 40 8 50 psf
> 6'
> 14'
TUD OR
WALL
(B>WALL CONNECTION
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6' (AT 2"x6)4"
MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x6" MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2"x6y' OR 3"x8" ALUMINUM SECTIONS.
rrfn a •.
t— 3/16' STEELNOTEi BRACKET CAN -BE
8" 0 1/4"0 HOLES ,TYP. LOCATED ANYWHERE ON EAVE.
O NOTE: PROVIDE WATER
0 TYP. BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8 TO DRAIN (OPTIONAL)
EXISTING EAVE ALLOWABLE PROJ. TO BEAM
OVERt
BLE 1
11/4' (24"8 LEDGER
RAFT
NOTE, PLACE 'SIKA FLEX$(3)-#14x3
SIMILARTE: BRACKET MAY BE
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.
TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
ABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
2I O
N
k �_l W O 0.) �
N co u')
? W M (
Ls
V
/Q�pFESSIq�I
a
~ ¢ O
o
uw>-
Q Z LLo
03-11-16
-
(A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING - SD9112 SCREWS WITH 2x FULL
DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL
COVER
LUSL
O r
MU) Lf)
WIND SPEED (MPH) AND EXPOSURE
O Uco O
110,C
120,13
120, C
0)
130, C
Cn
S5885
MAXIMUM PROJECTION
03-11-16
(A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING - SD9112 SCREWS WITH 2x FULL
DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL
COVER
LUSL
NUMBER AND TYPE
OF FASTENERS
WIND SPEED (MPH) AND EXPOSURE
110, B
110,C
120,13
120, C
130, B
130, C
�r oni r o
26'-0"
26'-0"
26'-0"
25'-2"
254"
20'-7"
Of
o
m 3
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
10
S��ivi�nor�—c
MPS9Nr
SS AT 48' O.C. (o.,b)
DURALUM
IAPMO 0195
26'-0"
26'-0"
26'-0"
25'-7"
25'4"
21'-2"
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)
20
' 0 S M SD C,STRONG—BOLT
C ROOK G -BOLT 2
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"
26'-0"
26'-0"
26'-0"
26'-0"
25
30
S 0 S MPSON STRb) G -BOLT' 2
SATS 36' D C.S� STRONG—BOLT 2
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"
AHJAPPROVAL
1�+
`F LA QUIIVTA
&. SAFETY DEPT.
/ �
!J
CONSTRUCTION
BY
REVISIONS
7'
(A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
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) (%\) (B) (B) (B) (B) (B) (B)
9'
(A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)g
Ya' p1 SIMPSDN STRONG -BOLT 2
40 SS AT 36' D.C. (n,b)
50 S AT 24' STRONG—BOLT 2
FOOTNOTES TO TABLES 3 & 4: 1
!
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
CONCRETE WALL.
c, WHERE ROOF PANEL RAIL
OCCURS, USE Y2' DIAMETER
LAG SCREW IN LIEU OF (2)
DIAMETER LAG SCREWS,
I`�� (
9
d' ILDII
ARPR��,
FOR
D A, I E
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)
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)
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
AND ROOF PANEL RAIL TO FASCIA
OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
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) - � DIAMETER LAG SCREW
(E) - :Y4' DIAMETER LAG SCREW
10.'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
'"'"x °nom °escwvnw+
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
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.
�=
WIND m 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'
4STELJ08# 161071
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
1- 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130
DATE o3 -0a,6
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
5' (C) (C) (C) (c) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D)
DRAWN BY AT
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'-0"
26'-0"
26'-0"
7' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)
CHECKED GM)/4
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)
EXISTING EAVE
CONNECTION DETAILS
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) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
SH -8
8 OF 50 SHEETS
HANGER CHANNELS AND MOUNTING BRACKETS
z N
ASTENERS,
T=,060' TYP,
W o ri
1
E TABLE 3, SHEET 4
2
W c�
FASTENERS,
V U
1.50" SEE TABLE 3 SHEET 8300" 078
W
W
ALUM. 3004-H36
•06 " •63
N
3
O
0
1.50
25"R 05
.010"x90" 202" FASTENERS,
O
SEE -
, 6„
W LL
—
t= 0.04"
(2) DIA. SEE SHEET 4
5740"S'
_
U Z LCD
O
2
c o FASTENERS
" co
M
NC'i 563" 281" J 200 5"
4 CONTINUOUS A- RAIL
ROOF PANEL (WHERE OCCURS)
A
O_
311
QC�l O r-
(h U)
O � O
N M
SHEET 8
SEE TABLE 3
c~i>
060"
3„
\
FASTENERS, w
SEE SHEET ALUM.ALLOY
FASTENERS,
SEE TABLE 3, SHEET 4
0
1.75"
ALUM.ALLOY 6063-T6
1.8
ALUM. ALLOY
6063-T6
ALUM.ALLOY
6063-T6
6063-T6
Ill
Q�FEss
��� Y,
O ROLL FORMED
O EXTRUDED HANGER / CONNECTIONOC
I.R. HANGER
"H" BRACKET
3
HANGER
� o S5885
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
., `
1
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf.
(3) Y" O LAG SCREWS
10# L.L.=(2)#14 SMS EA. SIDE
p�
of
1 1/2" 20#,25#,30# L.L.=(3)#14 SMS EA. SIDE
BEAM SPLICE TO `\
)OCCUR
CAL�F
#14 SDS,
40#,50# L.L.=(4)#14 SMS EA. SIDE
DIRECTLY OVER 5/8" O'PLASTIC
3 PER SIDE
I POST. NOT PERMITTED PLUG WHERE
03-11-16
— — — — — --- --- —
i/
.REffS@ 2 -POST UNITS
4
J
Q
�R
j PER SIDE I 5" #1
3
I 2" x 6 1/2" OR
5"
3„
<
I
BE USE AS
DURALUM
0
5" MIN. 3" x 8" ALUM.
3.5" 3.5" ALTERNATE TO
H
I
RAFTER
1/4"0 BOLTS
IAPMO 0195
3.5" 3.5"
o�'
3"x8" ALUM.
-- — 3/4" OR 1 1/2"
— ---
8" BEAM
•511 I
U)
—XHEADER
1
U -BRACKET
.5"
� OR EI
AHJAPPROVAL
L"
LI
EXISTING WOOD STUD FRAMING
SEE NOTES
` 3"x8" ALUM.
(E) STUCCO
BELOW j I 6 1/2" SIDEPLATE EA.
5
2 Xz° (E) STUCCO RAFTER
2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L=10 psf
I SIDE SEE POST SCHED.
PENETRATION BRACKET
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
2 EACH 1/2"0 x 3-1/2" LAG SCREWS L.L =20, 25 and 30 psf
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
#14 SMS EA. SIDE
TOP, MID HEIGHT
AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
fE
a
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
3
HEADER BRACKET 2
RAFTER TO STUD WALL CONNECTION 3
BEAM TO -POST
CONNECTION
11/2" OR 2"LATTICE S.M.S.
REVISIONS
c oEn
MARK
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
OR DBL. 2'x6,5'x0.032'/0.042'
o
ALTERNATE:
4-#14 S.M.S. EACH
J (NEW OR EXISTING)
BEAM
RAFTER TO COL.
SEE ' SHEE OTE, DETAIL B,
CONNECT. (8 -TOT.)
2"x6.5" OR 3"x8" RAFTER
X0
w>
°
l l
ALTERNATE: 1/2" BOLT
F
�
o o
I o
4 STEL JOB 0 16.1071
DATE 030316
7
r
f
'y
4.5' O 6•
ALTERNATE:
fn FASTNERS, SEE TABLE 3,
ri '� SHEET8
5/8' 0 ACCESS
3
3
DRAWN BY AT
1
(2)- #14 S.M.S. EACH RAFTER
r
HOLES
B
CHECKED GM
TOCOLUMN CONNECTION
INSTALL 6 — #14
0
3"x 3"STL.POST (24') o ALTERNATE:
X_(2)
(4 -TOTAL)
X :Y4'
INSERT ATTACHED OR -2x6.5' OR
_ ALTERNATE:
3' SQ. POST LONG SDS @ EACH
3"x 3'STL.POST COLUMN
FOR FREESTANDING (2}3"x8"HEADER
(2)-2x6.5" OR (2)-3"x8" HEADER
-�{ EXISTING
HEADER TO
COLUMN
HANGER CHANNELS AND
a
r
(2) -1/2 -BOLT
/ ALTERNATE:
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
s
B
2"x 6.5" SIDEPLATE
CONNECTOR (2)- #14 S.M.S. EACH RAFTER
C❑NNECTI❑N)
a
SH -9
DBL. RAFTER / DBL. HEADER CONN. 4STUB
COLUMN TO DOUBLE HEADER CONN.ATTACHMENT
EXIST. STUCCO / LEDGERDOUBLE
O
HEADER TO
O
DETAIL
COLUMN DETAIL
I�
i
9 OF 50 SHEETS
i
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS'
t
f TABLE 1 TABLE 2
2
ATTACHED ONLY ATTACHED AND �STEEL- POSTONLY:
"T"' BRACKET @ 3 -SQ. POST ' FOOTING & ANCHOR BOLTS FREESTANDING ,= I USE POST'TYPE
W/ (4)414 SMS EA SIDE OF POST
OR 1/2" M.B. THROUGH POST ALUM."T"BRACKET USE WITH ALTERNATE FTG. I 'i F, G. H, I, J OR K
POST POST POST TYPE B,C,D, OR E. SINGLE POSTS CUBE SIZE SQ. 18' DEEP • CUBE FTG. I i
o FOOTING SIZE BOLTS EMBED.
STEEL."T" BRACKET OR 9" SQ. 18" 18• SQ. 12" 1/2 DEPTH OF I I
' BASE PLATE USE WITH 17--22-CUBED(1) (2}3/8'0 1718" 20° 21• SQ. 12• FOOTING OR ' I
POST TYPE B,C,D,E,F,G,H,J OR K. 12" MIN. EMBD. j
(2}3/8"0 STRONG -BOLT 2 SS SEE TABLE 1 22" 25" SQ. 16°
23• & 24• CUBED (1) (2}112.0 31/4* • ' I '• •'
EA. BRACKET TO SLAB. E u ' ;:; I 1 ;
za• 28^ SQ. 20^ — w
3 9 1/2" MINIMUM DISTANCE TO
EDGE OF SLAB. 2s -30• CUBED (2) (4}112.0 3114" 26" 32- SQ. 23" r F-
33" MINIMUM DISTANCE FROM 28" 35" SQ. 25" SLAB CRACK TO COLUMN. d 31•- 34• CUBED (2) (4}5/8.0 4 w Q
(1%" MIN. EMBEDMENT) 30" 39" SO. 28"
a : •• a
DE G 35- - 39' CUBED (2) (4}314.0 43/4' 32" 43 -SQ. 30" (1}1/2"OM.B."� "' F= 2
o SLAB SHALL BE IN Q POURED CONCRETE 34" 47" SQ. 32- x9"LONG, 1" • ' Nb° W ,Q
GOOD CONDITION FOOTING SEE TABLES 40 -42 CUBED (2) (a}314"0 43/4• 36• 51" SQ. 34" FROM END .; , p m
OF POST Z
FOR SIZE NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS 38" 55- SQ. 37"
- 3 1/2" MIN. SEE FOOTING (ICC -ES ESR -3037) SQUARE, SEE FTG.
_ 40^ 60" SQ. 39" CONCRETE POURED ULE IN REAM
1) MAY USE EITHER STFELT BRAL;Kr=rUR___
4 ALTERNATE FREESTANDING BASE PLATE. 42" 64- SQ. 41" FOOTING 'TABLES
EXISTING SLAB POSTS TO CONC. FOOTING 2) REQUIRES USE OF ALTERNATE FREESTANDING 44" 69' SQ. 43'
SQUARE"POST EMBED.
7 ATTACHED COVERS ONLY :O ATTACHED COVERS ONLY BASEPLATE. CUBE FOOTING W/31/YSLAB O INTO FOOTING
all
5
0
6
ALUM. ALLOY 3.00" OR
6063-T6 2.40"
1.375"
0
075K1
7 O
1.60"
1.50 .090" TYP.
INSTALL 1Y" x 1y" x YB" HDG
o 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 n
ixfm
q 7/16"0 HOLE
FOR 3/8" MB .56"
ASTM A500 GRADE B
INSTALL 1y" x 1Y2" x Y6"HDG 1.125"
WASHER PLATE AT ANCHORS
.75"
.157"
TYP
USE FOR 3" OR 4" 1.75'
STEEL POSTS
q 2- 5/16"(21 HOLES
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
(3)-3/4"0 B
FOR POST TYPE F, G. H, I,
3" OR 4" SQ.
INSERT CITY
x 0.188"
ASTM A500
GRADE a BUILD
STEEL �t
FOf
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037 r)r1l,E
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
2 FLANGES BASE PLATE 3/16"
2 1/8" APART
2.5" POST --
.75" BASE FLARES INSERT
TO 3"WIDE EA. 9" SQ. X 5/8" THK.
SIDE OF FLANGES THK. BASE PLATE mj
FOR 3' POST, (ASTM A500 GRADE B STEEL)
4" WIDE FOR 4" POST 1 X. 6Y2" 1 All
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE WELDED STEEL BASE PLATE 10
ALTERNATE FREESTANDING
BASE PLATE -ANCHOR
1
2 �
o�
W o
C 4 Co, LO
Z w m M
2 �0�
� rn
W p
Lu LL
w>-
QZ Lo
0
MocCno
N .
0)
QRpFESSlg1��
S5885
1
OF CAl\FOS .
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
)F LA QIJIIN 1A
O & SAFETY DEPT.
O OvLj
'ONSTRUCTION
BY
REVISIONS
MARK DATE DESCRmoN
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
2
3
O
4
5
O
6
7
8
o � o
LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS
Q=
2"X6.5"X0.032"
SIDE PLATES
m
110 MPH
120 MPH
130 MPH
EXP, III 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
Q=
m2
2"X6.5"X0.042" SIDE PLATES
110 MPH
120 MPH
130 MPH
EXP. Bj
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' 1
3
4
4
5
5
5
13' 1
4 1
5 1
4 1
6 1
5 1
7
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
)BEAM SPLICE TO
+� OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE
PER SIDE"
5" ,5 #14 SMS MAY
BE USE AS
3.5" 3.5" ALTERNATE TO
1/4"0 BOLTS
3.5" 3.5"
8" BEAM
MORD I
SEE NOTES
j I 6 1/2" SIDEPLATE EA.
BELOW
SIDE SEE POST SCHED.
#14 SMS EA. SIDEIt
TOP, MID HEIGHT 3"SQ. POST BETWEEN SIDE PLATES
AND BOTTOM.
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. 1flW/ (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
N1
ROLL -FORMED ❑R I I I I C LU N 2 PEI SP N T
INSULATED ROOF PANEL
ERL❑CKING SEAMS, TYP.----�,
WALL
HANGER
C4
F,p A,,116
ROOF PLAN
FASTENERS,
"ET 4
ROLL -FORMED #14 SMS 2 32' O.C. MAX.
OR IRP <4 MIN. PER PANEL INTERLOCK)
OLL-FORMED
PANEL
ROOF PANEL ATTACHMENT
SEE SHEET 4
OROOF HANGER
#14 SMS 2 32' O.C.
4 MIN. PER
ALUMINUM
TOP 6 BOTT. 0.024'
P
0 ROLL -FORMED PANEL INSULATED ROOF PANEL
�2 INTERLOCKING SEAM INTERLOCKING JOINT
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OF CAL\FOS
03-11-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
NARK GATE DESCPJITM
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
w
o
11 SIMPLE SPLICE
S
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS
FULL MOMENT
OPTIONAL DECORATIVE FASCIA
"!1 8" 1"
( WOOD, ALUM. OR HARDBORD )
I (VALLEY, TY 210 P
#10 S.M.S. so POST (B -TOTALS • EACH SIDE OF 3'
(B TOT. II #12 S.M.S. II ALTERNATE: 1/4'0 BOLT W/ WASHER
TYP. THICKNESS =.035 (24 TOT
II N
6 3s• P. THICKNE--—SS = .035" EA. SIDE OF 3' SQ. POST
u d
+ + �� + +LA
++ + + �� + + ++ W sol
2 ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36 w + 1.10"
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED .7s I O
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR Y' I I
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS - -
NOTCH I -BEAM FLANGE 2 351 3' SQ. POST
SPLICES - ROLLFORMED &EXTRUDED FASCIAS
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
3" TOTAL= (B}1/2"0 BOLTS
3
SPLICE WHERE 4n
OCCURS
.070"
TYP.
4 6063-T6
4" I -BEAM
O
a^
5
SPLICE WHERE
OCCURS
11"
TYP.
0
6
ALUM. ALLOY
6063-T6
7" [-BEAM
1 %" SQ. OR 2" LATTICE TUBE
MOMENT C -SPLICE
1'-0"
1.00
O�O
2.00
tl
O O
O 0
O
4,'
O O
12 - #14 SDS
Q Q
16" 1 n
MOMENT C -SPLICE
ALUM. ALLOY 3105-H25
7
11 .50" 1.50"
28" 2..
2..
G y .018"
8
I
MOMENT C -SPLICE
2"x3" LATTICE TUBE
[-BEAM ALUM ALLOY
(6061-T6) ALTERNATE
STL. C -BEAM
SQ. POST
AS NEEDED TO CLEAR
SQ. POST,CONNECT WEB
TO POST W/ (2) - 5/8' 0
THRU-BOLTS @ 4" I -BEAM,
AND (3) - 5/8" 0 THRU BOLTS
@ 7' I -BEAMS -
H - BRACKET TO POST
—3- SB-E'AM.
x3" SQSTEEL OR
MAG
(6)-#14 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
3" X 3" ALUM. OR
STEEL POST
LATTICE TUBE TO RAFTER
#8 x 2 "SMS, 2 1/2"
1 1/2' SQ., 2" S
OR2"x3" LATT'
@ 3" O.C. MIN.
TO 6"O.C.I
4414 x 1/2' S.M.S. EACH SIDE OF 3"
SO. POST (B -TOTAL)
ALTERNATE: 1/4"0 BOLT W/ WASHER
EA SIDE OF 3' SO.. POST
' BUTTER FASCIA
3.00'
OR 240' 3' SQ. POST MAG BEAM
3'SQ. STL. BEAM
RAFTER "TAIL" TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
"L" FASTENERS
1'-0"
1,j5'
2'-0"
O
4,'
O O
12 - #14 SDS
Q Q
16" 1 "
z' -n"
ALUM. ALLOY 3105-H25
7
11 .50" 1.50"
28" 2..
2..
G y .018"
8
I
MOMENT C -SPLICE
2"x3" LATTICE TUBE
[-BEAM ALUM ALLOY
(6061-T6) ALTERNATE
STL. C -BEAM
SQ. POST
AS NEEDED TO CLEAR
SQ. POST,CONNECT WEB
TO POST W/ (2) - 5/8' 0
THRU-BOLTS @ 4" I -BEAM,
AND (3) - 5/8" 0 THRU BOLTS
@ 7' I -BEAMS -
H - BRACKET TO POST
—3- SB-E'AM.
x3" SQSTEEL OR
MAG
(6)-#14 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
3" X 3" ALUM. OR
STEEL POST
LATTICE TUBE TO RAFTER
#8 x 2 "SMS, 2 1/2"
1 1/2' SQ., 2" S
OR2"x3" LATT'
@ 3" O.C. MIN.
TO 6"O.C.I
4414 x 1/2' S.M.S. EACH SIDE OF 3"
SO. POST (B -TOTAL)
ALTERNATE: 1/4"0 BOLT W/ WASHER
EA SIDE OF 3' SO.. POST
' BUTTER FASCIA
3.00'
OR 240' 3' SQ. POST MAG BEAM
3'SQ. STL. BEAM
RAFTER "TAIL" TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
"L" FASTENERS
1'-0"
4 - #14 SDS
2'-0"
6 - #14 SDS
T-0"
12 - #14 SDS
FASTENER SPACING =3/4"
#14 x 1/2" S.M.S. TOP
& BOTT. (2)•TOT.
/QRpf Ess I��\
S 5885
- - 1
OF Cp
03-11-16
DURALUM
IAPMO 0195
FASTENER TO FASCIA - SEE TABLE
—FASTENER TO RAFTER TAILS -SEE TABLE AHJ APPROVAL
OPTIONAL LATTICE TUBES
AT OVERHANG
`v
CITY F LA QUINTA
I
ROOF PANEL
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ROLLFORMED OR
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EXTRUDED GUTTER
QZL�
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ALUM. BRACKET X
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S 5885
- - 1
OF Cp
03-11-16
DURALUM
IAPMO 0195
FASTENER TO FASCIA - SEE TABLE
—FASTENER TO RAFTER TAILS -SEE TABLE AHJ APPROVAL
OPTIONAL LATTICE TUBES
AT OVERHANG
`v
CITY F LA QUINTA
I
ROOF PANEL
00
FASTENER 6112" 1
BUILD'i
!
n & SAFETY DEPT.
___ _
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GROUP
I
AR
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PRO E D
ROLLFORMED OR
—066
''
EXTRUDED GUTTER
FvF
r
CNSTRUCTION
ALUM. BRACKET X
I
#14 S.M.S. @12"O.C.
FASCIA
:�/2"
6 1/2"x2"x.024
1"
"L" SEE TABLE
nr, 'c
BY
RAFTER
-
"U" BRACKET - RAFTER TO BEAM
2.125" FOK 2 x HAFT EK
REVISIONS
DESCPJFnGN
4 STEL JOB # 16-1071
c
DATE 03-09.16 3y
DRAWN BY AT g
CHECKED GM 3st
BEAM TO POST &
LATTICE TUBE TO a
RAFTER CONNECTION
DETAILS
a
SH - 12
12 OF 50 SHEETS
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03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MART( DATE DESLRFRDN
4 STEL JOB # 16-1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
HOW TO DETERMINE
TRIBUTARY WIDTH &
FAN BEAM DETAILS
SH - 13
13 OF 50 SHEETS
A
l�
1
0
T=12 GA.
ASTM A653 SS
GRADE 50 G60-\ 3.0°
2 .032'
ALUM.
3" SQ.x0.032" ALUM. BEAM
��1W/ 12 GA. STL. "U" CHANNEL
C ASTM A653 SS
GRADE 50 G60
3
4
5
BEAM TYPES
.032° 6.5"
.042
8.0"
0.042°
I— TYP.
I--2.0°� T1I2.0"---I
(-,')DBL. 2"x6.5"0.032" t—
Qj ALUM. ALLOY 3004-H36
OR EQUAL
(--,)DBL. 2"x6.5"x0.042" K 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36
OR EQUAL OR EQUAL
TYP.
� DBL. 3x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
O
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
EXPOSURE B
6 FIGURE INDICATES
EXPOSURE C
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C.
7
0
(FOOTNOTES TO ALL SPAN TABLESI
-1. FOOTING SHOWN REPRESENTS LENGTH OF,�
EACH SIDE AND'DEPTH OF'CUBED FOOTING WITHOUT-SLAB.
WHERE SLAB OCCURS CUBED FOOTING SIZ
MAYBE -REDUCED-6"- EACH -SIDE FOR -FREESTANDING ONLY. "
2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB
SHALL BE THE SMALLER OF THE MAXIMUM SPACING
SHOWN IN THIS COLUMN OR THE MAXIMUM POST
SPACING SHOWN FOR THE SELECTED BEAM.
3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE
MAXIMUM COLUMN SPACING MEASURED AT THE
COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR
25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB
EDGE SHALL BE 9 1/4" MINIMUM.
1a GA.
7. 5" ASTM
A653 ,
GRADE
3"x8"0.042" BEAM
W/ 14 GA. STL. INSERT
Ivl ASTM A653 GRADE 50 G60
3"x&W.042" BEAM
W/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"x8" BEAM.
T=12 OF
14 GA.
ASTM
A653 SS
GRADE
50 G60
\ DBL. 3"x&W.042" BEAM
0 l W/ DBL. 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
DBL. 3"x8"x0.042" BEAM
,_, W/ DBL. 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
81 I SEE ALTERNATE FOOTING TABLESI NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHT. 9 FOR ATTACHED COVERS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"x8' BEAM.
L.L
ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
il
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S 5885
1
OF CAL\FOS
03-11-16
DURALUM
IAPMO 0195
F
AHJ APPROVAL
F LA Q U I N"TA
G & SAFETY DEPT.
Pp E� ��
CONSTRUCTION
BY
REVISIONS
NRRK GATE DESCRFNDN
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
3" SQ.0.032" ALUM. BEAM DBL. 2"x6.5"x0.032" 3x8"x0.042" BEAM
t�Z� W/ 12 GA. STL. "U" CHANNEL I OR K
ATTACHED
FREESTANDING
ATTACHED
ATTACHED
FREESTANDING ATTACHED FREESTANDING
>_
MAX.COL.
SPACING
Ia-�
�_
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN. MAX.POST MAX.POST
FTC,,
MIN. MAX.POST MAX.POST FTG.
MIN.
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OF cA��F°�
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
r
DATE DESCaFtwr+
4 STEL JOB 0 16-1071
DATE 03-0316
DRAWN BY AT
CHECKED GM
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH - 35
35 OF 50 SHEETS