BPAT2015-000878-495 CALLE TAMPICO-
LA QUINTA, CALIFORNIA
Application Number: 8
Property Address: 7
APN: 6
Application Description: N
Property Zoning:
Application Valuation: $
Applicant: • '
GOLD STAR CSTM PTG LQ P.
0 OUTSIDE CITY LIMITS
LA QUINTA, CA 92253
VOICE (760) 777-7125,'
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 2/20/2015
53
TG LQ PATIO CO
ZITS
53
1
(760)574-1040
Lic. No.: :LIC -01074B1
-----------------------------------------------
J
----------------------------------------------
LICENSED CONTRACTOR'S DECLARATION
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
I hereby affirm under penalty of perjury one of tie following declarations:
9 (commencing with Section 7000) of Division 3 of the Busin and Professions Code,
I have and will maintain a certificate of consent to self -insure for workers'
and my License is in full force and effect.
compensation, as provided for by Section 3700 cf the Labor Code, for the performance
License Class: _ License No.: :LIC -0107481
of the work for which this permit is issued.
Date: ��� Contractors i `
_ I have and will maintain workers' con; pensation insurance, as required by
Section 3700 of the Labor Code, for the perform gnce of the work for which this permit
is issued' My workers' compensation insurance :arrier and policy number are:
OWNER -BUILDER DECLARATION
Carrier: _ Policy Number:
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
I certify that in the performance of th=- work for which this permit is issued, 1
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
shall not employ any person in any manner so a=- to become subject to the workers'
city or county that requires a permit to construct, alter, improve, demolish, or repair
compensation laws of California, and agree that,if I should become subject to the
any structure, prior to its issuance, also requires the applicant for the permit to file a
workers' compensation provisions of Section 37010 of th or Code, I shall forthwith
signed statement that he or she is licensed pursuant to the provisions of the
comply with those provisions.
Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Divisik 3
�_(f
of the Business and Professions Code) or that he or she is exempt therefrom and the
Da S Applicant: f
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant i) a
permit subjects the applicant to a civil penalty of not more than five hundred dollars
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
($500).:
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
(_) I, as owner of the property, or my employees with wages as their sole
ONE HUNDRED THOUSAND DOLLARS ($100,0001 IN ADDITION TO THE COST OF
compensation, will do the work, and the structure is not intended or offered for sale.
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
INTEREST, AND ATTORNEY'S FEES.
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
APPLICANT ACKNOW-EDGEMENT
are not intended or offered for sale. If, however, the building or improvement is sold
IMPORTANT: Application is hereby made to the [3uilding Official fora permit subject to
within one year of completion, the owner -builder will have the burden of proving that
the conditions and restrictions set forth on this application. -
-� he or she did not build or improve for the purpose of sale.).
1. Each person upon whose behalf this applicacion is made, each person at whose
a (_) I, as owner of the property, am exclusively contracting with licensed contractors
request and for whose benefit work is performed under or pursuant to any permit `
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
issued as a result of this application , the owner, and the applicant, each agrees to, and
State License Law does not apply to an owner of property who builds or improves
shall defend, indemnify and hold harmless the C ty of La Quinta, its officers, agents, and
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
employees for any act or omission related to the work being performed under or
the Cortractors' State License Law.).
following issuance of this permit:
(� I am exempt under Sec. B.&P.C. for this reason
2. Any permit issued as a result of this applicafon becomes null and void if work is
not commenced within 180 days from date of is_uance of such permit', or cessation of
work for 180 days will subject permit to cancellation.
Date: Owner:
I certify that I have read this application and staL- that the above information is correct.
CONSTRUCTION LENDING AGENCY
I agree to comply with all city and county ordinances and state laws relatibuilding
I hereby affirm under penalty of perjury that there is a construction lending agency for
construction, and hereby authorize representatives of this city above -
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.)..
/e"--nte
mentioned property for inspection purposes.
Lender's Name:
p�C rV Signature (Applicant Agent):
ate: o
Lender's Address: -
I
FINANCIAL INFORMATION
� �,?s �p n 'A00OUNTi � r�QTY; AMOUNT
" DESCRIPTION;,
PAID. " PAID�DATE
� r �
f
BSAS SB1473 FEE 101-0000-20306 0
$1.00
$0.00
PAID BY 4+ + s "- `� RECEIPT#s a!
`,. ".<x
",CHECK# : rxCLTDBY
*' ,'_METHOD
,�
Total Paid forBUILDING STANDARDS ADMINISTRATION BSA; $1.00 $0.00
' DESCRIPTION = '`
i'-� ACCOUNT ;,4 a..
QTY+
"AMOUNTh
Ja..
r PAID._
PAID DATE
- ,r....
PATIO COVER, STD, OPEN
101-0000-42404
0
$97.17
$0.00
i, x PAID BY u,
'; nr'y METHOD �f,,Y
��` a'�`RECEIPT`#
CHECK # ;};
'•CLTD BY- -'
.ACCOUNT
PA
1D
PAID DATE'
r_.
w
a
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$95.72
$0.00
PAID BYy
a i` METHOD `.
t;!` RECEIPT #r
CHECK #'
CLTD BYE
• ;;: . �. ,,:
f`s.
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Total Paid forPATIO COVER % COVERED PORCH / LATTICE $192.89 $0.00
x. rs +' '',DESCRIPTION ,� ' ,
ACCOUNT, y`
sQTY
m'„ AMOUNT �r
�.
PAID',DATE
,
,,
.`PAID
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.00
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Total Paid forSTRONG MOTION INSTRUMENTATION SMt $0.50 $0.00
TOTALS:0•
r
Description: MCDONALD PATIO COVER 272 SQ FT
CONTACTS
Type: PATIO COVER
Subtype: Status: UNDER REVIEW
Applied: 2/20/2015 PJU
Approved:
Parcel No: 600420010 Site Address: 79315 ROSE DAWN LA QUINTA,CA 92253
Subdivision: TR 31311
Block: Lot: 37
Issued:
Lot Sq Ft: 0
Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $3,000.00
Occupancy Type: Construction Type:
Expired:
No. Buildings: 0
No. Stories: 0 No. Unites: 0
Details:.ALUMAWOOD PATIO COVER 10 X 32 TOTAL 272 SQ FT PER 2013 CALIFORNIA BUILDING CODES201218C.
Printed: Friday, February 20, 2015 2:53:29 PM 1 of 2EMN
IRsrsrents
CONTACTS
NAME TYPE `; ' ." F. NAME'S '�� ;ADDRESSi %` ;CITY F b ,
�. .�- 3
`'STATE
ZIP: PHONE . `" FAX • ;'' "EMAIL'
r{.ti`ae -v'�r
APPLICANT GOLD STAR CSTM PTG LQ PATIO CO 0 OUTSIDE CITY LIMITS
LA QUINTA
CA .
92253
(
FINANCIAL•
°;, DESCRIPTION :•, 4 ' '_ 4 ' 'ACCOUNT; 7 7 QTY, AMOUNT
H F
•
PAID fi,
•
PAID DATE
RECEIPT
'CHECK #:. `ME
METHOD
y
PAID BY
BSAS SB1473 FEE 101-0000-20306 0 $1.00
$0.00
Total Paid forBUILDING STANDARDS ADMINISTRATION $1.00
BSA:
$0.00
-
Printed: Friday, February 20, 2015 2:53:29 PM 1 of 2EMN
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CHECK #
METHOD =
' { PAID BY
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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 forSTRONG MOTION INSTRUMENTATION SMt $0.50 $0.00
TOTALS:•4 • 0•
PARENT PROJECTS
ATTACHMENTS
Printed: Friday, February 20, 2015 2:53:29 PM 2 of 2 CRSYSTEMS
Bin #
City of La Quinta
Building a Safety Division
P.O. Box 1504, 78-495 Calle Tampico
�S La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address: ! J ( S- a
Owner's Name:
A. P. Number.
Address:
Legal Description:
City, ST, Zip: /42 cW/bl- 2 '
/I --.. ((
Contractor: u k�lli'l4 (.i� t i6 Ct iii
,.r. .
Te hone: �
Address: j(,,clt f St t- F
Project Description:
_y
City, ST, Zip: d ctn f'
/
C%
Telephone: 7 6o 3-7ou kr .
f ?�1vY �ir�"
State Lic. # : S S(p City Lie.
A9 xZ�
Arch., Engr., Designer.
Address:
City-, ST, Zip:
Telephone: - �
State Lie. #: �
x> �' ' ern m..:
�,. .� '� �'�;`�?'�>;��=�>
�4" S. �fw'>J•y!�f^?hr3�'Jj4:
8 .� "
:�:..r�r .::.:,�?r ..?�;s�<5.
Construction Type: Ocmtpancy:
'
Project type (circle one): New Add'n Alter Repair Demo
Name of Contact Person:
Sq. Ft.: a"7 Z
# Stories:
# Units:
Telephone # of Contact Person:
Estimated Value of Project O&D
APPLICANT: DO NOT WRITE BELOW THIS UNE
#
Submittal
Req'd
Rec'd
TRACIMG
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Pian Cheek Ialance.
Title 24 Cates.
Plans picked up
Canstructiom
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2'' Review, ready for correctionsfissue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.L
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
''a Review, ready for correctionsfissue
Developer Impact Fee
Planning Approval
Called Contact Person
A.LP.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permil Fees
�co-a�
WATERCOLORS AT LA QUINTA HOMEOWNER ASSOCIATION
ARCHITECTURAL IMPROVEVVENT APPLICATION AND REVIEW FORM
Lot Number: _37_ Owner Name:_.KAREN
MCDONALD Date:
Property Address: 973.15 ROSE DAMN Contact
Phone: 760-409-5030
Nature of Improvement . PATIO .COVER
Color, if applicable: BEIGE Estimate start date: MAY
102014
Location, ifapplicable: SIDE
EPATIO
Dimensions, if applicable SEE
PLANS -
Construction materials, if applicable: SEE
PLANS
Supplier/vendor:
Approx. Cost: _ - $4,000.
Attach an additional page * for description, if necessary. One set- of plans of all
improvements must be attached to this application to show location and dimensions, or a
picture of the item if more appropriate. if construction is involved, the owner is responsible.
for obtaining;City of La Quinta permit to do the -work.
Owner Signature:
Send the applicationany of the following-.
Via email to irene@whitestarmgmt.com or Fax 760.773.5432
By mail to 71687 Highway 111, Suite 102, Rancho Mirage, CA 92270.
Conditions:
Whitestar Management for Watercolors at La Quinta HOA Rev. 6.13
FRONT
STREET
F -I10'-211'
79315. ROSE -
DAWN
LAQUINTA, CA
o,- 0 9
SAFETY SEPT.
UiLOROVEI)
111" 12'-2" 9'-4"
4APP
9' 0'
DA
-f T� _
• No�iAS t, �
CA( ,"BELL O
Exp: 12 i� : m
•• CIVIL �c
THOMAS IRAY
CMAPaELL
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS INC.
GENERAL NOTES: DESIGN REQUIREMENTS:
77I. THE -DESIGN OF ATTACHED AND, FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
2012INLERNATIONAL BUILDING AND RESIDENTIAL CODES'2013 CALIFORNIA BUILDING AND RESIDENTIAL
GCODES, ASCE/SEI 7 -10 -MINIMUM DESIGN LOADS FOR BUILDMGS AND -OTHER STRUCTURES AND THE 2010
ALUIMINUM MANUAL;ADM 1-10: COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC
AND 2D13.CRC-SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC1318-11 FOR 20, 25 AND 30
Psf RESIDENTIAL_AND:COMMERCIAL CONSTRUCTION.
DRAWING NOTES:
2. ALL MEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE,
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTWIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES AND PROCEDURES.
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
CHANGE ORDER.
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL
7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
12 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
EXISTING OR NEW CONRETE SLABS.
10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
CARPORTS.
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
DESIGN CONSIDERATIONS:
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT.
12. MINIMUM COVER PROJECTION IS 19.
13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE
EXISTING OVERHANG.
14. COVERS ARE DESIGNATED'RIDGED BUILDINGS' AS DEFINED IN ASCE/SEI 7.
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
ASCE/SE17.
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES; IN
ACCORDANCE WITH ASCE/SEI 7.
17. THE RATIO (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT),
SHALL NOT EXCEED ONE (1).
18. THE RATIO (LIP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT
BE LESS THAN ONE (1).
MATERIAL SPECIFICATIONS:
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT.
20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED
WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS.
21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER
TABLE 18062 AND SECTION 1806.3.4.
23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B.
ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60.
24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL DOLTS SHALL
HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE.
26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR
1976 OR APPROVED EQUAL
27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH
RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF).
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 15052,
EXCEPTION 2.
WIND SPEED CONVERSION TABLE:
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC.
FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND
SPEED BY FOT
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION
SHALL BE BASED ON 85 MPH = 110 MPH.
0.6
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND
SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 49 FOR SPAN REDUCTION FACTORS.
ThinkPadADuratum\JAPMO 019515-21-14 SubmhMK5.21-14 A 4.dwg, &25r2014 2:1327 PM, CutePDF Writer,
RESIDENTWL'APPLICATIONS --CRC AND IRC APPENDIX,H;. CBC AND IBC CHAPTER 16, CBC &" IBC A PPENDD(.CHAPI
`�-ROOF'LIVE AND SNOW LOADS: 10 2Q 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL ZY5, 30, 40 & 50 psi)
COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
ROOF LIVE AND SNOW LOADS: 20, 25, 30,40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
ADDITIONAL DESIGN REQUIREMENTS:
1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120.130 MPH, EXPOSURES B AND C.
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: If. 11. `
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: Sg= 1.50, S,= 0.6, S „= 1.0, S a 0.50
RESPONSE MODIFICATION FACTOR, 81.25
6. DESIGN ASSUMPTIONS:
A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT} 20'
S. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10'
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY • .
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
A. TITLE SHEET AND GENERAL NOTES.
B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TABLES.
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
Sfi E -SPECIFIC DESIGN LOADS.
E. APPROPRIATE STRUCTURAL DETAILS.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION.
SHEETINDEX:
SHEET # SHEET TITLE / DESCRIPTION
WIND SPEED CONVERSION TABLE:
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
SEE CONVERSION METHOD, THIS PAGE,
FOR APPLICATION AND USE.
SITE DESIGN PARAMETERS:
SITE ADDRESS:
WIND SPEED & EXPOSURE:
ROOF / SNOW LOAD:
T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1 ............SOLID PANEL STRUCTURES
2 ............OPEN LATTICE STRUCTURES
3-4 .........PANEL SPANS TRI -V, W -PANEL & FLAT PAN
5 ............MINIMUM FASTENERS
6 ............RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
7 ............HEADER BEAM TYPES, COLUMN / POST TYPES
8 ............EXISTING EAVE CONNECTION DETAILS
9 ............HANGER CHANNELS AND MOUNTING BRACKETS
10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
11 ...........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
12 ...........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
13 ...........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS
15-17 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
18-20 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
21-23 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
24-27 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
28-30 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
31-33 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
34-36 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
37-38 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
39-40 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
41-42 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
43-14 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
45-46 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
47 ...........INSULATED ROOF PANEL ATTACHMENT DETAILS
48 ...........SNOW DRIFT DESIGN
49 ...........SPAN REDUCTION FACTOR TABLES
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SOLED=PAN=EL-�STRUCTORES
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'
ROOF
o
:14 r•
ROOF PANEL SEE TABLES
OVERHANG,
ATTACHMENT OR WOOD, OR
SEE DETAIL A, B & C, ENG.
ATTACHMENT
SEE DETAIL A, B & C,
TABLES
LENG
OVERHANG,
OR WOOD, OR
W
=
SHEET 4 FOR ROOF
SHEET 8 '4ND S OFS CONCRETE
TRUC
ROOF PANEL SEE
SHEET 4 FOR ROOF
SHEET 8
TH
AND S OF ST
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NAIL 7VI' WALL SEE
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MIN. 0.25"
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U
& BEAM.
N ""W `
HANGER 8 BEAM.
`
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0 c
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a
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a
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-1 w 02
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4
OF ROOF PANEL
m
ALLOWABLE SPAN
elf `� ,
ALLOWABLE SPAN
cc 0
SEE DETAIL 11, SHEET 12
S
(B--AkSp
SEE DETAIL 11, SHEET 12
BEgA�
z0
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FOR MANDATORY SPLICE.
p 7 -SPAN/ BEAM - SEE TABLES
FOR MANDATORY SPLICE.
SP
POST
BEAM - SEE TABLES
0:5
F-
NO BEAM SPLICE AT
_
I SEF ACING =
NO BEAM SPLICE AT
Spm/
SEF TAe gC//yG
FOR POST SPACING
F
=
w
Lu
EXTERIOR POSTS.
5 7A
EXTERIOR EXTERIOR POSTS.
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o
POSTS, SIZE VARIES
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i 25%
POSTS, SIZE VARIES
EXy JVOr T
SEE SHT. 11 FOR MINIMUM
pF EJ(C h N
B EEO
SEE SHT. 11 FOR MINIMUM
OFCE 25O
B EAU
NUMBER OF REQUIRED COLUMNS
+, %
A 0�'ABCE
NUMBER OF REQUIRED COLUMNS
�COWABtESPq
SPAN
a a
of
+o
3 1/2" SLAB ATTACHMENT
MAY BE USED
WHERE PERMITTED.
%
NOTE: NO SPLICE AT IOR POSTS
3 1/2' SLAB ATTACHMENT
MAY BE USED
WHERE PERMITTED.
o
SEE TABLES
SEE TABLES
o 0
NOTE; EACH-COMPONENTAS-INTER-
NOTE: EACH COMPONENT IS INTER -
0 Z
0 ti
FOOTING WHERE REQUIRED CHANGEABL'E-WITH ANY OTHER
FOOTING WHERE REQUIRED
CHANGEABLE WITH ANY OTHER
B
i
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
SEE TABLES
COMPONTENT UNLESS OTHERWISE SHOWN.
5
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION
TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
isw
G U
W
w
ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANEL�ENGTy
IENG
ATTACHMENT TO
OUTy
FSTj2
CARE
ROOF PANEL SEE TABLES MIN. 0.25' SLOPE
SHEET 4 FOR ROOF PANEL
OPS
UC�RF
SUPPORTING BEAM.
O.H V
gRIES
PER FT. O.H
V
gR�ES
ATTACHMENT TO
SUPPORTING BEAM.m
A
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SP A►I
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SPA
LL v
"O.H."
SPA N
w
NOT TO EXCEED 25%
"O.H." NOT TO EXCEED 25%
¢ z m
OF ROOF PANEL
OF ROOF PANEL
u a
ALLOWABLE SPAN �/
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12 ✓
FOR MANDATORY SPLICE.
SEAM
SEE DETAIL 11, SHEET 12
�M
rr�
NO BEAM SPLICE AT
Sp
POSTSpAN/ BEAM - SEE TABLES
SEE
FOR MANDATORY SPLICE.
NO BEAM SPLICE AT
Sp
pOSTSpgN/
SEE
BEAM - SEE TABLES
tu 0. a
a i A
EXTERIOR POSTS.
TAB�Es NG FOR POST SPACING =
EXTERIOR POSTS.
Tqe �S NG
FOR POST SPACING
=
o
POSTS, SIZE VARIES
NOTT
POSTS, SIZE VARIES
O•N. NOTT�II
a m
IL 0 0
MAY E USED
fVop
ALL
O�tESp
Aly
3 1/2' SLAB q
MAY E USED
13 SAM
ALL
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AN
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TO CONSTRAIN
FOOTING, SEE
TO CONSTRAIN
FOOTING, SEE
Z'
U1iW..
> o m
TABLES
TABLES
= i z
FOOTINGS
FOOTINGS
o o H a
SEE TABLES
NOTE: EACH COMPONENT IS INTER-
SEE TABLES
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
CHANGEABLE WITH ANY OTHER
CD o,
COMPONTENT UNLESS OTHERWISE SHOWN.
COMPONTENT UNLESS OTHERWISE SHOWN.
O
cc
W F
TYPE "C"
FREESTANDING W/ CANTILEVER OPTION
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
n W
U)
I
No. C37948
EXP. G313i/ F
1THO ;9AS'turq�
CATOP13ELL r
ExP:.i2 1+ : m
CIVIL C
�No,�1t34'1A
T140MA:S IRAY ;
CH��RPBI11
0.024" 6.5"
0.032
0.047
F --20---I
1k 9"YR S" RAFTER
ALUM. ALLOY 30044R6
OR EQUAL
TER SPANS
FOR OPEN LATTICE STRUCTURES
-
10 -3
10 -3
110/120/130 MPH
10'-3"
50
.032
14'-6"
14'-6"
14'-6"
14'-6"
14'-6"
14'-6"
_
T-0" T-0" T-0" T-0" T-0" , 7'-0„
8,�„ 8.�„ 8,�„ 8,�„ 8 -4" 8�-4"
24„ 11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
11'-10" 11'-10" 11'-10" 11'. 11'-10"
11'-3"
11-10"
11'-9" 11'-9" 11'-9" 11'-9" 11'-9" 11'-9"
-6" 12-6 12;-6" 12--s-
12'-6" 12'' " ' "
2-6
16"
9'-0" 9'-0" 9'-0" 9'-0" 9'-0" w 9'4"
10'-2" 10'-2" 10'10'-2"
EXP. B & C
zZ
2" X 6 1/2" RAFTER ,"
Zui
DBL. 2" x 6 1/2" RAFTER
LUSL
(IN.)
a
c z
110 MPH
120 MPH
130 MPH
LUSL "T"
w
U w
a o
MPH
1jB
120 MPH
130 MPH
o
w
o
EXP. B
EXP.0
EXP. B
EXP.0
EXP.,B
EXP.0
(IN•)
rno
EXP.
EXP.C
EXP. B
EXP.0
EXP. B
EXP.0
W
z
16"
9'-9"9'-9"9'-9"
9'-9"-
9'-9"
14'-8"14'-8"
14'-8"
14'-8"
14'-8"
14'-8"
Z9'-9'
.024
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3
16"
14'-0"
14'-6"
14'-0"
14'-6"
14'-6"
14'-0"
w
=
24'
7'-6"
T-6"
7'-6"
7'-6"
T-6'
7'-6"
024
11'-Z"
11'-2"
11'-2"
11'-2"
11'-2"
11'-2"
a
05-
8'-6•
8'-0•
8'-0^
8�-6"
8' 6"
8,-6"
24"
11'-10" 11'-10" 11'-10" 11'-10" 11'-10" 11'-10'
< 6 6
16"
12'-0"
12'-6"
12'-6"
12'-6"
12'-6".
12'-6"
18'-T
18'-7"
18'-7"
18'-7"
18'-7"
18'-7"
°;
30
.032
13'-1"
13'-1" 13'-1" 13'-1" 13'-1" 13'-1"
30
16"
18'-4"
18'-4"
18'-4"
18'-4"
18'-4"
18'-4"
O
111 w x
24"
10'-2'
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
.032
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
f "
10'-8"
10'-8"
10'-8" 10'-8"
10'-8'
24"
15'-1"
15'-1"
15'-1"
15'-1"
15'-1"
f a
16"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
22'-7"
22'-7"
22'-7"
22'-7"
22'-7"
22'-7"
o
.042
15'-9"
15'-9"ix
15'-9"
15'-9"
15'-9"
15'-9"
16"
22'-2"
22'-2"
22'-2"
22'-2"
22'-2"
W
24"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
042
18'-6"
18'-0"
18'-6"
18'-6"
18'-6"
18'-6"
0
12'-10
12'-10
12'-10
12'-10
12'-10
12'-10
24"
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
16"
8'-0"
8'-0"
8'-0"
8'-0
8'-0"
8'-0"
2'-10"
2'-10'
2'-10"
2'-10"
2'-10"
2'-10"
024
9'-1"
9'-1"
9'-1"
9'-1"
9'-1"
9'-1"
16"
12'-8"
12'-8"
12'-8"
12'-8"
12' 8"
12'-8"
a a
24"
6'-2"
6'-2"
6'-2"
6'-2"
6'-2"
6'-2"
.024
9'-10"
9'-10"
9'-10"
9'-10"
9'-10"
9'-10"
e
7'-2"
7'-2"
7'-2"
T-2"
7'-2"
7'-2"
24^.
10'-4"
10'x"
1"
10'x"
10'-4"
10'-4"
C
n
16"
10'-10"
10'-10"
10'-10"
10'-10"
10'-10"
10'-10"
16'-0"
16'-4"
16'-4"
16'-4"
16'-4"
16'-4"
40
.032
11'-6"
11'-6"
11'-6"
11'-6"
40
16"
16'-1"
16'-1"
16'-1"
16'-1"
16'-1"
16'-1"
N
c •
24"
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
.032
12'-0"
12'-6"
12'-0"
12'-6"
123'-2"'-6"
12'-6"
. z
9'-4"
9'-4"
9'-4"
9'-4"
9'-4"
9'-4"
24"
13'-2"
13'-2"
13'-2"
13'-2"
1
13'-2"
o
z
16"
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
19'-9"
19'-9"
19'-9"
19'-9"
19'-9"
19'-9"
-
.042
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
16"
19'-4"
19'-4"
19'-4"
19'-4"
19'-4"
19'-4"
24'
10'-9"
10'-9"
10'-9"
10'-9"
10'-9"
10'-9"
.042
16'-2"
16'-2"
16-2"
6-2"
-
16'2"
16'-2"
11-3
11-3"
i l'-3"
11'-3"
11'-3"
24"
5-10"
15-
0"
15-10"
15
a - F,11-3"
O
7-3"
T-3"
T-3"
T-3"
T-3"
"
1 - 10-10 10-10" 10'-10"
6"
8'-2"
8-2
8-2
8-2
024
11'4"
1
'4"
11'4"
11-"
Fo16^
aUa.024
24"
5'-2" 5-2"
5-2"
5'-2"
5-2"
'
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
5'-9"
9'-9"
5'-9"
5'-9"
5'-9"
5'-9"
5'-9"
24"
9'-4"
9'-4"
9-4w
9,4„
9'-4"
9,-4„
f
5
16"
10' 3"
9'-9„
10' 3"
9'-9"
9'-9"
9'-9"rte
9'-9"
16" 14'-8"
14'-B" 14'-8" 14'-8"
14'-8" 14'-8"
3.0'
MAX
f 1101 O"..c c" MACTcoo
50 .032 ,
24"
16"
.042
24"
24"
-
-
10 -3
10 -3
10-3
10'-3"
50
.032
14'-6"
14'-6"
14'-6"
14'-6"
14'-6"
14'-6"
_
T-0" T-0" T-0" T-0" T-0" , 7'-0„
8,�„ 8.�„ 8,�„ 8,�„ 8 -4" 8�-4"
24„ 11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
11'-10" 11'-10" 11'-10" 11'. 11'-10"
11'-3"
11-10"
11'-9" 11'-9" 11'-9" 11'-9" 11'-9" 11'-9"
-6" 12-6 12;-6" 12--s-
12'-6" 12'' " ' "
2-6
16"
9'-0" 9'-0" 9'-0" 9'-0" 9'-0" w 9'4"
10'-2" 10'-2" 10'10'-2"
ALUM. ALLOY =4406 OR
EQUAL
ThinkPacKDuralumVAPMO 019515-21-14 Submft aP r21-14 A 5.d", 827/201411:4197 AM, CMPDF Wrilar,
FOOTNOTE: "SAMPLE"
FIGURE INDICATES —a
ATTACHED
FIGURE INDICATES
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No. C37948
EXP. 03/3 V %
7 -ml
HO;SASI. ••.�
CAMPBELL • �
�. ; z
Exp: Ip . m
CIVIL •.c
THOhf,AS MY
Cmuma,L _
ThlnkPad\DuralumVAPMO 019515-21-14
6.5" ROLLFORM
'� GUTTER FASCIA
UALUM. ALLOY
3004-H36
SPLICE P` 0
WHERE I I'
)CCURS II II
I p
0.075 II
TYP. II II
I I�
L ---==-J
3.0'
B MAG BEAM
ALUM. ALLOY'
1',-'�DBL. 2"x6.5"0.042"
ALUM. ALLOY 3004-H36
OR EQUAL
&�BUL. 2"x6.5"x0.032M. ALLOY 3004.1136
OR EQUAL
T=12 OR
14 GA
A653 SS
GRADE 50
G60
.oar
TYP.
DBL. 3"x8"x0.042" BEAM
W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
PW/ 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 3W BEAM.
4 A SAWg, 827201411:4138 AM.
3"x8"x0.042" BE,
ALUM. ALLOY 3004-H;
`OR EQUAL Z
.032'
ALUM
SPU(
WHEF
OCCUF
0.(
r
E
4" I -BEAM
v ALUM. ALLOY
6063-T6
B 3" SQ. ALUM POST
ALUM. ALLOY 3004-1136
HEIGHT LIMITED TO
10'-0" MAXIMUM.
r, 4.5" MAG GUTTER
v ALUM.ALLOY
6063-T6
LL3.(r 4.0•
MAX.
&RBL -3"x8"x0.042" BEAM
AUM. ALLOY 3004+136
OR EQUAL
—1 1.w r
3" SQ.x0.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
c ASM53GRA0 G60
T=12 OR
14 GA.
ASTM
A653 SS
GRADE:
G60
0.625•
3"x8"x0.042" BEAM
M W/ 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
3"x8"x0.042" BEAM
N W/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3'x8' BEAM.
=3'SQ.xt=0.188"
=3"SQ.xt=0.250'
CUP
=3"SQ.xt=0.313"
=4'SQ.xt--0.188'
I
SPLICE
1
T=12 GA-
AOCCURS
I
OCCURS
ASTM A653 SS
GRADE 50 G60
3•(r
V
03Y
I
4.6'
ALUM.
I
I
II
TYP.
I
r, 4.5" MAG GUTTER
v ALUM.ALLOY
6063-T6
LL3.(r 4.0•
MAX.
&RBL -3"x8"x0.042" BEAM
AUM. ALLOY 3004+136
OR EQUAL
—1 1.w r
3" SQ.x0.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
c ASM53GRA0 G60
T=12 OR
14 GA.
ASTM
A653 SS
GRADE:
G60
0.625•
3"x8"x0.042" BEAM
M W/ 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
3"x8"x0.042" BEAM
N W/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3'x8' BEAM.
J
C3" SQ. ALUM. POST
ALUM. ALLOY 3004-1136
3" SQ. STEEL POST
F ASTM A653 GRADE 50 CP60
3" SQ: ALUM7POST
WITH SIDEPLATES
v ALUM. ALLOY 3004-H36
OR EQUAL
0.375
INSERT IF �w.iw
WHERE ALUK
ALLOY
OCCURS �T6
0.110'
TYR
7"l -BEAM
r ALUM. ALLOY 6063-T6 .
W (1) "C" INSERT
V ALUM. ALLOY 6063-T6
W/ 2 "C" INSERTS
f 1 ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7' I -BEAM.
0.075• 1
TYP. 3'S
tl-
E MAG POST
ALUM. ALLOY
6063-T6
NOTE-
EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
EACH INTERIOR COLUMN WHERE 3
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
=3'SQ.xt=0.188"
=3"SQ.xt=0.250'
IH
=3"SQ.xt=0.313"
=4'SQ.xt--0.188'
rf%
3.0'
u
EA. SI
J
C3" SQ. ALUM. POST
ALUM. ALLOY 3004-1136
3" SQ. STEEL POST
F ASTM A653 GRADE 50 CP60
3" SQ: ALUM7POST
WITH SIDEPLATES
v ALUM. ALLOY 3004-H36
OR EQUAL
0.375
INSERT IF �w.iw
WHERE ALUK
ALLOY
OCCURS �T6
0.110'
TYR
7"l -BEAM
r ALUM. ALLOY 6063-T6 .
W (1) "C" INSERT
V ALUM. ALLOY 6063-T6
W/ 2 "C" INSERTS
f 1 ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7' I -BEAM.
0.075• 1
TYP. 3'S
tl-
E MAG POST
ALUM. ALLOY
6063-T6
NOTE-
EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
EACH INTERIOR COLUMN WHERE 3
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
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Exp: 12 )4 C
' CIVIL
��0.•1841�
THCA"AS RAY
CAMPBELL
1T,lnl:[''adlDuralumVAPMO 010616.21 •14 Submht
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
II I
A34 FRAMING ANGLE
SEE TABLE 2
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
DESIGN
LOADS
(E) WALL
OPENING
COVER
PROJECTION
. ,
3/16• STEEL NOTE: BRACKET CAN BE LOCATED
g• 0 1/16"4'0 TE ES,TYP. ANYWHERE ON EAVE.
~
I O-
O
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
4=
10, 20 psi
> 8'
> 16'
FASTENERS, SEE TABLE 3
R.F. OR EXT. HANGER � �
STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
O NOTE: PROVIDE WATER
air 0 AT EVERY -1 rCAUCK JOIET ONTS ANDMETAL MNG
w
Z Z B
30, 40 8 50 psf
> 6'
> 14'
CHANNEL, 2X
~
I O-
O
i u uevun Lur 4 runnLl
RAFTER BRACKET
C ET
--�'i-��~`—
LEDGER OR.WALL.HANGER'�'"�'
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OVERHANG
g
WITH FASTENERS`-
ER TABLES 3 & 4
j
``��
1 1/4"
SEE TABLE 1
(24• MAX.) 216 OR 218 LEDGER
p f) m
m cc
M. PANEL 2X OR
EXIST. RAFTERS
L—
2X WOOD STUD OR
¢Q
�
3x ALUM. RAFTER
24.O.C.
AT ROOFt'
MIN.
CONCRETE WALL
RAFTER
"ei Z
EXIST. FASCIA BOARD
OVERHANG
(3}#14x3 12• W.
w o
ALLOWABLE PROJ. EXISTING EA
2X FULL DEPTH3
WOOD SCAB,�--
Y'
a r.
a-
M
TO BEAM
SEE TABLE 1
OVERHANG
(24' MAX)
WHERE OCCURS,1'
MIN'
(OR
z =
J i
SEE
TABLE
2T—
NOTE: PLACE'SIKA FLEX' OR SIMILAR NOTE: BRACKET MAY BE
MATERIAL BETWEEN BRACKET AND COMP.
EAVE CONNECTIONW/
CONNECTION
SHINGLE ROOFING TO PROVIDE SEAL MOUNTED BELOW RAFTER
SAME CONNECTION'S.
cc
x
A
1. EXISTING ROOF OVERHANG DESIGN LOADS:
RDL = 3 psf (MIN) 70 8 psf (MAX) RLL = 20, 25, 30, 40, 850 psf
@��no'�TA�,E ALL LEDGER IS NOMINAL LUMBER SIZE 2'x6%(AT 4-A Y2'
M
/ �
LTERNATE EAVE CONNECTION
M
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS
1200 psL
RAFTERS), NOMINAL 2•x8' (AT 3'x8- MINIMUM RAFTERS )
-DRY WOOD -FILLED 7x8• gLUMINUM SECTIONS.
"
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM
DESIGN LOAD.
TABLE 1
TABLE 2--4-::7��
TYPE AND NUMBER
OF FASTENERS REQUIRED AT ROOF PANEL
TABLE 4 a,b ANCHORS INSTALLED
ao
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
INTO CONCRETE WALLS
EXISTING
MAXIMUM PROJECTION
WITH 64NCH MIN.THICKNESS
�
FRAMING MEMBER
(A) - SIMPSON A34 FRAMING ANCHOR
USING SD9112 SCREWS
_o
WIND SPEED
COVER AT ROOF (MPH) AND EXPOSURE
(B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH
WOOD SCAB
COVER NUMBER AND TYPE
Z
LUSL OVERHANG 110, B
110, C 120, B
1120'_C
130, B 130, C
FULL LENGTH OF RAFTER TAIL
LUSL OF FASTENERS
< 3
2"x4" FULL 26'-0"
26'-0" 26'-0"
25'-2"
26-4 20'-7" Q=
10 PSF L.L. 20 PSF L.L.
25 PSF S.L. 30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
Y:' 0 SIMPSON STRONG -BOLT 2 SS
1
o a
w o
2"x 6" NOTCHED 26'-0"
26'-0" 26'-0"
25'-7"
25'-4" 21'-2"
� o
WIND SPEED WIND SPEED
WIND SPEED WIND SPEED
WIND SPEED
WIND SPEED
AT 48' O.C. (a,b)
z=
m 3. (EXP. B& C) (EXP. B& C
� ) (EXP. B & C) (EXP. B & C
2"x6" FULL OR 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" STRONG -BOLT 2 s3
1 2"x8" NOTCHED 20 AT
120&
F'-
110 120 130 110 120 130
110 120 130 110 120 130
110 120& 130 110 130
481OMCSOb;
2"x8" FULL OR
J
2"X10" NOTCHED
26'-0"
26'-0"
26'-0"
26' 0"
26'-0"
26'-0"
5'
(A) (A) (A)
(A)
(A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
a
2G
5
Y' 0 SIMPSON STRONG -BOLT 2 SS
AT 48' O.C. (a,b)
o
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
6' (A) (A) (A)
(A)
(A) (A) (A) (A) (A)
(A) (A) (A) (A) (A) (A) (B) (B) (B)
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
7'
(A) (A) (A)
(A)
(A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
W W
20
30
Y2' 0 SIMPSON STRONG -BOLT 2 SS
AT 36' O.C. (a,b)
i z
0
2"x6" FULL OR
26'-0"
8' (A) (A) (A)
(A)
(A) (A) (A) (A) (A) I(A)
(A) (A) (B) (B) (B) (B) (B) (B)
2"x8" NOTCHED
.26'-0" 26'-0"
26'-0"
26'-0"
26'-0"
9,
(A) (A) (A)
(A) "
(A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B) (B) (B)
W
2"x8" FULL OR
2"x10' NOTCHED 26'-0"
26'-0" 26'-0"
26'-0"
26'-0"
26'-0"
4�
SIMPSON
(ab)
TRONG$OASS;�:
10' (A) (A) (A)
(A)
(A) (A) (A) (A) (A)
(B) (B) (B) (B) (B) (B) (B) (B)
(B)
2" x 4" FULL 26'-0"
26'-0" 26'-0"
25'-2"
25'x"
20'-7"
11'
(A) (A) (A)
(A)
(A) (A)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
Yi 0 SIMPSON STRONG-BO
50 AT 24' O.C. (a,b)LL
m2"x
6"NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0"
26'-0"
12' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B)
2rJ
2"x6" FULL OR
(B) (B) (B)
2"x8" NOTCHED 26'-0"
26'-0" 26'-0"
26'-0"
26'-0"
26'-0"
TABLE
3 c TYPE AND NUMBER OF FASTENERS REQUIRED
AT LEDGER
AND
ROOF PANEL RAIL TO FASCIA
a i �
2"x8" FULL OR
2"x10" NOTCHED 26'-0"
26'-0" 26'-0"
26'-0"
26'-0"
26'-0"
OR LEDGER TO EXISTING WOOD STUD WALL
FRAMING
FOOTNOTES TO TABLES 3 S 4:
W D <
a. EMBED ANCHOR 3" MINIMUM INTO
>=wd
c' o �
2" x 4" FULL 16'-0"
16'-0" 16-0"
16'-0" 1
16'-0"
16'-0"
(c) - (2) Ye" DIAMETER LAG SCEWS
(D) - %" DIAMETER LAG SCREW
CONCRETE WALL AND INSTALL IN
v;
> IL W
2" x 6" NOTCHED 10'-10"
10'-10" 10'-10"
9'-2"
9'-3"
-
30
(E) -'/4" DIAMETER LAG SCREW
ACCORDANCE WITH ESR -3037
°v 7 4 ry
2"x6" FULL OR
2"x8" NOTCHED 26'-0"
26'-0" 26'-0"
26'-0"
26'-0"
26'-0"
b. USE 3" SQ.x�" STAINLESS STEEL
y
c m
WASHER WHEN INSTALLING NEW
IL o m
2"x8" FULL OR
10 PSF L.L. 20 PSF L.L. 25 PSF SL30 PSF SL40 PSF SL
.. .. ..
50 PF S.L.
S
2"x10" NOTCHED 26'-0"
26'-0" 26'-0"
26'-0"
26'-0"
26'-0"
WOOD LEDGER AGAINST EXISTING
CONCRETE WALL.
WIND SPEED WIND SPEED
(EXP. B & C) (EXP. B & C)
WIND SPEED WIND SPEED
(EXP. B & C ) (EXP. B & C)
WIND SPEED
(EXP. & C )
WIND SPEED
(EXP. B & C )
2" x 4" FULL 11'-7" 11'-7" 11'-7" 11'-7" 11'-7"
11'-7"
c. WHERE ROOF PANEL RAIL OCCURS,
W
2"x 6" NOTCHED 15'-6'
15'-0" 15'-0"
15'-6"
15'-6"
15'-6"
~
110 120 130 110 120 130
110 120 130 110 120 130
110 120 130
110 120 130
40
USE Y2" DIAMETER LAG SCREW IN
"' 13 Z>
> o m
2"x6- FULL OR
19'-0" 19'-6"
5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D)
(D)
2"x8* NOTCHED
19'-6
19'-0"
19'-6"
19'-6"
(D) (D)
LIEU OF (2) Y" DIAMETER LAG
; W @
6'
(C) (C) (C) (C) ,(C) (C)
(C) (C) (C) (D) .(D) (D)
(D) (D) (D)
(D) (D) (D)
SCREWS.
< w m
2"x8"FULL
CH 26'-0" 26'-0" 26'-0" 26'-0" 26-0
2"x10 NOTCHED
26'-0
o y
'
7 (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D)
(D) (D) (D)
o
2" x 4" FULL 8'-11" 8'-11" 8'-11" 8'-11" 8'-11"
8'-11"
8� (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)
(E) (E) (E)
" "2"
x 6" NOTCHED 12'-1" 12'-1" 12'-1" 12'-1" 12'-1"
12'-1"
9'
(C) (C) (C) (C)
(p) (p) (p) (p) (p) (p)
(p) (p) (D)
(E) (E) (E)
o
5U
2"x6" FULL OR 15'-3" 15'-3"
2"x8" NOTCHED
15'-3" 15'-3"
15'-3"
1
15'-3"
10'
(C) (C) (C) (C)
I(C)(D)
(D) (D) (D) (D) (D) (D)
(E) (E) (E)
(E) (E) (E)
me co
tu
-1
2"x8" FULL OR
11' (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E)
(E) (E) (E)
2 x10" NOTCHED 20'-9" 20'-9" 20'-9" 20'-9" 20'-9"
20'-9"
12
(C) (C) (D) (D)
(D)
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(D) (D) (D) (D) (D)
(E)(E) (E)
(E) (E) (E)
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HANGER CHANNELS AND MOUNTING BRACKETS
s
FASTENERS. r T=.060" TYP. - (I--
+rr SEE TABLE 3, SHEET 4 z
1.740" a
W
W
z
1.50' FASTENERS, Z i o
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ALUM. 3004-H36 06 " .s I T=.060" N F
IFASTENERS
010'x90" 202' FASTENERS, 05 I FASTENERS C----FFSEE TABLE 3 SHEET 8 1= 0.04' (2) DIA. SEE SHEET4 O (a :0 ¢ONTINUOUS A- RAIL -.j 0
c� ai CD 563' .281' .2 5" A .6i
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SHEET8o Lu
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- SEE SHEET �6063-T60Y 1� 1.880" SEE TABLE 3, SHEET 4 1-0
i
AL 60633--T6 Y ALUMALLOY ALUM. ALLOY
6063-T6 ' 6063-T6 g
OA
ROLL
ED
HANGERO EXTRUDED HANGER / CONNECTION Y OC I.R. HANGER "H" BRACKET
LL
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf o n.
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED <�
N
AT ROOF LOADS EXCEEDING 30 psf.
(3) %2"0 LAG SCREWS 1 1/2" 10# L.L=(2)1714 SMS EA SIDE r
20#,25#,30# LL=(3)#14 SMS EA. SIDE BEAM SPLICE TO a
#14 SDS, 40#,50# L.L=(4)#14 SMS EA. SIDE OCCUR DIRECTLY OVER 518'0 PLASTIC o z
3 PER SIDE ' POST. NOT PERMITTED Q'1
1- — — — — — — -- --- — @ 6 SCREWS I @ PLUG WHERE 0 6
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J T
SCREW 15 INSIDE W o
3. 2"X61/2"OR 5' #14 SMS MAY
%�� 5" MIN. Wx 8" ALUM. 3.5w+ 3.5BE USE AS
RAFTERALTERNATE TO
1/4'0 BOLTS
3.5 3.5Z m1_23' 3/4' OR 1 1/2', Af w o ix3"x8"ALUM. ---------" 8" BEAM >=aX 1. HEADERu-BRACKETQ OR W111 XISTING WOOD STUD FRAMING SEE.NOTES27¢• E STUCCO 3"x8" ALUM. STUCCO BELOW I I 61/2"SIDEPLATEEA.
()RAFTER 3-1/2' LAG SCREWS LL=10 psf SIDE SEE POST SCHED.
PENETRATION x 3-1/2" LAG SCREWS LL=20, 25 and 30 psf #14 SMS EA. SIDE Yl
BRACKET 2 EACH 5/8'0 x 3-1/2" LAG SCREWS LL=40 and 50 psf TOP, MID HEIGHT
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE (2• MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. WSQ. POST BETWEEN SIDE PLATES 8
THREADED PORTION OF SHANK COMPLETE NOTE: USE LEDGER WHERE RAFTER SPACING } m
PENETRATION INTO EXISTING CORNER STUD. EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8. SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11 LL _. 9
m •d"
HEADER BRACKET 2 RAFTER TO STUD WALL CONNECTION 3 BEAM TO POST CONNECTION 8 a uj m
i!Ls N�y
FUU�
1 1/2" OR 2"LATTICE #8 S.M.S. U) p ui
#8 S.M.S. EACH SIDE z > LL
ALTERNATE 1/I' DOUBLE RAFTER- ALUMINUM MEMBER WITH w 0. a
BOLT CONNECTION PLAN 2 LATTICE 1 1/2" OR 2" SHEATHING WOOD FILL OR DBL. 3'x8"x0.042 BEAM O 1 i S
U�N
ALTERNATE: NOMINAL LEDGER OR DBL. 2"x6.5'x0.032"/0.042" BEAM O a
I v
RAFTER T 4414 S.M.S. EACH (NEW OR EXISTING)
SEE NOTE, ETAIL B, Qa o m m
RAFSHEET 8
CONNECT.. COL (e TOL) 2'x6.5' OR 3'x8" RAFTER w I C, I
I o 0
ALTERNATE: 1/2' BOLT
o
1 2
Zv
4.5" s• ALTERNATE: ;�, ; FASTNERS, SEE TABLE 3, W C z
1. (2} #14 S.M.S. EACH RAFTER " :t SHEET 8 'm 2 o
TO COLUMN CONNECTION r 5/8.0 ACCESS HOLES 3:E ui m
3"x 3•STLPOST (247 0 � �� : (4 -TOTAL) :i INSTALL 6 - #14 X %" 9 i�
991
INSERT ATTACHED OR LONG SDS EACH
3•x 3"STL.POST COLUMN (2}3'x8 HEADER — ALTERNATE: 3' SQ. POST HEADER TO COLUMN
(� (12 FASTENERS PER m o,
FOR FREESTANDING (2} 2x6.5. OR 2 3"x8" HEADER EXISTING
(2}12BOLT ALTERNATE: Y 1' STUCCO OR EQUAL CONNECTION) c
3'X3'X0.024• (1) -1 /2• BOLT OR0
2S" PENE. INTO EACH WOOD STUD ft O
2'k 6S' SIDEPLATE CONNECTOR (2)- #14 S.M.S. EACH RAFTER W 0
0 w
DBL. RAFTER / DBL. HEADER CONN. O STUB COLUMN TO DOUBLE HEADER CONN. O EXIST.
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COL-U:MN % POST SURFACE .M:O:UNT�AN.DYF-OOTING-=EMBEDMENT DETAI STMIN NUMBER OF RM-_ COLUMNS
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ATTACHED ONLY ATTACHED AND o
T -BRACKET Q 3 -SQ. POST I STEEL POST ONLY: w o
wr(4),A4.SIdS EA. SIDE of POST FOOTING & ANCHOR BOLTS FREESTANDING USE POST TYPE a W
OR 112" M.BTHROUGH POST ALUM.TBRACKET USE WITH i F, G, H. I, J OR K M ¢
.ALTERNATE FTG. I a U o
POST POST POST TYPE B,C,D, OR E. , (' SINGLE POSTS j o z i
' FOOTING SIZE EMBED. CUBESIZE SQ 16 DEEP 'CUBE FTG.
BOLTS I U < 4a
STEELT BRACKET OR 9' SQ. 18" 18" SQ. 12" 12 DEPTH OF
BASE PLATE USE WITH 1r-22• cuBED (1) (2}311.0 1 7/1• 20' 21" SQ 12" FOOTING OR I '
POST TYPE B,C,D,E,F,G,H,J OR K
(2}318"0 STRONG BOLT 2 SS SEE TABLE 1 12" MIN. EMBD. i i o
E.A. BRACKET TO SLAB. 23.8 24• CUBED (1) (2}12'0 3 1/4• 22" 25" SQ. 16• O
9 1/2" MINIMUM DISTANCE TO 24" 28" SQ. 20' C�-I '. i I
i W
EDGE OF SLAB. 25• - 30• CUBED (2) (4}12.0 3 v4• 26" 32" SQ. 23' i I �_ F m
33" MINIMUM DISTANCE FROM
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(1318, MIN. EMBEDMENT) d 31•-34•CUBED (2) (4}541.0 4• W Z as
v 30" 39" SQ. 28• _ :' _ _ (p d o n
DE TH a 3S - 3?CUBED (2) (4}3Id•0 4 3/4• 32" 43' SQ. 30" • •.
(1)-1/2'OM.B. FZ � v
SLAB SHALL BE IN v POURED CONCRETE 34" 47" SQ. 32• x9" LONG, 1' rb`:. n Q n a
a0•-42CUBEo FROM ENDLU LU
,/GOOD CONDITION FOOTING SEE TABLES CI) (a}3/a 0 a 3/a 36" 51' SQ. OF POST ' "� • o m o
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3 1/2" M N. SEE FOOTING 38" 55" SQ. 37' o
+ „� (ICC -ES ESR -3037) POURED SQUARE, SEE FTG., o �1
IN BEAM SPAN TABLE "DUARE� 1) MAY USE EITHER STEEL T BRACKET OR 40' 60" SQ. 39' CONCRETE SCHEDULE IN BEAM ¢o
�� ALTERNATE FREESTANDING BASE PLATE 42' 64" SQ. 41" FOOTING SPAN TABLES _
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ALUM 'T" BRACKET C
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STEEL POSTS
C 2- 5/16"0 HO__..
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STEEL "T" BRACKET
n
2 FLANGES
2 1/8" APART
BASE FLARES
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SIDE OF FLANGES
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W z Z
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8
5"
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m
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'STEM (LFRS) FOR ATTACHED COVERS
,,)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 I I
r
#14 SMS MAY
BE USE AS
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1/4"0 BOLTS
8" BEAM
M1 OR a
SEE NOTES
BELOW I I 6 1/2" SIDEPLATE EA.
SIDE SEE POST SCHED.
#14 SMS EA. SIDE
TOP, MID HEIGHT
AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
POST SCHEDULE
E
3" SO. x .032" + (2}2" x 6 1/2" x 0.032" 3" SQ. x .032" + (2}2" x 6 1/2" x 0.042"
W/ (6}#14 S.M.S. EACH SIDE. ❑2 W/ (8).#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
BEAM TO POST CONNECTION 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
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13'-12,-0" 330
G
12'-6
226
E
12'-6
330
G
13'-8"3
227
E
13'-8"3.-1" 331
G
17'-17.-7" 230
E
17'-76'-10"
H
19'- �
230
E
19'- 18.-0. 335
Q
2'-6"
2'-0"
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5'-8"
12'
12'-0'I
227
E
12'-61'-0" 331
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12'-0
227
E
12'-0"1
331
G
13'-113.-1" 228
E
13'-112.-7" 332
G
16'-9 6
230
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16'-9 6 34
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18' 4;
231
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18'
336
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(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
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(SPAN) (1)
TYPE
(SPAN) (1) TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
13-T
5'
19'-3" 22
C
19'-3" 32
G
18'-4" 22
C
18'4" 31 G
2G'-1" 22
C
20'-1" 32 G
25'-1 " 24
E
25'-1 34 H
28'-4" 25
E
2T-8" 35 I
,
5
Q
16%6" 24
B
16'-1" 32
17'-4" 24
17'-0" 33 H
19'-0" 25
18'-6" 33 H
24' 4" 27
3'-10 36 K
26'-8" 28
26'-1" 37 K
cm
6'
1 T -T 23
�'
17'-T 31
G
16'-9" 22
C
16'-9" 31
G
18'-4" 23
C
18'-4" 31 G
23'-8" 25
E
23'-8" 33 H
5'-1 26
E
5'-1 34 H
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15'-1" 25
14'-8" 32
15'-10" 25
15'-6" 32
17' 4" 26
17'-0" 33 H
22'-3" 28
21'-9" 35 I
24'-4" 29
23'-9" 36 J
69
W W
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7,
16'-3" 23
C
16'-3" 30
G
15'-7" 23
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15'-T 30
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17'-1" 23
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17'-1" 31 G
22'-0" 26
E
22'-0" 33 I
24'-0" 26
E
24'-0" 34 H
7,
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14'-0" 25
13'-8" 31
14'-0" 26
14'x" 31
16'-1" 26
15'-8" 32
20'-8" 29
20'-2" 34
22'-7" 29
22'-1" 35 1cc
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8'
15'-3" 24
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15'-3" 30
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14'-7" 23
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14'-7" 29
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16'-0" 24
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16'-0" 30
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20'-T 26
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20'-7" 32
H
22'-6" 27
E
22'-6" 33 H
,
8
13'-1" 26
C
12'-9" 30
13'-9" 26
13' 6" 31
15'-1" 27
14'-8" 32
19'-4" 29
8'-10" 34
21'-2' 30
20'-8" 34 I
C6
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9'
14'-4" 24
E
14'-4" 30
G
13'-9" 24
E
13'-9" 30
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15'-1" 25
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15'-1" 31 G
19'-4" 27
E
19'-4" 32
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21'-2" 27
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21'-2" 34 H
,
9
12'x" 26
12'-1" 30
13'-0" 27
12'-8" 30
14' -LL 2" 27
13'-10" 31 H
18'-3" 30
17'-10" 33
20'-0" 31
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13'-81'-8' 227
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13'-81'-0" 330
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14�-313.-6" 228
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14'-313.-2" 331 H
18'
230
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18'-4"17'-0" 3 H
20'-119,-0" 231
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20'-118,-0" 333 H
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17'-4"
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13'-1
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13'- ;; 330
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12'-61'-6" 330 G
13
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13'-812,-7" 331 H
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19'-2;
232
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19'- ;
11'
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11-2"
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2'-10"
6•-7" 31
6.-2" 33
8,-1"
7.-0" 34
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5 -8"
12
12'-6" 25
E
12'-6" 31
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12'-0" 25
E
12'-0' 31
H
13'-1" 26
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13'-1" 32
H
16'-9" 28
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16'-9" 34 H
18'-4" 29
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18'-4" 35
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12
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10'-0" 27
10'-6" 30
11'-3" 28
11'-1" 30
12'-4" 29
12'-1" 32
15'-10" 31
15'-6" 33 I
17'-4" 32
17'-0" 34
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FREESTANDING SOLID
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SPACING (IN.)
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SPACING (IN.)
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SPACING (IN.)
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SPACING (IN.) POST
SPACING (IN.)
POST
SPACING (IN.) POST
(2).(3)
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
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a �'a
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13'-T
5'
18'-4" 23
C
18'-3" 33
H
18'-4" 23
C
18'-0" 33
H
20'-1" 24
�'
19'-8" 34
H
25'-1 26
E
25'-3" 36 J
28'-4" 26
E
27'-3" 37
K
5
Q
15'-1" 24
B
14'-9" 33
16'-0" 25
B
15'-T 34
17'x" 26
17'-1" 35
I
22'-4" 28
1'-10 37 K
24'-6" 29
24'-0" 38
M
11,-4"
6'
16'-
225
C
16'-9
332
G
16'-9
226
C
16'-6 4
333
G
18'
226
C
18'-0 3334
H
3' 2O 229
E
I
23'- 20'-1" 3
5'- 221-4" 230
E
25'
337 J
LU
3'-10"
T-6"
4'-T
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15'-10
5 -7"
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36 K
1'-10" K
6'
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9 -8 "
15'-T
7
24
C
15'-6" 31
G
15'-T 24
C
15'-3" 31
G
17'-1" 25
E
16'-8" 32
G
22'-0" 27
E
21'-6" 34 H
24'-0" 28
E
23'-6" 35 I
7
m $ m
1Z-9' 26
12'-T 32
13'-6" 26
13'-2" 32
14'-9" 27
14'-6" 33
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19'-0" 29
18'-T 35 I
20'-9" 30
20'-3" 36 K
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8'-6"
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14'-T 25
E
14'-0" 31
G
14'-7" 25
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14'-3' 31
G
16'-0" 25
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15'-7" 32
20'-7" 28
E
20'-1" 34 H
22'-0" 29
E
22'-0" 35
8
o o mer
12'-0" 26
C
11'-9" 31
12'-8" 27
C
12'-4" 32
13'-10 %
13'-6" 32
H
1T-9" 30
17'x" 35 I
19'-6" 31
19'-0" 35
7,_�"
9' 13'-9'
25
13'-8'
E
30
H 13'-9"
25
E
13'-6" 30
H 15'-1"
26
E
14'-8" 31
19'x" 28
E
19'-0' 33
H
21'-2" 29
E
20'-8" 34 H
9
11'-4" 27
11'-1" 31
G
12'LL -0" 27
11'-8" 31
G
13'-1" 28
12'-9" 32
H
16'-9" 31
16'x" 34
18'-4" 32
18'-0" 35 I
6'-9"
10' 13'-
j 227
E 13'-0
330
H 13'-1I
228
E 12'-9
3 31
;
H 14'-
12.x" 229
E
14'-0
331
18'-4 2
E
18'-0 5�-T 334 (�
20'-11
332
E
19'-8"7,-1" 335 H
10'
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0'-9"
0'-T
G
1--4"
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2 _1 "
H
6'-0" 31
T-4"
1
W
6'-2'
11' 12'-6'
26
E 12'-6"
31
I„� 12'-6"
26
E 12'-2'
31
H 13'-8"
27
E
13'-4" 31
17'-7" 29
E
17'-2" 33 '.,I
19'-2" 30
E
18'-9" 34 I
11'
r W
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10'-3" 28
10'-1" 31
0'-10" 28
10'-T 31
11'-10 29
11'-7" 31
H
15'-2" 32
4'-10" 33
16'-T 33
16'-3' 34
a
5'-8"
12' 1r
228
E
1'-1
331
12'
229
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331
� i 13'-111.x"
230
E
12'-911-1" 331
16'-94,-7"
332
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16'-64.-3" 333 (118'-_415'-10
333
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18'-0 35
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9'-10"
9'-8"
1 ,-4"
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