BPAT2014-1041781-495 CA LE TAMPICO 1 D A .
0
CALLE
(760) 777-7125
FAX (760) 777-7011
LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 11/6/2014
Application Number: BPAT2014-1041 Owner:
Property Address: 79350 CAMINO. AMARILLO RUTHERFORD GARY
APN: 604192023 79350 CAMINO AMARILLO
Application Description: ALUMAWOOD PATIO 720 SQ FT LA QUINTA, CA 92253
Property Zoning:
Application Valuation: $5,260.00 rl r,
Applicant: Contractor:
LIFETIME PATIOS 0��6 209 pF BIMEPATIOS
P 0 BOX 5806
LA QUINTA, CA 92248 CITY OFLgQUINTA LA QUINTA, CA 92248
Lr[INOV
NITY DEVELOPMENT DEPARTMENT
(760)772-0013
Llc. No.: 770843
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: _ License No.: 770843
Date: /ci Contractor:
OWNER -BUILDER DECLARATIO
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
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.).
(1 I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
( I 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 Na
Lender's Address:
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
_ I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: Policy Number: _
_ I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree 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.
Date: Al (-Zz-( Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION GE 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.
(late: Signature (Applicant or Agent
FINANCIAL
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
QTY
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
QTY
AMOUNT
PAID
PAID DATE
SMI - RESIDENTIAL'
101-0000-20308
0
$0.68
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid forSTRONG MOTION INSTRUMENTATION SMI: $0.68 $0.00
TOTALS:•4 00
Description: ALUMAWOOD PATIO 720 SQ FT
NAME TYPE
Type: PATIO COVER
Subtype: Status: SUBMITTED
Applied: 11/6/2014 PJU
Approved:
Parcel No: 604192023 Site Address: 79350 CAMINO AMARILLO LA QUINTA,CA 92253
Subdivision: TR 24517
Block: Lot: 49
Issued:
Lot Scl Ft: 0
Building Scl Ft: 0 Zoning:
Finaled:
Valuation: $5,260.00
Occupancy Type: Construction Type:
Expired:
No. Buildings: 0
No. Stories: 0 No. Unites: 0
P O BOX 5806
Details: 720 SQ FT ALUMAWOOD PATIO COVER OF WEATHERWOOD ALUMAWOOD SHADE STRUCTURE PER CBC 2013 AND APPROVED PLAN.
CONDITIONS
NAME TYPE
NAME
FAX
EMAIL
ADDRESSI
CONTACTS
CITY
STATE
ZIP
PHONE
APPLICANT
LIFETIME PATIOS
P O BOX 5806
LA QUINTA
CA
92248
(760)771-8506
CONTRACTOR
LIFETIME PATIOS
P O BOX 5806
LA QUINTA
CA
92248
(760)771-8506
OWNER
RUTHERFORD GARY
79350 CAMINO
AMARILLO
LA QUINTA
CA
92253
(760)771-8506
Printed: Thursday, November 06, 2014 1:50:02 PM 1 of 2 Cfl?WsrsrEMS
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
CLTD
BY
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
$0.68
$0.00
Total Paid forSTRONG MOTION INSTRUMENTATION SM! $0.68 $0.00
TOTALS:00
Printed: Thursday, November 06, 2014 1:50:02 PM 2 of 2 CRWYSrEMS
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3U1`�DiNd & 8AFETY D.EPT. - _J`��� j ��L.�
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Bin #
City of La Quinta
Building ex Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address: _
A P. Number:
Owner's Name_i-Alt A: Z A
Address: q0 6
Legal Description:
City, ST, Zip:
Contractor: //FE`A,/CC7 4 j 7,0s
Address: �� AQX
Telephone -
Project Description:
City, ST, zip: /A a01A)7-A eA
722C3
Telephone: 7IDD - 77,-) - Od /,3
t w
C AA0*-
State Lic. # :6-77D945.
City Lic. #: _3a58
Arch., Engr., Designer:
Address:
City, ST, Zip:
Telephone:
-
Construction Type: Occupancy:
State Lic. #:
Project one): New Add'n Alter Repair Demo
Name of Contact Person:
Sq. Ft :
# Stories: # Units:
Telephone # of Contact Person:
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
Req'd
Recd
TRACIONG •
PERMIT FEES
FSSubmitt2l
Plan Check submitted
Item
Amount
l Catcs.
Reviewed, ready for corrections
Plan Check Deposit
lm
Called Contact Person
Plan Check Balance
Energy Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2°" Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A- Approval
Plans resubmitted
Grading
IN HOUSE:
'" Review, ready for correctionsliissue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
CA.VIPBELL le 0
lz
Exp
cIVIL
E..._.. . ... .. -
THOMAS TRAY
CAPIPBELL
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES:
GOVE1104M CODES •
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
2012 RJTF.RNATIONAL BUILDING AND RESIDENTIAL CODES: 2013 CALIFORNIA BUILDING AND RESIDENTIAL
CODES. ASCE1SE17-1"INIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010
ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC
C AND 2013 CRC SECTION AH 1052 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC131B-11 FOR 20, 25 AND 30
psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
DRAWING NOTES
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN Ste,
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES AND PROCEDURES.
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
CHANGE ORDER
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL
7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL
S. 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: 114 INCH PER FOOT.
12. MINIMUM COVER PROJECTION IS 10.
13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE
EXISTING OVERHANG.
14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SEI T.
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
ASCEISEI 7.
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES,- IN
ACCORDANCE WITH ASCEISEI 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 (I}
18. THE RATIO (L/P), 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 �OT-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 -S07. ALL BOLTS SHALL
HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE
26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR
1976 OR APPROVED EQUAL
27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH
RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF}
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 15052•
EXCEPTION 2.
WIND SPEED CONVERSION TABLE:
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBClIBC.
FOR, USE .WITH -THE CRC/IRC, DIVIDE -THE REQUIRED CRC/IRC WIND
SPEED BY 0.6
EXAMPLE: CRClIRC 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.
ThinkPadADuralum\IAPMO 0195\5-21-14 SubmMafl5.21-14 A 4.dwg, 8252014 2:1327 PM, CutePDF WdW, -
DESIGN REQUIREMENTS:
RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDD( H, CBC AND IBC CHAPTER 16; CBC & IBC APPENDIX CHAPTER 1.
?` ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30.40 & 50 psf. (SNOW_ LOADS AT, GROUND LEVEL 25, 30.40 & 50 psf)
COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
'ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psi. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
ADDMOHAL 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. j
3.. OCCUPANCY CLASSIFICATION AND RISK CATEGORY :11, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D
tI SEISMIC DESIGN CATEGORY: D
t MAPPED SPECTRAL RESPONSE COEFFICIENTS: S8=1.50, S, = 0.6, S o= 1.0. S a- 0.50
,RESPONSE MODIFICATION FACTOR, M25
6. DESIGN ASSUMPTIONS:
`A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
B. LEAST BUILDING WIDTH OF MAIN STRUCURE. NY
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10• X 10'
r
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
i
EACH,PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS APMO-LISTED
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
A. TriLE SHEET AND GENERAL NOTES.
B. STRUCTURAL CONFIGURATION O.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C. B z -ED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TA3LES.
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITE-SPECIFIC DESIGN LOADS. '
E. APPROPRIATE STRUCTURAL DETAILS.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JU�,ISDICTION.
I
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:
CITY OF LA QUINTA
7 ............HEADER BEAM TYPES. COLUMN / POST TYPES DATE iV�$Y
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 S4'110=130 MPH 4N -
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
43-44 ......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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T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES I
BUILDING & SAFETY DEPT"
1 ............SOLID
PANEL STRUCTURES
O�
2 ............OPEN
3-4
LATTICE STRUCTURES
.........PANEL SPANS TRI -V, W -PANEL & FLAT PAN
APPROVED
A r R
FOR CONSTRUCTION
5 ............MINIMUM
6
FASTENERS
RAFTER SPANS FOR OPEN LATTICE COMMERCIAL
PATIOS
7 ............HEADER BEAM TYPES. COLUMN / POST TYPES DATE iV�$Y
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 S4'110=130 MPH 4N -
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
43-44 ......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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SOLID PANEL STRUCTURES
ROOF
OVERHANG'
ATTACHMENT
ROOF r.
OVERHANG,
o
a
ROOF PANEL SEE TABLES
ATTACHMENT
SEE DETAIL A, B & C,
OR WOOD, OR
q CENGTy OF CONCRETE
NDS
SEE DETAIL A, B & C,
ROOF PANEL SEE TABLES SHEET 8
,gNpNGTy O S
F
OR WOOD, OR
CONCRETE `
d
v u S
z
SHEET 4 FOR ROOF
PANEL ATTACHMENT TO
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TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF UVEISNOW LOAD, psi
20 25 30 40 1 50
24" TW"W PAN
- 0.88 0.83 0.75 0.80
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TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF UVEISNOW LOAD, psi
20 25 30 40 1 50
12"x3Yi5c0.020• -
- 0.88 0.83 0.75 0.80
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(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
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MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
TABLE 1 TABLE 2 TABLE 3
(2) 211x6 %2" AND WALL HANGERS, 3"x8" AND EXTRUDED AND 3"x8" WITH
6 %2' ROLL FORMED BEAMS = STEEL HEADERS STEEL INSERT HEADERS
NUMBER OF NO.14 TEK OR SMS SCREWS NUMBER OF NO.14 TEK OR SMS SCREWS NUMBER OF NO.14 TEKOR SMS SCREWS
PER FOOT OF BEAM LENGTH F PER FOOT OF WALL HANGER AND BEAM LENGTH ;� :c PER FOOT OF BEAM LENGTH
R 3:110 MPH 120 MPH 130 MPH � "110 MPH 120 MPH 130 MPH � 3 110 MPH 120 MPH 130 MPH
EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C ~ EXP. B EXP. C EXP. B EXP. C EXP.B EXP. C ~ EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C
1 1 1 1 1 2 r 1 Y� � 1 1 1
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1 1 1 1 1 1 1 1 1 1 1 1
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11 2 3 2 3 3 2 4 4 3 4 11' 2 2 2: 3 2 3 2 3 2 3 3 3 11f 1 1 1 2 1 2 1 2 1 2 2 2
12' 2 3 2 3 3 3 3 4 3 4 3 5 12' 2 2 2:.3 2 3 2 3 2 2 3 4 12' 1 2 1 2 1 2 - 2 1 2 2 2
r 2 2 2 3 3 3 r 2 2• 2 3 3 3
13 3 4 4 4 4 5 13 2 :3 3 3 3 4 13 1 2 1 �21 1 2 1�22
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
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ALUM. ALLOY 3004ai36 OR ALUM. ALLOY 3004-H38 ALUM. ALL
LUSL
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(IN.)
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110 MPH 120 MPH 130 MPH
LUSL
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(IN.)
110 MPH 120 MPH 130
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110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP, B EXP.0 EXP. B EXP.0 EXP. AEXP-C
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16'29'-8"
29'-6"
26'-3"26'-3"26'-3"26'-325-T.02414''2•14'-2"14'-2"14'-2"
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29'-3'
26'-3"16"16'-0"15'-10"16'-0"15'-0"
10
15'-9"
14'-2
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16"22'-6"22'-0"
19'-10"
19'-10"
22'-6"
19'-10"
21'-1"
19'-10"
22'-2"
19'-10"
19'-Y10.04226'-3'
19'-4"
24'
24'-Y 24'-1' 24'-Y 23'-6" 24'-0" 21'-6"
21'-6' 21'-6" 21'-6" 21'-0" 21'-6" 21'-0"
24"
13'-1" 13'-0" 12'-3" 12'-10" 11'-Y
11'-T 11'-T 11'-T 11'-7" 11'-7" 11'-3"
24"
18'-4" 18'-3" 18'-4" 17'-3" 18'-Y
16'-3" 16'-3" 16'-3" 16'-3"
15'-8"
20
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16'
0" 22'-9"
23'-0" 23'-0' 23'-0" 23'-0" 23'-iu
21'-10' 21'-10" 21'-10" 21'-10" 21'-10" 21'-10"
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16"
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 17'-7"
.03224"23'-4"
16"
28'-7" 28'-6" 28'-7" 27'-9" 28'-3"
25'-3" 25'-3" 25'-3" 25'-3" 25'-3"
25'-7"
24'-8"
24'
18'-9" 18'-9' 18'-9" 18'-9" 18'-9" 18'-9"
1T-10' 17'-10" 17'-10" 17'-10"'-8"
24"
16'-6' 16'-T 16'-1" 16'-4" 14'-10"10
r!1-4
14'-8" 14'-8" 14'-8" 14'-8" 14'-4"
23'-3" 23'-4" 22'-8" 23'-1"
20'-8" 20'-8" 20'-8" 20'-8" 20'-8"
20'-10"1T-10'
20'-2"
25
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16"
19'-8" 19'-8" 19'-8" 19'-8" 19'-8' 19'-8"
21'-6' 21'-6" 21'-6" 21'-2' 21'-3" 20'-8"
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16"
24'-6"24'-6" 23'-9" 24'-3" 23'-2"
21'-9" 21'-9" 21'-9" 21'-9" 21'-9" 21'-2"
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16"
34'-7" 34'-4" 34'-7" 33'-T 34'-2"
30'-8" 30'-8" 30'-8" 30'-8" 30'-8'
32'-8"
29'-10"
24'
16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1"
1T -T 1r -T 1T -T --i7'-4" 17'-0"17'-9"
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20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0"
1T-9" 1T-9" 17'-9" 17'-3"
24•
28'-2" 28'-1" 28'-2" 27'-4" 27'-10"
25'-1" 25'-1" 25'-1" 25'-1" 25'-1"
26'-8"
24'x"
30
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16"
18'-1"
19'-1'
18'-1'
19'-1"
18'-1"
19'-1"
18'-1"
19'-1"
18'-1"
19'-1"
18'-1"
19'-1"
20
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16"
12'-4"
11'-9".
12'-4'
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12'-4"
11'-9'
12'-4"
11'-9"
12'x"
11'-9"
12'x"
11'-9"
20
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16"
1T-4"
16'-7"
17'-4"
17'-4"
16'-T
17'x"
16'-T
17'x"
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1T-3"
16'-T
24"
13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9"
15'-T 15'-T 15'-T 15'-7" 15'-7" 15'-7"
24"
10'-2' 10'-2" 10'-2" 10'-2" 10'-2" 10'-1"
9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8"
24"
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14'-2" 14'-2" 14'-2" �—1
13'-7" 13'-7" 13'-7" 3'-7" 13'-7"
14'-2"
13'-7"
40
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16"
15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10"
16'-8" 16'-8" 16'-0" 16'-8" 16'-8" 16'-8"
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16"
15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8"
15'-0" 15'-0" 15'-0" 15'-0" -::l 15'-0"
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16"
22'-1" 22'-1" 22'-1" 22'-1" 22'-1"
21'-1" 21'-1" 21'-1"
22'-0"
24'
12'-1" 12'-1' 12'-1" 12'-1" 12'-1" 12'-1"
13'-0' 13'-8" 13'-8" 13'-8" 13'-8" 13'-0"
24"
12'-10" 12'-10" 12'-10" 12'-10" 12'-10"
12'-3" 12'-3" 12'-3"
24"
18'-1" 18'-1" 18'-1" 18'-1" 18'-1"
17'-3" 17'-3" 17'-3" 17'-3" 17'-3"
18'-0"
1 T-3"
50
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16'
13'-4" 13'x' 13'4" 13'x" 13'x" 13'x"
15'-0" 15'-0' 15'-0" 15'-0" 15'-0" 15'-0"
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16"
19'-0" 19'-0' 19'-0" 19'-0" 19'-0" 18'-10"
18'-1" 18'-1" 18'-1" 18'-1"
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16"
26'-8" 26'-8" 26'-8" 26'-8" 26'-8"
_ :i7 -5'-0 -:i5 25'-6" 25'-0" 25'-6"
26'-7"
25'-0'
24'
10'-3' 10'-3" 10'-3" 10'-3" 10'-3" 10'-3"
11'-2 11'-2" 11'-2"
24"
15'-6" 15'-0" 15'-0" 15'-6" 15'-6" 15'-6"
14'-9"14'-9" 14'-9" 14'-9" 14'-9"
24"
21'-10" 21'-10" 21'-10" 21'-10" 21'-10"
20'-10" 20'-10' 20'-10" 20'-10" 20'-10"
21'-9"
20'-10"
* NOTE: SINGLE RAFTERS SPACED 16' O.C. MAY BE USED AT
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
24' O.C. MAYBE USED AT 48' O.C. WHEN DOUBLED.
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16"
10'-7"
10'-7"
11'-T
10'-T
11'-T
10'-7"
11'-0"
10'-T
11'-6'
10'-7"
11'-2'
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16"
15'-10'
15'-10"
16'-3"
15'-10"
16'-3"
15'-10"
16'-1"
15'-10"
16'-2"
15'-10"
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8'-1" 8'-1" 8'-1" 8'-1" 8'-1" 8'-1"
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24"
13'x" 13'x" 13'-4" 13'-2" 13'-3"
9'-3" 9'-3" 9'-3" 9'-3" 9'-3"
12'-9"
9'-3"
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16"
14'-4"
14''9"
14'-4"
14'-9"
14'x"
14'-9"
14'x"
14'-6"
14'-4"
14'-T
14'�l"
14'-2"
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16"
20'-2"
20'-9"
20'-2"
20'-9"
20'-2"
20'-9"
20'-2"
20'-6"
20'-2"
20'-7"
20'-2"
19'-10
25
25
24"
11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1"
24"
16'-7" 16'-7" 16'-7" 16'-7" 16'-7"
16'-7"
12'-1"
12'-1"
12'-1"
11'-10"
12'-0"
11'-T
17'-0"
17'-0"
16'-9"
16'-3"
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16'
17'x"
1T-9"
17'-4"
17'-9"
17'-4"
17'-9"
17'-4"
17'-7"
174"
17'-8"
17'x"
17'-1"
.042
16"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1'
24'-6"
25'-1'
24"
13'-3" 13'-3" 13'-3' 13'-3" 13'-3" 13'-3"
14'-T 14'-T 14'-T 14'-4"
24"
20'-0" 20'-0" 20'-0" 20'-0" 20'-0"
20'-6" 20'-6" 20'-6" 20'-6' 20'-6"
20'-0"
20'-0'
ThlnkPadlDuralumUAPMO 019S1S21-14 SubmittalW21-14 A 54rvg, 8/2720141138:41 AM, CutePDF Writer,
OY 3004-Ft36 OR
EQUAL
OR EQUAL
EQUAL
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..V
•
z W
z
a
oaoz
•
HOr.4AS I. �• �'
X 6 1/2" RAFTER
CAWBELL
mz
w:
fid,-.
EXp,I2)+
CIVIL
O'
WSL
Ir
(IN)
Iyo .180"
THDI,IAS IRAY
C, APSELL
RAFTER SPANS FOR OPEN LATTICE STRUCTURES
0.024' 8 5'
0.032'
0.042-
F -2.0"-d F_2.V'- �i_ 0
MAX
110/120/130 MPH
ALUM. ALLOY 30044136 I ALUM. ALLOY 30044136 OR
OR EQUAL EQUAL
ThinkPadM)uralumUAPMO 01951'-21-14 SubmfttaT&21-14 A 5.dwg, 827/201411:41:07 AM, CutePDF Writer,
FOOTNOTE: 'SAMPLE"
FIGURE INDICATES—a
ATTACHED
FIGURE INDICATES
FREESTANDING
n
EXP. B & C
Z
a
W
W
Zig
W cy
g „
01.
U, a~0 U
aa9
a°CyWz
W O o
IL w
mw
f rr U
U i O
O a sz
f
0
U
z W
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a
oaoz
2"
X 6 1/2" RAFTER
z W
a
ran oz
DBL.
2" x 6 1/2" RAFTER
WSL
Ir
(IN)
110 MPH 120 MPH 130 MPH
WSL
-7"
(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"
9'-9"
10'x'
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
g' -g"
10'-3
.024
16"
14'-8"
14' 6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8" 14'-8" 14'-8"
14'-6" 14'-6" 14'-0"
24"
7'-0" T-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'-2"
11'-10 11'-10" 11'-10" 11'-10" 11'-10" 11'-10'
30
.032
16'
12'-0"
13'-1"
12'-6"
13'
17-6"
17-6"
13'-1"
12'-6"
12'-6"
30
.032
1 s"
18'-7"
18'-7"
18'-7"18'-7-
18'-4"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
24"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
10'-8" 10'-8" 10'-8" 10'-8" 10'-8" 10'-8"
24„
15'-3" 15'-3" 15'-3" 15'-3" 15'-3"
15'-1" 15'-1" 15'-1" 15'-1" 15'-1"
15'-3"
15'-1"
042
16"
16'-0"
16'-0"
16'-0"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
042
16"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
24"
12'-3" 12'-3" 12'-3" 12'-3" 12'-3" ' 12'-3"
12,_10.
2'-10 12'-10 12-10 12'-10 12'-10 12'-10
24„
18'-0" 18'-0" 18'-6" 18'-6" 18'-6"
18'-2" 18'-2" 18'-2" 18'-2" 18'-2"
18'-6"
18'-2"
024
16"
81-0.
8'-0"
8'-0"
8'-0"
8'-0"%
8'-0"
024
16"
2'-10"
2'-10"
2'-10"
12'-8"
T-.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" T-2" T-2" 7'-2" 7'-2" 7'-2"
24"
9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
10'4" 10'-4" 10'-4"
9'-10"
40
.032
16"
10'-10"
11'-0"
10'-10"
11'-6"6"
10'-10"
10'-10"
10'-10"
10'-10"
40
.032
16"
16'-4"
16'-4"
16'4"
16'x"
16'-4"
16'-4"
24'
8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
24„
12'-6" 12'-6" 12'-0" 12'-6" 12'-6"
12'-6"
9'-4"
9'-4"
9'-4"
9'-4"
9'-4"
9'-4"
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
042
16"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
042
16"
19'-9"
19'x"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
24"
10'-9" 10'-9" 10'-9" 10'-9" 10'-9 F - 10'-9"
11'-3" 11'-3" 11'-3" 11'-3" 11;-3" 11'-3"
24„
16'-2" 16'-2" 16'-2" 16'-2" 16'-2"
15'-10" 15'-10" 15'-10" 15'-10" 15'-10"
16'-2"
15'-10
.024
16"
7'-3"
8'-2"
7'-3"
8'-2"
7'-3"
8'-2"
7'-3"
8'-2"
7'-3"''
8'-2"
7'-3"
8'-2"
,024
16"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
1 1'-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'-4" 9'-4" 9'-0" 9'-4"9'-4"
8'-3"
9'-4"
.032
16"3"
9'-9"
9'-9"
9'-9"
10'-3"
9'-9"
9'-9"
9'-9"
10'-3"
.032
16"
14'-8"
14'-6"
14'-8"
14'-0"
14'-8"
14'-6"
14'-8"
14'-8"
14'-8"
50
50
24"
7'-0" 7,-0" T-0" 7'-0" T-0" T-0"
8'-4" 8'-4" 8'-4" 8'-4" 8'-4" 8'-4"
24"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-10"
042
16"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12•-6"
042
16"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-0"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-5"
F24'
9--o
9'-0" 9'-0" 9'-0" 9'-0" 9'-0" "
10'-2-Fl0'-2" 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"
ALUM. ALLOY 30044136 I ALUM. ALLOY 30044136 OR
OR EQUAL EQUAL
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FOOTNOTE: 'SAMPLE"
FIGURE INDICATES—a
ATTACHED
FIGURE INDICATES
FREESTANDING
n
EXP. B & C
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a
W
W
Zig
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EXP. 03/311 f
f H0.{ASI.
CAMPBELL 0
Exp: T IZ ; c
CIVIL
THC%W LRAY
W-rIPFFi l
6.5" ROLLFORM
UA GUTTER FASCIA
ALUM. ALLOY
3004-H36
[L2.0' -t- 3.0'
MAX
n DBL. 2"x6.5"x0.042"
SPLICE FU
W
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1CCURS-� .
0.075.- __IJ_rl II
TYP. ,i u
B MAG BEAM
ALUM. ALLOY
6063-T6
�J ALUM. ALLOY 3004-H36
OR EQUAL
J DBL.2"x6.5"x0.032"
ALUM. ALLOY 3004-H36
OR EQUAL
T=12 OR
14 GA.
A653 SS
GRADE 50
G60
.042'
TYp.-'
DBL. 3"x8"x0.042" BEAM
O W/DBL. 14 GA. STL.
IN
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3W BEAM.
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TYR
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HEADER BEAM TYPES
4" I -BEAM
VALUM. ALLOY
6063-T6
3W'x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
.032'
ALUM.
GUTTER
EXT. CLIP
Trp.
SPLICE
WHERE
OCCURS
D4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
L DBL. 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
3" SQ. ALUM POST
B ALUM. ALLOY 3004-H36
3" SQ. ALUM. POST
C' ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
3" SQ. STEEL POST
10%0" MAXIMUM.
F ASTM A653 GRADE 50 CP60
T=12 GA.
ASTM A653 SS
GRADE 50 G60 3.5
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4LUM.
I �-3.fr moi
3" SQ.x0.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
E
ASTM A653 SS GRADE 50 G60
7
T=12 OR
14 GA.
ASTM
A653 SS
GRADE:
G60
0.625"
3"x8"x0.042" BEAM
W/ 14 GA. STL. INSERT
M 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.
COLUMN / POST TYPES
0.024"
0.032'
0.042'
PLASTIC
PLUGS
ss
010 SMs
2W D.C.
EA. SIDE
I I I I 0TYP
3 SQ. ALUM. POST
D WITH SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
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c.
INSEKr
WHERE ALM
O RS �IIr66063-TTS
0.110'
Trp.
7" I -BEAM
r ALUM. ALLOY 6063-T6
,-, W/1 "C"INSERT
V ALUM. ALLOY 6063-T6
W/ (2) "C" INSERTS
fl 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.
l
j30
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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~ No. C379_48
i EXP.03/31/P.
THO,AAS Ivr��t' i
CAMPBELL •• O
Exp.
CIVIL
o• -a
THOMAS [RAY
CfWPL'ELL
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
A34 FRAMING ANGLE
SEE TABLE 2
FASTENERS, SEE TABLE 3 —
R.F. OR EXT. HANGER
CHANNEL, 2X OR 3X
RAFTER BRACKET
ALUM. PANEL 2X ORS v\
3x ALUM. RAFTER
EXIST. FASCIA BOARD
ALLOWABLE PROD. EXISTING EE
TO BEAM OVERHAN(
SEE TABLE 1 (24' MAX.)
A EAVE CONNECTION
1. EXISTING ROOF OVERHANG DESIGN LOADS: )
RDL = 3 psi (MM) TO B psi (MAX) RLL = 20, 25, 30, 40, E 50 psf
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS 1200 psL
TABLE 1
:OVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
10
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
20
2"x4"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 Be 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 FASTENE-'
PER TABLES 3 i
EXIST. RAFTERS AT
24' O.C. AT ROOF 1'
OVERHANG
2X FULL DEPTH
WOOD SCAB, 1.
WHERE OCCURS,
SEE TABLE 2
2x WOOD STUD OR
CONCRETE WALL
%1 WALL CONNECTION
NOTE WALL LEDGER IS NOMINAL LUMBER SIZE 2W (AT Z -x6 74'
MINIMUM RAFTERS), NOMINAL 2'x8' (AT 3-XW MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2'x6 V OR 3'x8' ALUMINUM SECTIONS.
- .. __ _t_3/16' STEEL NOTE: BRACKET CAN BE LOCATED
g• 0 1/4.0 HOLES,TYP. ANYWHERE ON EAVE
0 NOTE PROVIDE WATER
0 TYP. BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8 ° o TO DRAIN (OPTIONAL)
° EXISTING EAVE ALLOWABLE PROJ. TO BEAM
OVERHANG SEE TABLE 1
11/4' (24' MAX.) 2.6 OR ace LEDGER
RAFTER 7
(3}#14x3 12' W.
A
NOTE: PLACE'SIKA FLEX" OR SIMILAR NOTE: BRACKET MAY BE
MATERIAL BETWEEN BRACKET AND OOMP. MOUNTED BELOW RAFTER
SHINGLE ROOFING TO PROVIDE SEAL W/ SAME CONNECTIONS
C ALTERNATE EAVE CONNECTION
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
MAXIMUM PROJECTION
DESIGN
(E) WALL
COVER
LOADS
OPENING
PROJECTION
10, 20 psf
> B'
> 18'
30.40 8 50 psf
> F
> 14'
2x WOOD STUD OR
CONCRETE WALL
%1 WALL CONNECTION
NOTE WALL LEDGER IS NOMINAL LUMBER SIZE 2W (AT Z -x6 74'
MINIMUM RAFTERS), NOMINAL 2'x8' (AT 3-XW MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2'x6 V OR 3'x8' ALUMINUM SECTIONS.
- .. __ _t_3/16' STEEL NOTE: BRACKET CAN BE LOCATED
g• 0 1/4.0 HOLES,TYP. ANYWHERE ON EAVE
0 NOTE PROVIDE WATER
0 TYP. BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8 ° o TO DRAIN (OPTIONAL)
° EXISTING EAVE ALLOWABLE PROJ. TO BEAM
OVERHANG SEE TABLE 1
11/4' (24' MAX.) 2.6 OR ace LEDGER
RAFTER 7
(3}#14x3 12' W.
A
NOTE: PLACE'SIKA FLEX" OR SIMILAR NOTE: BRACKET MAY BE
MATERIAL BETWEEN BRACKET AND OOMP. MOUNTED BELOW RAFTER
SHINGLE ROOFING TO PROVIDE SEAL W/ SAME CONNECTIONS
C ALTERNATE EAVE CONNECTION
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
16'-0"
MAXIMUM PROJECTION
1 16'-0"
16-0"
(A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB
FULL LENGTH OF RAFTER TAIL
WIND SPEED (MPH) AND EXPOSURE
' 16-6"
110,B
110,C
120,13
120, C
130, B
130, C
a=
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
26'-0"
26'-0"
26'-0"
25'-7"
25-4"
21'-2"
o
Go
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
26'-0"
26'-0"
26' -0"
26'-0"
26'-0"
26'-0"
1-
110 120 130
110 120 1130
110 120 130
110 120 130
110 120 130
110
120
130
26'-0"
26'-0"
26'-W
26'-0"
26'-0"
26'-0"
5'
(A) (A) (A)
(A) (A) I (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A)
(A)
(A)
(D)
(D)
(D)
(D)
(D)
(A) (A)
(B)
(B)
(B)
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
7,
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B)
(B)
(B)
29-W
26'-0"
26'-0"
26'-W
26'-W
26'-0"
(E)
(E)
(E)
(A) (A) (%\)
(A) (A) (A)
(B)(B) (B)
(B)26'-0"
(D)
(D)
(D)
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"(A)
(E)
(A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B)
(B)
(B)
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"(A)
(A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B) (B) (B)
(B)
(B)
(B)
PTABLE
(A)
(A) (A) (A)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
(B)
(B)
(B)
26'-W
26'-0"
26'-0"
25'-2"
25-4"
20'-7"(A)
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"(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"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"
1 16'-0"
16-0"
16'-0"
1 16'-0"
' 16-6"
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
19'-0" 1
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
15'-3"
15'-3"
1.6-3"
15'-3"
(C)
26'-0"
26'-0"
(C)
26'-0'
26'-0"
26'-0"
26'-0"
11'-T
11'-r 1
11'-r
11'-r 1
11'-r
15'-0'
' 16-6"
15'-6"
15'-6.115'-6-
8'-11"
19'-6"
19-6"
19-6"
19'-0" 1
19'-0"
mo
11'-7'
15'-0" ~
5'
19'-6"
26'-0"
26'-0" 1
26'-0"
26'-0" 1
26'-0"
26'-0"
8'-11"
8'-11"
V-11"
8'-11"
8'-11"
V-11"
12'-1"
12'-1"
12'-1"
12'-1"
12,-1"
12'-1"
15'-3'
155'-3"
15'-3"
15'-3"
1.6-3"
15'-3"
20'-9" 1 20'-9" 1 20'-9" 1 20'-9" 120'-9- 1 20' -9 -
ThinkPadlDuralumUAPMO 019515-21-14 SubmittaW21-14 A 5.dwg. 827201411:45:12 AM, CutePDF Writer,
6'
7'
Be
9'
10'
11'
12'
(C) - (2) Y4" DIAMETER LAG SCEWS
(D) - %" DIAMETER LAG SCREW
(E) - %" DIAMETER LAG SCREW
10 PSF L.L.
20 PSF L.L.
WIND SPEED
(EXP. B Be C)
WIND SPEED
(EXP. B & C)
110
120
130
110
120
1130
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
.(C)
(C)
(C)
I (C)
(C)
(C)
(C)
(C)
(D)
M
(C)
(C)
,(C)
(C)
(D)
(D)
(C)
(D)
(D)
(D)
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. & C)
WIND SPEED
(EXP. B & C)
110
1201-130
110
120
130
*110
126
130
.1101120
130
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
(E)
(E)
(E)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
(E)
(E)
(E)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
(E)
(E) I
(E)
ABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 64NCH MIN.THICKNESS
COVER NUMBER AND TYPE
LUSL OF FASTENERS
10 Y2'0 SIMPSON STRONGBOLT 2 SS
AT 48' O.C. (a.b)
20 Yz' 0 SIMPSON STRONGBOLT 2 SS
AT 48' O.C.(a,b)
25 Yz' 0 SIMPSON STRONG -BOLT 2 SS
AT 48' O.C. (a,b)
3
0 I X- 0 SIMPSON STRONG -BOLT 2 SS
AT 36' O.C. (a,b)
40IX* 0 SIMPSON STRONG -BOLT 2 SS
AT 36' O.C. (a,b)
I V 0 SIMPSON STRONG -BOLT 2 SS
50 AT 24' O.C. (a.b)
FOOTNOTES TO TABLES 3 & 4:
a. EMBED ANCHOR 3" MINIMUM INTO
CONCRETE WALL AND INSTALL IN
ACCORDANCE WITH ESR -3037
b. USE 3" SQ.xY" STAINLESS STEEL
WASHER WHEN INSTALLING NEW
WOOD LEDGER AGAINST EXISTING
CONCRETE WALL.
c. WHERE ROOF PANEL -RAIL OCCURS,
USE Y2" DIAMETER LAG SCREW IN
LIEU OF (2) Y4" DIAMETER LAG
SCREWS.
o
w
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THOMAS RAY
CAT14PBELL
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
T=.060" TYP.
`
2.740" SEE TABLE 3, SHEET 4
-
a
C
1O
W
1.50' SEE TABLEA3 SHEET 8 300' 078
I
T=.060"
z
U o
w .'
ALUM. 3004-H36
"
06 ' 25-R 6 A
FASTENERS Co
SHEET
3"
2=
Q 5 w
V
5
1.O
01(2)90" 202" FASTENERS,
SEE TABLE 3 8
8'
t= 0.04"
DIA. SEE SHEET 4
"
a��
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A
z
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3"
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ROOF PANEL (MERE OCCURS)
O
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ci SHEET 8
SEE TABLE 3
co
0
v v
OB
500 FASTENERS, w ALUM.ALLOY
�"�" 4 SEE SHEET 4
I FASTENERS,
1.880" SEE TABLE 3, SHEET 4
F g
l— 75"
6063-T6
ALUM.ALLOY
i�
ALUM. ALLOY
ac
6063-T6
A 6 6 T3 6cY
6063-T6
c�
8
ROED
OA HANGER
O EXTRUDED HANGER / CONNECTION
OC I.R. HANGER
rrH'r BRACKET
LL
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
W Z
m
AT ROOF LOADS EXCEEDING 30 psf.
Y2"0 LAG SCREWS
10# L.L=(2) i14 SMS EA SIDE
r
(3)
1 1/2" 20#,25#,30# LL=(3)#14 SMS EA. SIDE
BEAM SPLICE TO
#14 SDS,
40#,50# LL=(4)#14 SMS EA SIDE
OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
I
o �
3 PER SIDE
POST. NOT PERMITTED PLUG WHERE
a
o �
1'
_ _ _ _ _ _ _ _ _ _ _
3/4" OR 1 1/2"
@ 6 SCREWS I @ 2 -POST UNITS
SCREW IS INSIDE
W
> _
Q
_
t
PER SIDE I
'
s
5" #1 SMS MAY
I 2" x 6 1/2" OR
BE USE AS
5" MIN. 3" x 8" ALUM.
3.5" 3.5' ALTERNATE TO
RAFTER
1/4'0 BOLTS
cn ---A—
3.5" 3.5"
Af
3"x8" ALUM.
3/4" OR 1 1/2'
— — —
8" BEAM.
ofJaz�
W ,u s z
O
v~i
— — — — — — —
I s
001-
57< 1. HEADER
u -BRACKET
Qi OR Q
o K W
ltl
EXISTING WOOD STUD FRAMING
SEE NOTES
a LL m
3"X8" ALUM.
(E) STUCCO
BELOW I I 6 1/2" SIDEPLATE EA.
234- (E) STUCCO RAFTER
2 EACH 1/4"0 x 3-12" LAG SCREWS LL=10 psf
I I SIDE SEE POST SCHED.
2 EACH 1/2"0 x 3-1/2" LAG SCREWS L.L=20, 25 and 30 psf
#14 SMS EA. SIDE
PENETRATION BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS LL=40 and 50 psf
TOP, MID HEIGHT
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
AND BOTTOM. 3'SQ. POST BETWEEN SIDE PLATES
E
s
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
m m E
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
LL
!HEADER BRACKET 2
RAFTER TO STUD WALL CONNECTION 3
BEAM TO POST CONNECTION 8
a i . m
W
j A
1 12" OR 2'LATTICE #8 S.M.S.
00.1
ALTERNATE 12"#8
DOUBLE RAFTER-
S.M.S. EACH SIDE
EXISTING ALUMINUM MEMBER WITH
w a a
> W s
z
BOLT CONNECTION PLAN 2
LATTICE 1 12" OR 2"
SHEATHING WOOD FILL OR
DBL 3x8"x0.042 BEAM
O z
_5 a. ,,
ALTERNATE:
NOMINAL LEDGER
OR DBL. 2x6.5'x0.032'/0.042" BEAM
0
4-#14 S.M.S. EACH
(NEW OR EXISTING)
^: SEE NOTE, DETAIL B,
¢ > m
a o m m
RAFTER TO COL
ai 3 SHEET 8
CONNECT. (8 -TOT.)
2x6.5" OR 3'x8" RAFTER
u� p
� s
°
I° °I
ALTERNATE:12'BOLT
I o
cc
1'
• - - - . ,... _ -- ._ a.5" 6' .---_
:...... .
- ALTERNATE. �=
Y
� •� �;;, FASTNERS, SEE TABLE 3,
. ., ...._.._... _... ... .. _ ,.... .-.- ..
z a
ul.o W .
C z:;:
1'
(2} #14 S.M.S. EACH RAFTER
" SHEET 8
m c
us
TO COLUMN CONNECTION
5/8"0 ACCESS HOLES
m
°
3"x 3"STLPOST (247 ALTERNATE:
(4 -TOTAL
A
INSTALL 6-#14XY4
LONG SDS @ EACH
INSERT ATTACHED OR (2}2x6.5' OR
ALTERNATE:
3" SQ. POST .,
HEADER TO COLUMN
3"x 31STLPOST COLUMN (2y3 -x8 -HEADER
FOR FREESTANDING
(2} 2x6.5' OR (2}3'x8" HEADER
`' EXISTING
(12 FASTENERS PER
N
W
(2}12'BOLT
ALTERNATE:
1' STUCCO OR EQUAL
CONNECTION)
v v
WxZINO.024" (1) -12" BOLT OR
2.5" PENS. INTO EACH WOOD STUD
w O
2'x 6.5' SIDEPLATE
CONNECTOR (2)- #14 S.M.S. EACH RAFTER
w F
� w
DBL. RAFTER / DBL. HEADER CONN. 4O
STUB COLUMN TO DOUBLE HEADER CONN. O5
T CCOT
STUCCO
O
DOUBLEHEADER
O O
g ra
ATTACHMENT DETAILLEDGER
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TABLE 2
¢
ATTACHED ONLY
ATTACHED AND
_J € o
'1' BRACKET @ 3 -SQ. POST
'
FOOTING & ANCHOR BOLTS
FREESTANDING
STEEL POST ONLY_
I USE POST TYPE
m o ¢
M ¢ O
W1 (4W4 SMS EA. SIDE OF POST
OR 1/2" M.B. THROUGH POST
ALUM.-rBRACKET USE WITH tj
ALTERNATE FTG.
, F, G, H, 1, J OR K
IL) z $
POST
POST POST TYPE B,C,D, OR E
F
SINGLE POSTS
FOOTING SIZE EMBED.
CUBE SIZE SO.18• DEEP ' CUBE FTG.
STEEL.'r BRACKET OR 9' SQ.
BOLTS
18' 18• SQ. 12"
' '
12 DEPTH OF
w
1r - 22` cuBED (1)
(2}318.0
1 Wr
20" 21' SQ. 12"
BASE PLATE USE WITH
FOOTING OR ,
x
POST TYPE B,C,D,E,F,G,H,J OR K
12" MIN. EMBD. I i
O
22• 25' SQ. 16•
(2}3/8'PJ STRONG -BOLT 2 SS SEE TABLE 1
Ell BRACKET TO SLAB.
23' b 24' CUBED (1)
(2}1R'0
31/4*
" • • I
tli " =• ; I 1 m
uJ
24' 28' SQ 20'
9 12" MINIMUM DISTANCE TO
—
I m
EDGE OF SLAB.
2s-30' CUBED (2)
4
(}1rrO
3 1/4'
26' 32' SQ. 23'
� I •, ¢
33" MINIMUM DISTANCE FROM
(_1
LL
w
w s
28' 35" SQ. 25"
SLAB CRACK TO COLUMN.
I d I
31• - 34• CUBED (2)
(4}5/8 0
4'
LL Z
a
(1 %" MIN. EMBEDMENT)
30" 39" SQ. 28"rn
a
3s - 3Y CUBED (2)
(4}3/4'0
4 3/4•
32' 43" SQ. 30'
a
DE G
(1 }12.0M.6. - .• •. = to
c
34" 47' SQ. 32"
i SLAB SHALL BE IN
a POURED CONCRETE
x9' LONG, 1' tib°:;W W
FROM END ''�
r g
36" 51" SQ. 34"
GOOD CONDITION FOOTING SEE TABLES
40' - 4T CUBED (2)
(4}3/4.0
4 3/4•
..,, p m
OF POST
o ■
i
FOR SIZE
3 12' MIN. SEE FOOTING
I
Z
POURED SQUARE, SEE FTG.
"
< g.:
o .j
NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS
(ICC ES ESR -3037)
• 38" 55' SQ. 37"
— SOUARE�
4(r 60• SQ. 39"
CONCRETE SCHEDULE IN BEAM
w o
IN BEAM SPAN TABLE
t) MAY USE EITHER STEEL T BRACKET OR
FOOTING
o
_
`
ALTERNATE FREESTANDING BASE PLATE.
42" 64" SQ. 41'
SPAN TABLES
EXISTING SLAB
O ATTACHED COVERS ONLY O
POSTS TO CONC. FOOTING
ATTACHED COVERS ONLY
2) REOUIRES USE OF ALTERNATE FREESTANDING
MELTE
_
9 'SQUARE POST EMBED.?
O _
69' SQ. 43•
CUBE FOOTING W/ 312' SLAB
INTO FOOTING /
w i z
0
81;i S
LLF-p
w
O=o¢
a¢tL�
(3)-314-0 BOLTS
rc
O O w
FOR POST TYPE F, G, H. I, J 8 K
J
mm
3"OR4"SQ.
"aWi
4I5" INSERT
16" x 0.188"
ASTM A500
H.
415,
GRADE B
m A
STEEL
g�
'u, U
T.O.C. I
xOR
co c'
(4Y SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICG -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
} a g
N $ =
ALUM. ALLOY 3.00" OR
6063-T6 2.40"
1.375"
2.0"
(i7/16"0 HOLE
FOR 318" MB •56"
2 FLANGES
INSERT TO
BASE PLATE 3/16"
o ? i
< N
a 0 `" m
O
2 1/8"APART
"
ASTM A500 GRADE B
POST
0 .75
INSTALL 1Y2" x 1Y2 x YB" HDG 1.125"
2.5"
_ _Lu
- %
WASHER PLATE AT ANCHORS
_.. ,_..
... -_... ....... _..�,-._ ._: _.. _ _
w
Z.
_
"75"
75" BASE FLARES
INSERT
- "
1.60
157"
TYP-
TO 3"WIDE EA.
SIDE OF FLANGES
9" SQ. X 5/8" THK. `- "'
z w m
1.5
1� 75
FOR 3" POST,
THK BASE PLATE
,;I
i � � ix
inix
TYP.
USE FOR 3" OR 4'
(ASTM A500 GRADE B STEEL)
� ¢
.696"
INSTALL 1Y2 x 1Yz" x YB" HDG
STEEL POSTS 5.50"
4" WIDE FOR 4" POST
1 Y4" 6Y 1 Y4"
WASHER PLATE AT ANCHORS
(i 1-7/16"0 HOLE
FOR 130 MPH
2- 5/16"0 HOLES
& 2-3/8' HOLES
NOTE: CONCRETE SLAB ANCHORS SHALL BE
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
TYP. EA. SIDE
WELDED STEEL SASE PLATE O
O
� o
%" DIAMETER SIMPSON STRONG -BOLT 2 SS
jE
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
([CC -ES ESR -3037)
ui
a x
ED I
ALUM "T" BRACKET C
STEEL "T" BRACKET D
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:QE'
•• CIVIL '
o•' - a
�No�jg4'�1
LATERAL FORCE RESISTING
<�
5
2"X6.5"X0.032" SIDE PLATES
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
7'
2
3
3
4
3
4-
8'
3
3
3
4
4
5
9'
3
4
4
4
4
5
10'
3
4
4
5
5
6
11'
4
4
4
5
5
6
12'
4
5
5
6
5
1 7
13'
4
5
5
6
6
7
a�
2"X6.5"X0.042" SIDE PLATES
5
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
2
2
3
6'
2
2
2
3
3
3
7'
2
3
3
3
3
4
8'
2
3
3
4
3
4
9'
3
3
3
4
4
5
10'
3
4
4
4
4
5
11'
3
4
4
5
5
6
12'
34
4
5
5
5
13'
4
5
4
6
5
7
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
RO
INSULATE
INTERLOCKIN
WALL
. I _ _ . _ .. . .,. ...... HANGER
TE-OOMA.S [RAY
CkWOELI
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STEM (LFRS) FOR ATTACHED COVERS
,,)BEAM SPLICE TO
OCCUR DIRECTLY OVER 5/8' 0 PLASTIC
1 POST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS I @ 2 -POST UNITS cr_al`w Ic InIc1nr-
PER SIDE I I
3.5'
3.5'
El OR +'I SEE NOTES
BELOW
5• #14 SMS MAY
BE USE AS
3.5' ALTERNATE TO
1/4'0 BOLTS
3.5'
8' BEAM
6 1/2" SIDEPLATE EA.
SIDE SEE POST SCHEE
#14 SMS EA. SIDE( ! 1
TOP, MID HEIGHT WSQ. POST BETWEEN SIDE PLATES
AND BOTTOM.
POST SCHEDULE
3" SQ. x .032" + (2)-2" x 61/2" x a 0.032" 3" SQ. x .032" + (2}2" x 61/2" x 0.042" W/ (6}#14 S.M.S. EACH SIDE. a 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
ROOF PLAN
FASTENERS,
--- " -ET 4
SEE SHEET 4
ROLL FORMED 014 SMS @ 32.O.C. MAX
OR IRP (4 MIN. PER PANEL INTERLOCK)
OLL-FORMED
PANEL
ROOF HANGER
#14 SMS Q 32' O.C.
4 MIN. PER
ALUMINUM S
TOP S BOTT. 0.024'
P
�20ROLL -FORMED PANEL INSULATED ROOF PANEL
INTERLOCKING SEAM INTERLOCKING JOINT
2
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ThinkPadU)uralumVAPMO 01951521-14 SubmlttaKS-21-14 8 4.dwg. &26=14 6:17:17 AM. CmePDF WrOer,
No. 037948
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13'-T
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19'-3" 30
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18'-4' 23
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18'-3" 33
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18'-4" 23
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E
25'-3" 36 J
28'-4" 26
E
2T-3" 37 K
51
O
15'-1" 24
B
14'-9' 33
16'-0" 25
B
15'-T 34
17'-4" 26
1T-1" 35
I
22'-4" 28
1'-10 37 K
24'-6" 29
24'-0" 38
6'
16=9' 24
C
16'-9' 32
G
16'-9' 24
C
16'-6' 32
G
18'-4' 24
C
18'-0" 33
H
23'-8" 26
E
23'-1" 35 1
5'-1 27
E
25'-3" 36 J
To'
13'-10" 25
13'-6" 32
14'-T 26
14'-3" 33
H
15--10--:26
34
20'x" 29
20'-1" 36 K
22'-4" 30
1'-10' 37
6
15'-T
K
uzi w
9.$"
7'
15' 1 -9" 226
C
15'-6 2'-T 332
(j
15'- 3'-6" 226
C
15'-13'-2" 332
G
1 T-114.-9" 227
E
16'-814.-6" 333
G H
22'-0 9'-0" 229
E
21'-6 8'-T 3 5 H 124,
20'-9" 230
E
23' 20'-3" 336 I K
7.
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8'
14'-T 25
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14'-6" 31
G
14'-7" 25
E
14'-3' 31
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16'-0" 25
E
15'-7" 32
H
20'-7" 28
E
20'-1" 34 H
22'-6' 29
E
22'-0' 35
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c
12'_0 26
C
11'-9" 31
12'-8" 27
C
12'-4" 32
13'-10 28
13'-6" 32
1 T-9" 30
17'x" 35 I
19'-6" 31
19'-0" 35
7'-T
9'
13'-9' 25
E
13'-8" 30
H
13'-9' 25
E
13'-6" 30
H
15'-1" 26
E
14'-8" 31
H
19'-4" 28
E
19'-0' 33
H
21'-2" 29
E
20'-8' 34 H
,
9
LL
11'-4" 27
11'-1" 31
G
12'-0" 27
11'-8" 31
G
13'-1" 28
12'-9' 32
16'-9" 31
16'-4" 34
18'-4" 32
18'-0" 35 I
W
6'-9"
10'
13'1"-0'-9" 227
E
13'-0
330
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12'-9'1--T 3
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229
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14'-0
331
18'-4'16'-0" 231
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18'-05�-7" 334 H
20'-11
332
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19'-8"
335 H
10'
0'-T
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1 �w"
31
2'-4"
2'-1"
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6'-2"
11'
26
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12'-6" 31
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12'-6' 26
E
12'-2' 31
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13'-8' 27
E
13'x" 31
H
17'-7" 29
E
17'2' 33 '„)
19'-2' 30
E
18'-9' 34
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28
10'-1" 31
0'-10" 28
10'-T 31
11'-10 29
11'-T 31
15'-2" 32
4'-10' 33
16'-T 33
16'-3" 34
5.$"12'
[12'-6"
2' 0.
228
E
1'-1
331
i 12'-00'-4'
229
E
11'-80.-1" 331
F 13'-111*4"
230
E
12'-9"1.-1" 331
H 16'-94,-7"
332
E
16'-64.-3" 333 '
18'-4"15'-10 333
E
18'-0 3 5
12'
g'-10"
9'-8"
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CIVIL
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THOMAS (RAY
CAfi:Prlpl I
BEAM TYPES ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
'
3" SQ.x0.032" ALUM. BEAMDBL.
O W/ 12 GA STL. "U" CHANNEL
2"x6.5"x0.032" 3"x8"X0.042" BEAM
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Z
re
T-12 GA.
ASTM A653 SS
GRADE 50 G60 3.0
A.03TLur�
F-• --3.01--1
3" SQ.x0.032" ALUM. BEAM
W! 12 GA STL. "U" CHANNEL
E ASTM A653 SS
GRADE 50 G60 I
6.S
U.o2
a.o•
zo• 2.0•
MAX
f DBL. 2 x6.5"x0.032"
ALUM. ALLOY WW -H36
OR EQUAL
DBL. 2"x6.5 x0.042"
ALUM OR QUALALLOY H36
8.0'
0.042"
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(
MIN.
POST
TYPE
MAX -POST FTG.
SPACING (IN.)
(SPAN) 1
( ()
MIN.
POST
TYPE
MAX•POST MAX POST
SPACING SPACING
FOR DBL FOR 3'x8'
rxfi.s•xoA32 BEAM
FTG.
(IN.)
1
()
MIN. MAx POST MAx POST FTG.
POST SPACING SPACING (IN-)
TYPE FOR DBL FOR 3W
rxs5'x0.03r BEAM (1)
MIN.
POST
n pE
13'-7"
5'
16'-9' 15
16'-9" 17
B
14'-7" 29
14'-7" 31
G
H
14'-1 " 15'•4-
14'-10" 15'-4"
B
15 14'-1 15'-4" 28
17 14'-0" 15-1" 30
G
5'
11 �"
6
15'-3" 16
15'-3" 18
B
13'-3" 28
13'-3" 30
G
H
13'-7" 14'-1"
13'-7" 14'-1"
B
15 13'-7" 14'-1" 28
17 13'-3" 13'9' 29
G
6
9._9a
7.
14'-2" 16
14'-2" 18
B
12•-4" 28
12'x" 30
G
12'-7" 13'-1"
12'-7" 13'-1"
B
15 12'-7" 13'-1" 28
17 12'-3" 12'-9' 29
G
7,
8,-6"
8.
13'-3" 16
13'-3" 19
B
11'-7" 29
11'-7" 29
G
11'-9" 12'-3"
11'-9" 12'-3'
B
16 11'-9" 12'-3" 28
18 11' 6" 12.0" 28
G
8,
7.-7w
9�
12'-; 2'-7" 17 9
C
11'-0i -0" 229
G
11'-211-2" 11'-711 •-7"
B
11'- 0'-10 11, 11 228
G
9'
6'-10"
10'
12'-0" 17
12'-0" 19
C
10'-4" 30
10'-4" 30
G
10'-7" 11'-0"
10'-7" 11'-0"
B
10'-7" 11'-0" 29G
E16
10'-3" 10'-8" 29
10'
6'-2"
11.
11' 11'x" 120
C
9`-1 9'-10" 0. 330
i�
10'-110.-1^ 10'-610'-6"
B
119 101-19'-10 10,� 0•_1" 229
G
11'
T=12 oR
14 GA.
7.676 ASTM
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5'-8"
12'
0'-10" 18
0'-10" 20
C
9'-6" 30
g'-6" 30
fi
9'-8" 9'-8"
9'-8" 9'-8"
C
17 9'-8" 9'-8" 29
19 9'-6" W -T 29
G
12
TYP.
TYP.
I I
4-3.o--I--3.o'--- I
MAX3'-10'
DBL. 3"x8"x0.042" BEAM
A653 SSGRADE
50 G60
0.62s
z.e7s
3"x8"x0.042" BEAM
W/ 14 GA. STL. INSERT
M ASTM A653 GRADE 50 G60
3"x8"x0.042" BEAM
W/ 12 GA. STL. INSERT
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MAX.POST FTG.
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TYPE
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(SPAN) (1) TYPE
AX NG SPACING NG POST MAX.POSTFTC'°
FOR DBL FOR I xG
2-x6.5'x0.03r BEAM
(IN.)
(1)
MIN. SPAC NG SPACING TTG.
POST FOR DBL FOR ING (M')
TYPE 2'x65'x0.03r BEAM (1)
MIN.
POST
TYPE
W�Zm
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13'-7"
5'
16'-9" 16
16'-4" 18
B
14'-7" 31 H
14'-7" 33 J
14'-1 15'-4"
14'-8" 15'-2"
B
15 14'-1 15'-4" 30
18 14'-1"1�1 14'-T 31
G
5'
11'-4"
6
15'-3" 16
15'-0" 19
B
13'-3" 30 H
13'-3" 32 I
13'-7" 14'-1"
13'-4" 13'-10
B
l6 13'-7" 14'-1' 29
18 2'-10" 13'-4' 31
G
6`"
9•_9"
7.
14'-2" 17
19
g
12'-4" 29 G
12'x" 31 I
12'-7" 13'-1"
12'-4" 2'-10
B
16 12'-7" 13'-1" 29
19 12'-0" 12'x" 30
G+
7'
8 �w
8'
13'-3" 17
13'-0" 20
B
11'-7" 29 G
11'-7" 31 H
11'-9" 12'-3"
11'-8" 12'-1"
B
17 11'-9" 12'-3" 28
19 11'-2" 11'-T 30
G
8'
ALUM. ALLOY 3004-H36
OR EQUAL
N 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'x6' BEAM.
-j
LL
A
®
7,_7w
9'
12'-7" 18
12'-3" 20
C
11'-0" 29 G
I V-0" 30 H
11'-2" 11'-7"
11'-0" 11'-4"
B
17 11'-2" 11'-7" 29
20 10'-7" 11'-0" 29
G
9
m
m
6
di
6,-10w
10,
12'-0" 16
11'-8" 21
C
10'-4" 30 G
10'-4" 30 H
10'-7" 11'-0"
10'-6" 10'-9"
B
17 10'-7" 11'-0" 29
20 10'-1" 10'-4" 29
G
,
10
FOOTNOTE: 'SAMPLE"
6'-2"
11'
11'-4" 18
11'-2" 21
C
9'-10" 30
9'-10" 30 H
10'-1" 10'-6"
10'-0" 10'-3"
B
17 10'-1" 10'-6" 29
20 9'-7" 9'-0" 29
G
11
5'-8"
12,
0'-10" 18
10'-8" 21
C
30 •,
g'-6^ 31
9'-8" 9'-8"
9'-T 9'-4"
C
18 9'-8' 9'$" 29
21 9'-2" 8'-9" 30
G
12,
FIGURE INDICATES
EXPOSURE B
U te-
¢ z
f rgggg6{
FIGURE INDICATES
EXPOSURE C
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C.
FOOTNOTES TO ALL SPAN TABLES
T=120R
14 GA.
ASTM
A653 SS
GRADE 6.0•
50 G60
TYP
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ATTACHED FREESTANDING
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(SPAN) (1)
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SPACING (IN.) POST
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MAX -POST MAX POST
SPACFOR DING EL FOR SPACING
rx65'x0.03r BEAM
FTG,
(IN,)
(1)
MIN, MAX POST MAX POST FTG.
POST SPACFOR DING EL FOR SPACING(IN.)
TYPE 2'AS'x0.032- BEAM (1)
MIN.
POST
TYPE
13 -7"
I
5tu
16'-9" 17
1 T -W 19
14'-T 32 1
14'-7" 34 J
14'-1 15'-4"
14'-4" 14'-10
16 14'-1 15'-2" 31
19 13'-8" 14'-2" 33
G
H
5�r.
=
m i m
ut y
o o
1. FOOTING SHOWN REPRESENTS LENGTH OF
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
WHERE SLAB OCCURS, CUBED FOOTING SIZE
MAY BE DUCED6EACH 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.
MAX.14'-2"
DBL. 314 X0.042" BEAM
W/DBL. 14 GA. STL. INSERT
0
ASTM A653 GRADE 50 G60
�
I
--1
•
W
-
15'31"3 -9 18
20
BR
13- 31 L
34 J
13'-7" 14'-1"
13'-1" 13'-7"
B
1.7= 137" 13'-10" 31'
19 12'-6" 13'-o 32
G
6
9 _9w
7
18
12'-9" 20
B
12'-4" 31 H
12'-4" 33 J
12'-7" 13'-1"
12'-2" 12'-7"
B
17 12'-T 12'-1 " 30
20 11'-7" 12'-1" 31
G
,
7
8 -& w
8
13'-3" 18
11'-10 20
B
11'-T 30 H
11'-7" 32 J
11'-9" 12'-3"
11'-4" 11'-9'
B
18 11'-9" 12'-1" 29
20 10'-10" 11'-3" 31
G
8
7._7w
9•
12'-7" 19
11'-3" 21
B
11'-0" 30 H
11'-0" 32 1
11'-2" 11'-T
10'-9" 11'-2"
B
18 11'-2" 11'-4" 29
21 10'-3 10'-8" 30
n
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m
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IL W
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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 9114' MINIMUM.
SEE ALTERNATE FOOTING TABLES
SHT. 9 FOR ATTACHED COVERS
DBL. 3"x8"x0.042" BEAM
W! DBL. 12 GA. STL. INSERTW-110
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.
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12'-0" 19
10'-8" 21
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10'-4" 30 H 10'-7"
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21 9'-9" 9'-10" 30
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11'
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9'-10" 32 1
10'-6"
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19 10'-1" 10'-3" 29
2i 9'-3" 9'-O" 31
5'-8" 112-
O20
-9 22
C
9'-6" 31 H
9'-6" 33 J
9'-B" 9'-8"
9'-4" 9'-1 "
C
19 9'$" 9'-4" 29
22 9'-0" 8'-3" 31
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No. C37948
EXP. 03/ W
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3"x8"x0.042'
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SPACING
(IN.)
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SPACING
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POST
SPACING
(IN.)
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SPACING
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POST
SPACING
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POST
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TYPE
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TYPE
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(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
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21'$"
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20'-9"
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22'-8"
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22'$"
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29'-2"
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28'$'
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16'-4"
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19'-0"
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20'$"
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26'$"
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