BPAT2015-004578-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
�,r °F l�Q�rw
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number: BPAT2015-0045
Property Address: 80725 OAK TREE
APN: 775082038
Application Description: PGA WEST STADIUM / 588 SQ FT DURALUM PATIO COVER
Property Zoning:
Application Valuation: $9,000.00
Applicant:*
PGA WEST RESIDENTIAL ASSN. n� n
54320 SOUTHERN HILLS
LA QUINTA, CA 92253 irl
AUG 10 2015
CITY OF LA QUINTA
COMMUNITY DEVELOPMENT DEPARTMENT
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 Cl ss:: -,L—License No.: _
Date V Contractor:
OWNER -BUILDER DECLARATION
/\_1 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 Div'siOV?
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 fora
permit subjects the applicant to a civil penalty of not more than five hundred dolla
($500).: .
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
(� I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' .
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
( I I am exempt under Sec. , B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGE
I hereby affirm under penalty of perjury that there is a co ruction lending agency for
the performance of t �e ork for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name: `
Lender's Address: /7
VOICE (760)1777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 8/10/2015
Owner: nu
cO . J9 &14 tis+' a4,%
75005 COUNTRY CLUB DR
PALM DESERT, CA 0
Contractor:
PGA WEST RESIDENTIAL ASSN.
54320 SOUTHERN HILLS
LA QUINTA, CA 92253
(760)771-1234
Llc. No.:
• 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: _ Polity 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 Labpr Code, I shall fo hwith
comply with those provisions. P/, A `U
Date: l '� Applicant. ((�� i�'�
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter uyfgn the above-
mentioned property for inspection purpose JI/v'
A
-&te!� �D t Signature (Ap i n g
'FINANCIAL INFORMATION
DE 7t'7 ACCOUNTS' _4 X
SCRI TI N' UNT,4�`� �A' C", �-'AM66N
-PAID DATE
BSAS SB1473 FEE 101-0000-20306 0 $1.00. $0.00
-METHOD RECEIPTW
;PAID B� CHECK #
BY'.'
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA $1.00 $0.00
J7,1;
'DESCRIPTION
,r.-:,.ACCOUN
QTY
AID
'PAID DATE.
PATIO COVER, STD, OPEN
101-0000-42404
0
$97.17
$0.00
PAID 6Y'-7
METHOD
jrRECEIPT*-�
CHECK#
4 i
CLTD BY �=
eTI D- E-SC.,RIP.TIOI N
-; .4, A -C, C—O_UN:T r QTX
-PAIDPZ
�
PAID DATE !
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$95.72
$0.00
-PAID By
METHOD 7
!�ECEIPTW
CHECK
CLTD BY
Total Paid for PATIO COVER COVERED PORCH LATTICE $192.89 $0.00
' DESCRIPTION'`' R I �T 16
ACCOUNT
PAID ',._1r-t%--
�PAlb DATE
SMI - RESIDENTIAL
101-0000-20308
0
$1.17
$0.00
'METHOD;`.
7 :RECEIPT #.
CHECK #
CLTD BY
Total Paid forSTRONG MOTION INSTRUMENTATION SMI: $1.17 $0.00
TOTALS: .$195.06 $0.00
r.
Description: PGA WEST STADIUM / 588 SQ FT DURALUM PATIO COVER
Type: PATIO COVER Subtype: Status: APPROVED
Applied: 7/22/2015 SKH
Approved: 8/4/2015 JFU
Parcel No: 775082038 Site Address: 80725 OAK TREE LA QUINTA,CA 92253
Subdivision: _ Block: Lot:
Issued:
Lot Sq Ft: 0 Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $9,000.00 Occupancy Type: Construction Type:
Expired:
No. Buildings: 0 No. Stories: 0 No. Unites: 0
PLAN CHECK SUBMITTAL
Details: DURALUM PATIO COVER SYSTEM - (1) 14'X42'(588 SQ FT.) 2012 IBC/IRC, 2013 CBC/CRC AND ASCE/SEI 7-10, ENGINEER OF RECORD: .
THOMAS CAMPBELL, NO 37948. THIS PERMIT DOES NOT INCLUDE HELIOCOL THERMAL SOLAR COLLECTORS. PATIO MUST BE BONDED
TO GRID WHERE CLOSER THAN 5' TO WATER'S EDGE AT POOL.
13
A
jied to Approved
s
Printed: Monday, August 10, 2015 9:54:23 AM 1 of 2 0?
SYSTEMS
SITFS
CHRONOLOGY
r " CHRONOLOGY TYPE „ STAFF NAME".
. �- . ACTION_DATE .
COMPLETION DATE
PLAN CHECK SUBMITTAL
STEPHANIE KHATAMI
7/22/2015
7/22/2015
RECEIVED
NOTIFIED STEVE HERTHEL (760-397-3520) THAT PLANS WERE
TELEPHONE CALL
JAKE FUSON
8/4/2015
8/4/2015
APPROVED AND PERMIT WAS READY TO ISSUE.
ONTAM
NAME'TYPE . �`= „�, NAME
�'ADDRESSI•.
CITY STATE
'ZIP_, PHONE .; FAX ' -'EMAIL-
APPLICANT PGA WEST RESIDENTIAL ASSN.
54320 SOUTHERN HILLS
LA QUINTA CA
92253 (760)771-1234
CONTRACTOR PGA WEST RESIDENTIAL ASSN.
54320 SOUTHERN HILLS
LA QUINTA CA
92253 (760)771-1234
OWNER SUNRISE LA QUINTA CO
75005 COUNTRY CLUB
PALM DESERT CA
0 (760)771-1234
DR
Printed: Monday, August 10, 2015 9:54:23 AM 1 of 2 0?
SYSTEMS
;J,
d.............. ... .
PARENT PROJECTS
BOND INFORMATION
..... .
ATTACHMENTS
Printed: Monday, August 10, 2015 9:54:23 AM 2 of 2
srsrenns
FINANCIAL
INFORMATION
r
OUNT " QTY
DESCRIPTIONS '' =ACC2.
;s .� C
TEt RECEIPT #, CHECK #,= METHOD N PAID BY:u
r x.
*AMOUNT
E - ,
BSAS SB1473 FEE 101-0000-20306 0
$1.00
$0.00
Total Paid forBUILDING STANDARDS ADMINISTRATION
$1.00
$0.00
BSA:
PATIO COVER, STD,
101-0000-42404
0
$97.17
$0.00
OPEN
PATIO COVER, STD,
101-0000-42600
0
$95.72
$0.00
OPEN PC
Total Paid forPATIO COVER / COVERED PORCH / LATTICE
$192.89
$0.00
SMI - RESIDENTIAL
101-0000-20308
0
$1.17
$0.00
Total Paid forSTRONG MOTION INSTRUMENTATION SMI
$1.17
$0.00
•
0.
��
d.............. ... .
PARENT PROJECTS
BOND INFORMATION
..... .
ATTACHMENTS
Printed: Monday, August 10, 2015 9:54:23 AM 2 of 2
srsrenns
P.D. Box 1504
LA QUINTA, CALIFORNIA 92247-1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
BUILDING & SAFETY DEPARTMENT -
PROPERTY OWNER'S PACKAGE
(760)777-7012
FAX (760) 777-7011
Disclosures & Forms for Owner -Builders Applying for Construction Permits
IMPORTANT! NOTICE TO PROPERTY OWNER
Dear Property Owner:
An application for a building permit has been . submitted in your name listing yourself as the builder of the property
improvements specified at
We are providing you with an Owner -Builder Acknowledgment and Information Verification Form to make you aware of your
responsibilities and possible risk you may incur by having this permit issued in your name as the
Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision,
signed, and returned this form to us at our official address indicated. An agent of the -owner cannot -execute- this notice
unless you, the property owner, obtain the prior approval of the permitting authority.
OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION
DIRECTIONS: Read and initial each statement below to sign fy you understand or verify this information.
1. I understand a frequent practice of unlicensed persons is to have the property owner obtain .an "Owner=Builder"
building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as
an Owner -Builder, may be held liable and- -subject to serious financial risk for any injuries sustained by an unlicensed person
and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those
injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers
on my property.
2. I understand building permits are not required to be signed by property owners unless they are responsible for the
construction and are hot hiring a licensed Contractor to assume this responsibility.
3. I understand as an "Owner -Builder" I am the responsible party of record on the permit I understand that I may protect
myself from potential financial risk by hiring a licensed Contractor and having the permit filed in -his or her naive instead of my
own.
4. I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on
permits and contracts.
5. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total. value
of my construction, is at least five. hundred dollars ($500), including labor and materials, I may be considered an "employer"
under state and federal law.
6. I understand if I am considered an "employer" under state and federal law, I must register with the state and federal
government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment
compensation for each "employee." I also understand my failure to abide by these laws may subject me to.serious financial
risk.
7. I understand under California Contractors'. State License Law, an Owner -Builder who builds single-family residential
structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed
subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed
under contract with a licensed general building Contractor.
548. I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any
financial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the
workmanship or materials.
. I understand I may obtain more information regarding my'obligations as an "employer" from the Internal Revenue
ervic9e, the United States Small.Business Administration, the California Department of Benefit Payments, and the California
Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-
800-321-CSLB (2752) or www.cs1b.ca.gov.for more information about licensed contractors.
W-10. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the
party legally , and financially responsible for proposed construction activity at the following address:
11. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all
applicable laws and requirements that governOwner-Builders as mell as employers.
12. 1 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I
have provided on this form Licensed contractors are regulated by laws designed to protect the public. If you contract with
someone who does not have a license, the Contractors' State License Board may be unable to assist you withany financial loss
you may sustain as a result of a complaint. Your, only remedy against unlicensed Contractors may be in civil court. It is also
important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working
on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and. wish to hire Contractors,
you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers'
compensation insurance coverage.
Before a building permit can be issued,,this form must be completed and signed by the property owner and returned to
the .agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notarization, or
other verification acceptable to the enq is requir to be presented when the pfrinit is 'issued to verify the property
owner's signature.
VV t/ (I jd t ow
Signature of property owner ' �� Date: r
Note: The following Authorization Form is required to be completed by the property owner only when designating
an agent of the property owner to apply for a construction permit for the Owner=Builder.
AUTHORIZATIONOF AGENT TO ACT ON PROPERTY OWNER'S BEHALF
Excluding the Notice to Property Owner; the execution of which I understand is my personal responsibility, I hereby. authorize
the following person(s) to act as my agents) to apply for, sign; and file the documents necessary to obtain an Owner -Builder
Permit for my project.
Scope of Construction Project (or Description of Work):
Project Location or Address:
Name of Authorized Agent:
Address of Authorized Agent:
Tel No
I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above
information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification
acceptable to the agency is required to be presented when the permit is issued to verify the property owners signature.
Property Owner's Signature: Date
Bin #
City of La Quinta
Building 8L Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
ID !PIT T 4;�10(S"
Project Address: ���� ee . I (�
Owner's Name: A 9 IAL
A. P. Number:
Address:
Legal Description:
City, ST, Zip:
14(� gZZS-3
Contract0 r:
NA l` /
Y� D
Tele P hone: Z
Address:Jr� 5� (`I
Project Description:
City, ST, Zip: La 0014A
ej c �ZZ�j%
�� / w� X Z/Igm HIUymwQ
Tele h ne
P 0 r
Z � I 3
o m
P dA
State Lic. # :
City Lie. #;
Arch., Engr., Designer:
Address: dj eN Ito 51-
City, ST, Zip: RaVAP
Tele h ne .
1
Construction n TY ancY
Pe:�Occupancy:
•
State i .# .
Project type circle one): New Add'n Alter Repair. Demo
Name of Contact Person: Vl=:
Sq. Ft.: �IJ
# Stories:
# Units: !
Telephone # of Contact Person:
Estimated Value of Project:®Q
APPLICANT: DO NOT WRITE BELOW THIS LINE
tt
Submittal
Req'd
Ree'd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for oo"easim tllwtit
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Title 24 Calcs. '
Plans picked up
Construction
i
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 corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
l AUL 2 2 2015
CITY OF LA QUINTA
COMMUNITY DEVELOPMENT
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POST SPACING DETERMINED BY
TABLE ON ' SHEET 23 of 49
}.
:. .25lbs./sq.ft. — 110mph wind. load
,
-
2'
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PGA WEST SOLID.SHADE W/ SOLAR " WIDE X 14' LONG
f
RAFTER TAILS ® 24"
O.C.
(25lbs live load, 110mph wind load) - INTERLOCKING PANS
.
'
TYPE "C" FREESTANDING,
*-
W/ CANTILEVER OPTION
-
•
(Pg. 1 of 49)
3"X3" STEEL POSTAL
IN 33" CUBED FOOTING
AFTER TAILS @ 2' O.C.
U TTER
•fir` � t•:;••; �'�
SECTION VIEW -33"
SELF TAPPING 3'x8" HEADER
SHEET METAL SCRE
• 3"x3' STEEL POST
TOP VIEW
t
ILL ""ACCESS
R SMSTOATTIADER TO POST
3"x3" STEEL POST
ROUND COLUMNS
3'X3' STEEL POST
0.188" WALL THIC
Pg. 7 of 49 m
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a11 A
GRADE
volt
3'X3' STEEL POST INSERTED
16" MIN. INTO 33'x33' FOOTING
33'- Pg. 10 of 49
POST/FOOTING
DETAIL
2 GUTTER PIECES COME
CORBT RAFTER LL TOGETHER OVER SPLICE.
TAILSX! O.C. 2 FASTENERS PER FOOT COSMETIC ONLY -WILL NOT
MINIMUM (#14 SMS) PER AFFECT STRUCTURE'S RIGIDITY
RONT FASCIA OR INTEGRITY
TABLE #2 Pg. 4 of 49
RAIN GUTTER
2.5" TALL X 14' LONG X 6" 2'
- - WIDE INTERLOCKING PANS
3"x8" DOUBLE �• ° - - = - —
DRILL" ACCESS HOLE HEADERS
® FOR SMS TO ATTACH I '. 3"x3" STEEL POST
HEADER TO POSTE SCREW AT UPPER
8" COLUMNS RIDGE PREVENTS
SLIDING AFTER INSTALL
CAULKING. BETWEEN GUTTER---- L
I I AND SPLICE WILL PREVENT ALUMINUM SPLICE PIECE
LEAKS AT SPLICE LOCATION SLIDES INSIDE GUTTER TO
HEADER/GUTTER JOIN 2 PIECES TOGETHER
DETAIL GUTTER SPLICE
6" FLAT PAN . ROOF
@ .032 MIN.
DETAIL
2"X6" SIDE FASCIA
4 SMS
DROLL FORM
HANGER
SECTION VIEW AT SIDE FASCIA
6461ivionday, December 22, 2014 9:09 AM
Attach: i Heliogol-Specifications.pdf '
Subject: Mohr Power - Engineering
Steve,
See attached information for the Heliocol solar pool heating panel. I've attached information direct from
Heliocol's material specifications. If we look at the HC50 panel (which is .the panel we want to use) the dry
weight is 22 lbs with a capacity of 14 liters of water (3.0.64 lbs) for a total wet weight of 52.64 lbs. The HC50 is
fifty square feet — see the simple math below.
52.64 / 50 =1.05 psf
Morri Mohr
Director of Field Operations
POWER SOL", EAfc.
(951) 736-2000 ext. 105 office ,
morri@mohrpower.com
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' TECHNICAL INFORMATION AND �SPECIFICATIONS_.„cl
i•
SOLAR POOL I-EATiNG. ENGINEERED FOR LIM a
The,H libliocall
Advantage .
. .
. • +ti.:>�: - - �s � r : ��� , tri•, -r- :i - ,
THE FEATURE
THE ADVANTAGE.
Patented individual tube design -
Allows expansion and contraction, eliminating cracks and leaks.
Lets roof breathe, keeping it clean and dry.
Pate ntedmounting hardware
Eliminates hoses, clamps and straps. No gaps between panels for
•
smoother look; less than•half the number of roof penetrations.
One-piece overrnolded construction
Eliminates welds and weld leaks.
v
Hurricane resistant -
Can withstand hurricane -force winds; Heliocol panels are approved
by most,property and casualty insurance carriers.
Low collector -head loss rate
Reduces pump requirements.
Using the power of the
r c Certification Data
sun to heat your pool y -
•ISO 9001:2008 and ISO 14001:2004
A. Using your existing pool
• Ortech International Laboratories
pump, pool water is directed a . -
j
through a series of valves to
mill
• Solar Rating & Certification Corporation (SRCC)
your solar collectors.
B. Pool water enters the
4
• Solar Energy Analysis Laboratory (SEAL)
solar collectors at the bottom
B
DSET Laboratories, Inc.
and rises to the top through
the individual tubes of the
HRS, Florida (Required for commercial use)
collector. C. As the water
rises through'ihe collector it
' p
•Florida Solar Energy Center (FSEC) ';':
is heated by"the sun's radiant
• City of Los Angeles #RR -4508
energy D. The water is then
returned to the pool to repeat _
• British National Water Council (for potability)
the cycle until your pool has,r
been warmed by the sun.
German Federal Health Board
NSF 50 for Recreational Water Facilities
Enjoy • ' '
boy Year -'Round Leisure Living.
SOLAR POOL HEATING. ENGINEERS FOR LIFE v
HC -204 10/2011 ,
r-� Mix Design Report '
Superior Ready Mix Concrete, L.P.
1508 W Mission Rd
Escondido,.CA 92029
760-745-0556
Mix ID# D837P-- 4500 PSI 1" (0]
This design is being submitted for approval. Conformance with specification should be reviewed.
Contractor: PGA West
Project: HUA West
Compressive Strength :
4500 psi at 28 days
Aggregate size:
1" — 25 mm
Air:
1.2 ± 1.0 %
Water/Cement ratio :
0.45
slump:
4.00 ± 1.00 in
Source of Concrete: SUPERIOR READY MIX CONCRETE
Construction type :
Placement: TRUCK PLACE / 4" PUMP
Unit Weight: 147.89 pcf•
Design Date : 01/14/2015
Constituents :
Quantity
Density
Volume
ASTM C150 TYPE IIN CEMENT
559 Ib
3.150
2.84
ASTM C618"CLASS "F" FLYASH
99 Ib
2.200
0.72
Water
296 lb
1.000
4.74
ASTM C33 #57 ROCK
1418 lb
2.670
8.51
ASTM C33 #8 ROCK
350 Ib
2.640
2.13
ASTM C33 FINE AGG
1269 Ib
2.640
7.70
ASTM C494 TYPE.A WATER REDUCER
26.32 floz (US)/yd3
1.000
0.03
Air
1.2%.
0.32
Total:
3993
:r"
27.00
Remarks
R
Reported by Superior Ready Mix L.P.
Approval by:
Date: - 01/01/2015
Date : / /
SIGNATURE �v"IKED
'ROIECT )OB NO.
SUBJECT SHEET OF SHEETS
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4, A
t' No, C37948
EXP. D3/31/I'
Cr.,
CIVIL .;
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES:
GOVERNING CODES:
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL
CODES, ASCE/SEI 7 -10 -MINIMUM 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
AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND ACI318-11 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 SIZE,
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.
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
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 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 7.
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
ASCE/SEI 7.
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 (UP), 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 1806.2 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 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 1505.2,
EXCEPTION 2.
N� ••;41 WIND SPEED CONVERSION TABLE:
ht�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 0.6
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION
:U)1 1l- Cqi�;
Ns
SHALL BE BASED ON 85 MPH = 110 MPH.
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL
;'�';;y 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.
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 4.dwg, 8/25/2014 2:13:27 PM, CutePDF Writer,
RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER I.
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 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: II, 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: S5= 1.50, S, = 0.6, S p5= 1.0, S.,= 0.50
RESPONSE MODIFICATION FACTOR, R:1.25
6, DESIGN ASSUMPTIONS:
A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10'
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 5)-IEET 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
SITE-SPECIFIC DESIGN LOADS.
E. APPROPRIATE STRUCTURAL DETAILS.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION.
4
SHEET INDEX:
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:
eo'd2G C-Ue,
WIND SPEED & EXPOSURE:
two MN
ROOF / SNOW LOAD:
Z5 I �s We 64,
LL
as
0
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a
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0
It' z_
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ocr
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i O z
J
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rwW
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T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1 ............SOLID PANEL STRUCTURES "'ECiEITEDE
2 ............OPEN LATTICE STRUCTURES
34 .........PANEL SPANS TRI -V, W -PANEL & FLAT PANJULm
� 2 2015
5 ............MINIMUM FASTENERS U- 02
6 ............RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATI88 Cl?,Y QUI 'o C) Z N
Z
7 ............HEADER BEAM TYPES, COLUMN / POST TYPES MUN�y► N 4 -1
8 ............EXISTING EAVE CONNECTION DETAILS D�E�pMEgji' L~) 0 o
9 ............HANGER CHANNELS AND MOUNTING BRACKETS U) o u; �
10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILSW<
a.
11 ...........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS o Z
U O a S
12 ...........BEAM TO POST &LATTICE TUBE TO RAFTER CONNECTION DETAILS
13 ...........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS a
15-17 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH a o m
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 t w
24-27 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH 7
Wow ..
28-30 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH m z m
31-33 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH z W
34-36 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPHo N it
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 Ln
41-42 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH CD
CD
43-44 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH F
45-46 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH w w
47 ...........INSULATED ROOF PANEL ATTACHMENT DETAILS 2 _
cn
48 ...........SNOW DRIFT DESIGN a
49 ...........SPAN REDUCTION FACTOR TABLES
r •
t ,
` ` �oN%�t.` F - •
yl
r ~ No. C37948 r
EXP. 0,1131/15
CAS 1
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C, :hart. E' L
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SOLID°PANEL STRUCTURES
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RAFTER,SEE
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M 25% OF RAFTER
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NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
SEE TABLES
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RAFTER, SEE TABLE
FOR SIZE
AND SPACING .
MAX. O.H.
25% OF RAFTER O.H.
ALLOWABLE
LENGTH OF STRUCTURE VARIES
MANDATORY BEAM SPICE - SEE
DETAIL 11. SHEET 12
NO BEAM SPLICE AT
EXTERIOR POSTS
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
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0
SEE POST
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TABLES
LENGTH OF STRUCTURE VARIES
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@q
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POST WITH SIDE PLA
SEE SHT. 11 FOR MINIMUM
NUMBER OF REQUIRED
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MAY BE USED WHERE
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SEE TABLES
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SEE TABLES
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FOR SIZE
AND SPACING
MAX. O.H. O H.
25% OF RAFTER
ALLOWABLE
SPAN
LENGTH OF STRUCTURE VARIES
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHEET 12
NO BEAM SPLICE AT
EXTERIOR POSTS
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
FOOTING SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE
..;
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3 112" SLAB
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
FOOTING SEE TABLES
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
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No. C37W
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a 0. 184�A
24" TRI -"V" PAN
T= (SEE TABLE
BELOW)
' SOLID PANELS SPANS FOR COMMERCIAL & PATIOS
ALUM. ALLOY 3004-H36 OR EQUAL
TABLE
ROOF PANEL TYPE 10
ROOF LIVE/SNOW LOAD, psf
20 25 30 40 50
24" TRI -"V" PAN
- 0.88 0.83 0.75 0.80
24"x2Y"x0.018" 0.85
0.80 0.65 0.65 -
24"x2Y2"x0.024" 0.90
PANEL'T'
110 MPH
SPAN
{ .
SPAN
130 MPH
SPAN
LUSL
(IN.)
EXP.B
EXP.0
110 MPH SPAN
EXP.0
EXP.B
EXP.0
PANEL"r'
(IN.)
EXP.B
10'-3"
10'-3"
EXP.0
10'-3"
10'-3"
10'-3".018
.020 (1)
13-9" 13'-9" 13'-9" 13'-9" 13'-9"
11 _1" 11 _2" 10.7" 10'_7„
%120H
14'7"
020
12-6 12-6"
10'-10" 10•_1„
12'-6" 12'-6" 12'-6"
10.3" 9'-6" 9'-7"
12'-6"
9'-0"
9 0"
8'-6"
12'-W
81"
8'-2"
75"
15._3"
11'-1"
.024
12._3,.
12'-3"
13,_7°
10'-1"
12,_3"
12'-3"
12,_3"
10
.02410,4"
10
03215'
17,_7" 1�"l17'_7 17._7"
6" 14'-0° 14'-1"
17.7,
13'3"
032
15._7" 15.7,
14'-1" 13'-1"
15_7" 1�12'-44"l
13'11"
15,_7
12'-0"
032
9'-9„
19'-7" 19'-7" 19'-7° 19'-7" 19._7"
17.7 16'-8" 16,_9„ 15.9" 16'-0"
9,_2„
9,_3"
8, 7"
17•_7„ 17.7'
14'-10" 14'-1" 14.2„
17•_7"
13'-"
14'-3"
02
1 62
14'-3"
14'-3°.03212'
15' -015_1
.020(1)
11'-3" 11'-3" 11'-3" 11'•3° 11'-3"
10.1 9' 6" 9'-6" 9'-0" 9'-1"
11'-3"
8'-8"
�4--Yl14'-3"
020
10._2„ 10,_2"
8'-9"
10._2" 10'_2" 10'_2"
8'-9" 8' 4" 8'-6"
0'_2"
>7
7.11„
19'-4"
8"
17' 6"
16'-10"
11 _2"
11 _3•
10 8„
024
11'4" 11'-4"
10_1„ 9'-8"
8,4„
8,4„
64"
W-4-
114"
8•-4"
20
.018
032
14'-8" 14'-8" 14'-8" 14'-8° 14'-6"
13'-3" 12'-9" 12'-9" 12'-4" 12'11"
14'-8"
11'-7"
.032
13-0 13'-0"
11'-10" 11,x"
13'-0" 13'-0" 13'-0"
11'$" 11'-0" 11'-0"
13'-0"
10'-6"
.032
7'-9"
T-5"
7'-5"
7'-2"
7'-2"
6'-10"
14'-0"
11'-10"
.040
10'-1"
10'-1"
10,_1"
10,_11,
10,_1"
10'_1•
20
.024
8'-6"
15'-0"
.020
9•_9•,
8,_11" 8'-8"
9'-9" 9'-9" 9'-9"
8'-8" 8'-3" 8'-3"
9'-9"
7.10"
.020
12'-8"
.024
12'-0" 12'-0" 12'-0" 12'-0" 12'-0"
11'-0° 10'-7" 10'-8" 10'-2° 10'-3"
12'-0"
9'-9"
024
10-4" 10'-4"
9'-11" 9'-7"
10'-4" 10'-4" 10'4"
9'-7" 9'-2" 9'-3"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
;
.
.032
13,_2„ 13,_2" 13,_2" 13,_2" 13,_2"
13'-1" 12'-7" 12' 8" 12'-2" 12'-3"
13•_2^
11' 6"
032
11'-0" 11'-4„
71'-10" 11'-3"
11' 4" 11'4" 11'11"
11'-3" 10'-9" 10-10"
11'_4•'
10' 4"
:032
040
101.9„
10,_3„
10•-4„
9"_8,
g• -g•
91-9°
040
10,-4"
T_3"
7'-3"
7._3"
7'-3'
7'-3"
7'-3"
10' 6" 10' 6" 10'-6" 10'-6" 10'-6"
9'-2" 8'-9" 8'-11" 8'-5" 8'-6"
.018
020
9'-3" 9'-3'
8'-5" 8'-1"
9'-3" 9'-3" 9'-3"
8'-1" 7'-9" 7'-10"
9'-3"
7'-6"
10'-1"'-8"
020
7'-8"
7'-4"
7'-4"
7'-1"
7'-1"
6'-10"
9 9" 91-9" 9.9..
9"
9'-2" 8'-10" 8'-11"
9 9"
8' 4"
8,_9.,
8,_9
8. 9"
8•_9.
8,_9•,
81_9"
25
.024
11' 1"
032
101_9„10._9„10._9"
11'-1" 10'-8"
10,_91, 1019„10,9„032
10'-9" 10'-0° 10'
10'-10"
11'-0"
.04014'-2"
13'-4" 13'-4" 13'-4" 13'-4" 13'-0"
13'-8" 13'-6" 13'-0"13'-3"
8'-8"
8' 4"
8'-5"
8'-1"
8'-1"
7'-9'
9181,
g. 8"
9, 8"
9�9'-7-�
.020(1)
•_8"
9,_1,.
7'-6"
.032
020
8'-0„ 8'-4"
7'-8" 7'6"
8,_4„ 8,_4„ 8,4„
7'-6" 7.3„ 7'-2"
8.4„
6.11„
020
10' 6"
10'-2"
10'-2"
.024
9 0
8'-8" 8' 3"
9'-2"
9'-0"
7-10"
024
6'-7"
6'_7"
6._7"
6'-7"
6'-7"
6'-7"
11,_4•, 11' 4" 11'-4" 11'-4" 11'-0"
11,_3„ 11'_1" 11,_0" 10,_7" 10,-8„
.018
.032
9-g 9191,
10'-2" 9•_10"
g. g„ 9•_9" 9. 9"
9'-10" 9'-7" 9'-7"
9. 9•,
9'-3"
032
oaa
12._2" 12'_2" 12' 2" 17.2" 12._2"
12' 8" 12'-4" 12'4" 12.1" 12.1"
12' 2"
11 _8„
7'-3"
7'-0"
7'-0"
6-9"
6,_10"
6'-7"
:2 0.
10'-4"
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
8._3"
30
.024
7'-5" 7'_5"
6'-5" 6'-5"
7'-5" 7'-5" 7•_5"
6'-5" 6'-3" 6'-3"
7'-5"
6'-1"
9'-11"
.020
11'-4"
11'4"
11'4"
024
8'-3-
81-0"
8'-0"
7'-9"
7'-9"
71
9. 1„
g•_1•.
9'-1"
9'�1-9"'2-
032
g•_1^
10.7"
8'-1.
.032
9'1"
„
9'1" 9'1" 9'-1"
. ,. 8. 5,. 8.�„
8. 3,.11.
.032
3„ 11, 3„ 11, 3„ 11._3„
11'-0" 10'-10" 10'-10 10'-7" 10-8"10'x"
11, 3,
.040
9 10"
V-6"
9'-6"
.040
12'-3"
12'-3"
1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE/SNOW LOAD, psf
20 25 30 40 50
12"x3Y2"x0.020•' -
- 0.88 0.83 0.75 0.80
24"x2Y"x0.018" 0.85
0.80 0.65 0.65 -
24"x2Y2"x0.024" 0.90
0.88 0.70 0.65
24"x2Y2"x0.032" 0.90
0.88 - -
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE.
NOTE: PANEL FASTENERS
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 8/27/2014 11:39:36 AM, CutePDF Writer,
-.25"
-.40"
.35'
110/120/130 MPH EXP. B & C
6" / 8" x 2 Y2" FLAT PAN
09R
45"
TYP.
(ALL UNMARKED RADII .06R)
.25"-
38" T= (SEE TABLE BELOW)
r,
ALUM. ALLOY 3004-H36 OR EQUAL ALUI
12" x 3 1/2"W PANEL
-
8" x 2 Y"
FLAT PAN
{ .
.6"x2Yj F[.ATPAN,;''
LUSL
PANEL'T"
(IN,)
110 MPH SPAN 120 MPH SPAN 130 MPH
SPAN
LUSL
PANEL -r'
(IN.)
110 MPH SPAN
120 MPH SPAN 130 MPH
SPAN
LUSL
PANEL"r'
(IN.)
EXP.B
EXP.0
EXP.B I EXP.0 EXP.B I EXP.0 EXP.B
EXP.0
EXP.B I EXP.0
EXP.B EXP.0 EXP.B
I EXP.0
.020 (1)
13-9" 13'-9" 13'-9" 13'-9" 13'-9"
11 _1" 11 _2" 10.7" 10'_7„
13'-9"
9'-11"
14'7"
020
12-6 12-6"
10'-10" 10•_1„
12'-6" 12'-6" 12'-6"
10.3" 9'-6" 9'-7"
12'-6"
9'-0"
12'-8"
020
12'-W
11'x"
024
1 S_3., 15'3" 15.3" 15._3" 15'-3"
13'-2" 12'-7" 12' 8" 11'-10" 12'-0"
15._3"
11'-1"
.024
13'_7" 13'-7"
12'-1" l VA"
13._7" 13'_7, 13'_7"
11'-6" 10'-9° 10•10
13,_7°
10'-1"
.024
5'-10"
10
14'-2"
10
10
03215'
17,_7" 1�"l17'_7 17._7"
6" 14'-0° 14'-1"
17.7,
13'3"
032
15._7" 15.7,
14'-1" 13'-1"
15_7" 1�12'-44"l
13'11"
15,_7
12'-0"
032
.040
19'-7" 19'-7" 19'-7° 19'-7" 19._7"
17.7 16'-8" 16,_9„ 15.9" 16'-0"
'19' _7"
15'D"
D40
17.�17'-7�"17•_7"
1
17•_7„ 17.7'
14'-10" 14'-1" 14.2„
17•_7"
13'-"
.040
02
1 62
15
5
15' -015_1
.020(1)
11'-3" 11'-3" 11'-3" 11'•3° 11'-3"
10.1 9' 6" 9'-6" 9'-0" 9'-1"
11'-3"
8'-8"
19•-4"
020
10._2„ 10,_2"
8'-9"
10._2" 10'_2" 10'_2"
8'-9" 8' 4" 8'-6"
0'_2"
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7.11„
19'-4"
020
17' 6"
16'-10"
.024
12'-0" 12'-6" 12'-6" 12'-0" 12'-6"
11 _2" 10_9" 10'-9" 10,_3" 10'-0"
12'-6"
9'-10"
024
11'4" 11'-4"
10_1„ 9'-8"
11'4" 11'-0" 11'-4"
9,_g•, 9'-3" 9'-5'
11'-4"
8-11"
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2,1•
20
19'-0'
20
20
032
14'-8" 14'-8" 14'-8" 14'-8° 14'-6"
13'-3" 12'-9" 12'-9" 12'-4" 12'11"
14'-8"
11'-7"
.032
13-0 13'-0"
11'-10" 11,x"
13'-0" 13'-0" 13'-0"
11'$" 11'-0" 11'-0"
13'-0"
10'-6"
.032
.040
16'-3" 16'-3" 16'-3° 16'-3"
14'-7" 14'-7" 13'-8" 14'-1"
EL
16'-3"
13'-2"
F.040
14' 6" 14' 6"
13'-6" 12'-10°
14' 6° 14' 6" 14'-0"
13'-0° 12'11" 12'-6"
14'-0"
11'-10"
.040
11 _2"
10.7•,
_
15'-0"
15'-6"
.020(l)
11'_1° _1°
9'-10" 9'-3" 9'-5" 8'-11" 9-0°
8'-6"
15'-0"
.020
9•_9•,
8,_11" 8'-8"
9'-9" 9'-9" 9'-9"
8'-8" 8'-3" 8'-3"
9'-9"
7.10"
.020
12'-8"
.024
12'-0" 12'-0" 12'-0" 12'-0" 12'-0"
11'-0° 10'-7" 10'-8" 10'-2° 10'-3"
12'-0"
9'-9"
024
10-4" 10'-4"
9'-11" 9'-7"
10'-4" 10'-4" 10'4"
9'-7" 9'-2" 9'-3"
10'-4"
8'-10"
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25
25
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032
13,_2„ 13,_2" 13,_2" 13,_2" 13,_2"
13'-1" 12'-7" 12' 8" 12'-2" 12'-3"
13•_2^
11' 6"
032
11'-0" 11'-4„
71'-10" 11'-3"
11' 4" 11'4" 11'11"
11'-3" 10'-9" 10-10"
11'_4•'
10' 4"
:032
040
14'_2" 14'_2" 14,_2" 14•_2" 14.2"
15'-0" 14'-0" 14.2„ 13.7„ 13. 8"
14'_2"
13•_0"
040
.040
12'_3" 12'-3"
13.3" 12.9„
12'-3" 12,_3" 12•_3•,
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12.9„ 12'.3-
12' 3"
11 _9„
040
10,-4"
10'-4"
T
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10' 6" 10' 6" 10'-6" 10'-6" 10'-6"
9'-2" 8'-9" 8'-11" 8'-5" 8'-6"
10'-6"
8'-2"
020
9'-3" 9'-3'
8'-5" 8'-1"
9'-3" 9'-3" 9'-3"
8'-1" 7'-9" 7'-10"
9'-3"
7'-6"
10'-1"'-8"
020
9'-9"
.024
11'-3" 11'-3" 11'-3' 11'-3" 11'-3"
10,_6„ 10.1" 10,_2" 9,-7" 9'-9"
11'-3"
9'-2"
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91-9. 9 9"
9' 6" 9'-1"
9 9" 91-9" 9.9..
9"
9'-2" 8'-10" 8'-11"
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8' 4"
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a
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12' 6" 12 _6" 12'_6" 12�12%61".12'-6"
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11' 1"
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101_9„10._9„10._9"
11'-1" 10'-8"
10,_91, 1019„10,9„032
10'-9" 10'-0° 10'
10'-10"
11'-0"
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13'-4" 13'-4" 13'-4" 13'-4" 13'-0"
13'-8" 13'-6" 13'-0"13'-3"
13'4"
12'-6"
F.040
11'_7„ 1�"l11'_7„
12'-7"
11._7"
11'-8" 11'-9"
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9,_1,.
7'-6"
13'-1"
020
8'-0„ 8'-4"
7'-8" 7'6"
8,_4„ 8,_4„ 8,4„
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11,_4•, 11' 4" 11'-4" 11'-4" 11'-0"
11,_3„ 11'_1" 11,_0" 10,_7" 10,-8„
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10,_3"
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12._2" 12'_2" 12' 2" 17.2" 12._2"
12' 8" 12'-4" 12'4" 12.1" 12.1"
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10'_7' 10._7"
11'_6„ 11 _2„
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11'_2„ 10' 8" 10.10„
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10'11"
10'-4"
10'-4"
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8'-2" 8'-2" 8'_2" 8'-2" 8'-2"
7'-1" T-1" 7'-1" 6'-11" 6'-11"
8'_2"
6'-9"
11'-0"
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7'-5" 7'_5"
6'-5" 6'-5"
7'-5" 7'-5" 7•_5"
6'-5" 6'-3" 6'-3"
7'-5"
6'-1"
9'-11"
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11'-4"
11'4"
11'4"
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7'-10 7'-10" 7'-8" 7'-8"
7'-6"
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11'-0" 10'-10" 10'-10 10'-7" 10-8"10'x"
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14'-7"
14 _7"
14'7"
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14.7"
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12'-8"
12'-0"
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11'x"
11' 6"
10'-9"
15-10"
15'-10"
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15'-10"
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14'-2"
13' 4"
13'-4"
12' 8"
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-- FIGURE INDICATES ATTACHED -7a
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-- FIGURE INDICATES ATTACHED -7a
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NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS HEIGHT LIMITED TO D E C LU
SHOWN IN THE SPAN TABLES, TEEY•NSER BE INSTALLED HEIGHT
10'-0MAXIMUM. F 3" SQ. STEEL POST ALUM. ALLOY 3004-H36 ALUM. ALLOY SQ. STEEL POST
THE FULL LENGTH OF THE 3"x8" BEAM. ASTM A653 GRADE 50 CP60 OR EQUAL 6063-T6 ASTM A500 GRADE B
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ALUM. ALLOY 3004-H36 032" 2s" 0.076^ oR o o u w
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(f) -7 ALUM. ALLOY 3004-H36 3" SQ. ALUM POST 3" SQ. ALUM. POST �� •____� °
3 SQ. ALUM. POST 30 W
OR EQUAL B ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 WITH SIDEPLATES MAG POST 3.0" OR 4.0" 0 W
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS HEIGHT LIMITED TO D E C LU
SHOWN IN THE SPAN TABLES, TEEY•NSER BE INSTALLED HEIGHT
10'-0MAXIMUM. F 3" SQ. STEEL POST ALUM. ALLOY 3004-H36 ALUM. ALLOY SQ. STEEL POST
THE FULL LENGTH OF THE 3"x8" BEAM. ASTM A653 GRADE 50 CP60 OR EQUAL 6063-T6 ASTM A500 GRADE B
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/07
rL
Ofd OF
N11 tb
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 OR \
3x ALUM. RAFTER
EXIST. FASCIA BOARD
ALLOWABLE PROD. _EXISTING EA1
TO BEAM OVERHANG
SEE TABLE 1 (24" MAX.)
EAVE CONNECTION
1 EXISTING ROOF OVERHANG DESIGN LOADS,
RDI. = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, 30, 40. & 50 psf
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS 1200 psi
TABLE 1
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
LEDGER OR WALL HANGER
WITH FASTENE
PER TABLES 3,
EXIST. RAFTERS AT
24" O.C. AT ROOF 1'
OVERHANG
2X FULL DEPTH
WOOD SCAB, 1,
WHERE OCCURS,
SEE TABLE 2
NOTE: BRACKET CAN BE LOCATED
DESIGN
(E) WALL
COVER
LOADS
OPENING
-
uJ
LL- '
' m
-._..--
CIVIL
0do-
.
30. 40 & 50 psf
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 OR \
3x ALUM. RAFTER
EXIST. FASCIA BOARD
ALLOWABLE PROD. _EXISTING EA1
TO BEAM OVERHANG
SEE TABLE 1 (24" MAX.)
EAVE CONNECTION
1 EXISTING ROOF OVERHANG DESIGN LOADS,
RDI. = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, 30, 40. & 50 psf
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS 1200 psi
TABLE 1
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
LEDGER OR WALL HANGER
WITH FASTENE
PER TABLES 3,
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
(-,_-� WALL CONNECTION
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x6 Yi
MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2"x6 Yz" OR 3"x8" ALUMINUM SECTIONS.
_, 3/16" STEEL
NOTE: BRACKET CAN BE LOCATED
DESIGN
(E) WALL
COVER
LOADS
OPENING
PROJECTION
10. 20 psf
> 8'
'18,
30. 40 & 50 psf
> 6'
> 14'
2x WOOD STUD OR
CONCRETE WALL
(-,_-� WALL CONNECTION
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x6 Yi
MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2"x6 Yz" OR 3"x8" ALUMINUM SECTIONS.
_, 3/16" STEEL
NOTE: BRACKET CAN BE LOCATED
8"
0
1/4"0 HOLES,TYP.
ANYWHERE ON EAVE.
(A) - SIMPSON A34
(B) - (2) SIMPSON
FULL LENGTH
0
0
TYP. BRACKET
SD9112 SCREWS
NOTE: PROVIDE WATER
WOOD SCAB
(MPH)
WIND SPEED MPH AND EXPOSURE
AT EVERY 2x
110,C
PROTECTION, METAL FLASHING
CAUCK JOINTS AND SLOPE
8' O O
130,13
TO DRAIN (OPTIONAL)
EXISTING EAVE
ALLOWABLE PROJ. TO BEAM
1 1/4"
OVERHANG
(24 MAX')
26'-0"
SEE TABLE 1
2x6 OR 2x8 LEDGER
.AFTER -
4x3 1/2" W.S
NOTE: PLACE "SIKA FLEX" OR SIMILAR NOTE. BRACKET MAY DC
MATERIAL BETWEEN BRACKET AND COMP.
SHINGLE ROOFING TO PROVIDE SEAL MOUNTED BELOW RAf-iCR
W1 SAME CONNECTION'S
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
COVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
MAXIMUM PROJECTION
26-0"
26-0"
a
T 3:
Lf
(A) - SIMPSON A34
(B) - (2) SIMPSON
FULL LENGTH
FRAMING ANCHOR
A34 FRAMING ANCHORS,
OF RAFTER TAIL
USING SD9112 SCREWS
EACH SIDE, USING
SD9112 SCREWS
WITH 2x FULL DEPTH
WOOD SCAB
(MPH)
WIND SPEED MPH AND EXPOSURE
1 10, B
110,C
120, B
120,C
130,13
130,C
10
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
50 PSF
S.L.
2" x 6" NOTCHED
26'-0"
26-0"
26-0"
25'-7"
25'-4"
21'-2"
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)
2"x8" NOTCHED 2"x6" FULL
26'-0"
26'-0"
26-0"
26-0"
26'-0"
26-0"
110
120
1308
110
120
130
110
120
130
110
120
130
110
120
130
110
120
130
(C)
2"x8" FULL OR
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)
6'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
20
2" x 4" FULL
26'-0"
26'-0"
26-0"
25-2"
264"
20'-7"
7.
(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"
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
8'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
9,
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
2"x8" FULL
2"x10" NOTCHED
26'-0"
26-0"
26-0"
26'-0"
26'-0"
26-0"
10'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
2" x 4" FULL
26'-0"
26'-0"
26-0"
25'-2"
264"
20'-7"
11'
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
2" x 6" NOTCHED
26'-0"
26-0"
26'-0"
26'-0"
26'4"
26-0"
12'
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B) i
(B)
(B)
(B)
(B)
(B)
(B)
25
2"x6„ FULL OR
2"x8 NOTCHED
HE
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE 3 c
TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
AND ROOF PANEL RAIL TO FASCIA
OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
2"x8" FULL
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
2" x 4" FULL
16'-0"
16-0"
16-0"
16-0"
16-0"
16'4"
(C) - (2) Y4" DIAMETER
(D) - 6/6" DIAMETER
(E) - 3/4" DIAMETER
LAG SCEWS
LAG SCREW
LAG SCREW
2" x 6" NOTCHED
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
30
2 x6 FULL OR
2"x8" NOTCHED
26-0"
26-0"
26-0"
26'-0"
26'-0"
26-0"
Of
j o
Y2" 0 SIMPSON STRONG -BOLT 2 SS
WITH 6 -INCH MIN.THICKNESS
o
AT 48" O.C. (a,b)
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26' 0"
26'-0"
26'-0"
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)
40
2" x 4" FULL
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
110
120
130
110
120
130
110
120 130
110 120 130
110 120 130
110 120 130
2" x 6" NOTCHED
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
2"x6" FULL OR
2"x8" NOTCHED
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
5'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C) (C)
(C) (C) (C)
(D) (D) (D)
(D) (D) (D)
6'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C) (C)
(D) (D) (D)
(D) (D) (D)
(D) (D) (D)
2"x8" FULL OR
2"x10" NOTCHED
26-0"
26-0"
26-0"
26-0"
26-0"
26'-0"
7'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C) (C)
(D) (D) (D)
(D) (D) (D)
(D) (D) (D)
2" x 4" FULL
8'-11"
8'-11"
8--11"
8'-11"
8--11"
8'-11"
8'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D) (D)
(D) (D) (D)
(D) (D) (D)
(E) (E) (E)
2" x 6" NOTCHED
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
9'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D) (D)
(D) (D) (D)
(D) (D) (D)
(E) (E) (E)
50
2"x6" FULL OR
2"x8" NOTCHED
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
10'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D) (D)
(D) (D) (D)
(E) (E) (E)
(E) (E) (E)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D) (D)
(D) (D) (D)
(E) (E) (E)
(E) (E) (E)
2"x8" FULL OR11'
2"x10" NOTCHED
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
12'
(C)
(C)
(C) I
(D)
(D)
(D) I
(D)
(D) (D)
(D) I (D) I (D) I
(E) (E) (E)
(E) (E) (E)
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2
INTO CONCRETE WALLS
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WITH 6 -INCH MIN.THICKNESS
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AT 48" O.C. (a,b)
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NUMBER AND TYPE
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LUSL
OF FASTENERS
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20Y2"
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Y2" 0 SIMPSON STRONG -BOLT 2 SS
AT 36" O.C. (a,b)
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50
AT 24" O.C.(a.b)
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FOOTNOTES TO TABLES 3 & 4:
W A
> <p
a. EMBED ANCHOR 3" MINIMUM INTO
fn o
of L;
CONCRETE WALL AND INSTALL IN
>a- 6.2 W N
ACCORDANCE WITH ESR -3037
3
b. USE 3" SQ.X%4" STAINLESS STEEL
J N
WASHER WHEN INSTALLING NEW
a- o m
WOOD LEDGER AGAINST EXISTING
w
CONCRETE WALL.
w
c. WHERE ROOF PANEL RAIL OCCURS,
Z
USE Y" DIAMETER LAG SCREW IN
w Q w
N Z ..
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LIEU OF (2) %4" DIAMETER LAG
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m N Z w
Za
SCREWS.
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EXP.03/31/1-' p
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8
tz O`_40 CIVIL -
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1�0.1841A *
HANGER CHANNELS AND -MOUNTING BRACKETS - r
' I
"
FASTENERS,
SEE TABLE 3, SHEET 4
T=.060" TYP.
r
z
2.740"
+
•w
w
'
`
FASTENERS,
1.50" SEE TABLE 3 SHEET 8� 30,0�" 078
T=.060„ .
O
Z z o
w
Lu
ALUM. 3004-H36
633"
060--•25"R .05'
FASTENERS r:
SEE TABLE 3 SHEET 8
tw
s"
s"
1.50�t
0102x90" .202" FASTENERS,
0 ' •
O
t= 0.04"
_ O DIA. SEE SHEET 4
• ci c+� 563" _ - ---- J 5
281" 200i/ ;, —
! J
Q, CONTINUOUS A- RAIL
�7
?
�
C11
3"
U)
zo
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CO o FASTENERS
ON! c' c<i SHEET 8
ROOF PANEL (WHERE OCCURS)
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0 Z o
SEE TABLE 3
-
�'(
.060" _ FASTENERS, LU {'
= „
I SEE SHEET 4 ALUM.ALLOY
1
_-_ _- I
FASTENERS,
SEE TABLE 3, SHEET 4
3^ 3"
_
0 : Z
O
t- -- _
6063 T6
4--- 1.880°
ALUM. ALLOY
W
1.75'
ALUM.ALLOY r
AL
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<
6063-T6 tf i
• th
6063-T6
6063-T6
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ROLL FORMED
q
•HANGER
B EXTRUDED HANGER /CONNECTION
O
i•"
,, ,
OC .I.R. HANGER
'"H" BRACKET
N=
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
!
,'MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
•.'
"'
AT ROOF LOADS EXCEEDING 30 psf.
10# L.L.=(2)#14 SMS EA. SIDE
•
(3) %"0 LAG SCREWS '
c. • 1 1/2" 20#,25#,30# L.L.=(314 SMS EA. SIDE
/BEAM SPLICE TO -
o
•
40#,50# L.L.=(4)#14•SMS EA. SIDE
1/ OCCUR DIRECTLY OVER 5/8"0 PLASTIC �
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3 PER SIDE
I
-- _T•_
I POST. NOT PERMITTED PLUG WHERE
6 SCREWS ' I @ 2 -POST UNITS SCREW IS INSIDE
o N
> 0
1"
3/4'OR 1 1/2
@ ,
Q
- LitTSIDE
5" 5#14 SMS MAYPER
2.. x 6 1/2'G:OR
----------- BE USE AS
5' MIN. •3" x 8" ALUM.
A3
35" 35" LTERNATE TO
`
RAFTERP
1/4"0 BOLTS
3.5" 3.5"
co 0
ii
;E�A�C�H
.8"
cf3/4"
s"
OR 1 1/2+.4
-- --- - -- - - - - - BEAM
5"
>wZLop
3"x8" ALUM.
— -- — — — -—
i 5,,.
oHEADERU-BRACKET
a OR-ff] ' -
k w wLLmW
1"
XISTING WOOD STUD FRAMING
SEE NOTES
3"x8" ALUM.•
STUCCO'
BELOW I I 6 1/2" SIDEPLATE EA.2YZ'
(E) STUCCO
3-1/2" LAG SCREWS L.L.=10 psf •
I i SIDE SEE POST SCHED.x
RAFTER
3-1/2" LAG SCREWS L.L.=20, 25 and 30 psf
#14 SMS EA. SIDE
8
PENETRATION BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf
TOP, MID HEIGHT .
3"SQ. POST BETWEEN SIDE PLATES
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
AND BOTTOM.
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
,,.-.
E
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACINGm
SEE LATERAL FOR( -E RESISTING SYSTEM, SHEET 11
m a
" `°
PENETRATION INTO EXISTING.CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.`
U
LL C�
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HEADER BRACKET O2
RAFTER TO STUD WALL CONNECTION O
_
• BEAM TO POST CONNECTION O8 ;' r_
Q U
2 Vim ;
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#8 S.M.S. EACH SIDE
ALUMINUM MEMBER WITH
' " -
> d Q N
ALTERNATE 1/2" DOUBLE RAFTER-
BOLT CONNECTION PLAN 2
.
LATTICE 1 1/2" OR 2"
EXISTING WOOD FILL OR
SHEATHING
NOMINAL LEDGER
DBL. 3"x8"x0.042 BEAM
OR DBL. 2"x6.5"x0.032"/0.042" BEAM
O Z'
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Q
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p Q
S.M.S. EACH
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a o m m
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AFTER TO COL. -
- - _�• . _-
rn SHEET 8ONNECT.
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(8 -TOT.)
OR 3"x8",RAFTER
w Z)
o o
w
ALTERNATE: 1/2" BOLT
cn
o
t
- 4.5" o s^
.
ALTERNATE:
° FASTNERS, SEE TABLE 3,
SHEET 8
'�
46
z
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n 1,
(2)- #14 S.M.S. EACH RAFTER
;r
5/8" 0 ACCESS HOLES
3 w w
TO COLUMN_ CONNECTION
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*'<> o w
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3"x 3"STL.POST (24") ° ALTERNATE:
(4 -TOTAL)
3" ST -
Q. PO
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INSERT ATTACHED OR (2)-2x6.5" OR
- ALTERNATE:
`. HEEADERDTO COLUMN F
'
3"x 3"STL.POST COLUMN .-(2)-3"x8"HEADER
FOR FREESTANDING
(2}1/2"BOLT
2 - 2x6.5' OR 9 3"x8" HEADER _
,• O (y
ALTERNATE:
EXISTING
�' OR EQUAL'
12 FASTENERS_ PER
. ^� "' VCONNECTION).
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o c
LL
0
1 1/2" BOLT OR ti
3"x3"x0.024"� (2)
2.5 PENE. INTO EACH WOOD STUD
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0
2"x 6.5" SIDEPLATE
#14 S.M.S. EACH RAFTER
CONNECTOR ()0
w ~-
LU
M Lu
-
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STUB COLUMN TO DOUBLE HEADER CONN., O
EXIST. STUCCO /LEDGER 6
O
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O
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DBL `RAFTER DBL. HEADER CONN. 4O
ATTACHMENT DETAIL. - ,
E
-COLUMN-DETAIL
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(L
o`
POST
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
"T" BRACKET @ 3"SQ. POST
Wl (4)-914 SMS EA. SIDE OF POST
OR 1/2" M.B. THROUGH POST
(2)-3/8"0 STRONG -BOLT 2 SS
EA. BRACKET TO SLAB.
9 1/2" MINIMUM DISTANCE TO
EDGE OF SLAB.
33" MINIMUM DISTANCE FROM
SLAB CRACK TO COLUMN.
(1%" MIN. EMBEDMENT)
SLAB SHALL BE IN
GOOD CONDITION
FOR SIZE
31/2" MIN. SEE FOOTING
IN BEAM SPAN TABLE
EXISTING SLAB
7 ATTACHED COVERS ONLY
ALUM. ALLOY 3.00" OR
6063-T6 % 2.40"
1.375"
0
.75"
.�, 1.60"
�w<Mv:c,�G( 1.50 .090" TYP.
INSTALL 1Y2" x %" x Y8" HDG
WASHER PLATE AT ANCHORS
FOR 130 MPH
=� NOTE: CONCRETE SLAB ANCHORS SHALL BE
%,::•„N�sjp 3/g” DIAMETER SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037)
ALUM "T" BRACKET C
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ALUM. "T"BRACKET USE WITH
POST POST TYPE B,C.D, OR E.
STEEL."T" BRACKET OR 9" SQ.
BASE PLATE USE WITH
POST TYPE B.C,D,E.F,G,H,J OR K.
SEE TABLE 1
O
d
a POURED CONCRETE
FOOTING SEE TABLES
-SQUARE
POSTS TO CONC. FOOTING
8 ATTACHED COVERS ONLY
TABLE 1
TABLE 2
ATTACHED ONLY
ATTACHED AND
POST
FOOTING & ANCHOR BOLTS
FREESTANDING
USEEL
� I USE POST TYPE
ALTERNATE FTG.
F, G. H, I, J OR K
I
I i
I I
SINGLE POSTS
FOOTING SIZE - EMBED.
CUBE SIZE
SQ. 18• DEEP
'CUBE FTG.
BOLTS
18"
18" SQ.
—`-'
12"
1/2 DEPTH OF I
20"
21" SO.
_
12"
17• - 22' CUBED (1) (2}318.0 1 718'FOOTING
OR I I
I
— — - - – ----- -- –
- 12" MIN. EMBD.
_
23' & 24' CUBED (1) (2}1/2.'0 3 114'
22„
25" Sp.
16"
- - '
24"
28" Sp.
20"
I ���I: _... I ' I II :' W
I
' m
25' - 30' CUBED (2)
(4}1!2'0
3 1l4•
_
26"
32" SQ.
23"
I L ~
28"
35" SQ.
25"
31' - 34' CUBED (2)
----- —
(4}518'0
--_
4'
^ w d
`
(1)-1 /2"0M.6. : to
30"
39" SQ.
28"
35' - 39' CUBED (2)
(4}314.0
4 3/4•
32"
43" SQ.
30"
I_ 2
x9" LONG, 1" No°; . ' '• ° 0- Q
34"
47" SQ.
32"
40' - 42" CUBE. (2)
(4}3/4-0
4 314•
FROM END O m
OF POST • a Z
36"
51" SQ.
34"
NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS
38"
55" SQ.
37"
(ICC -ES ESR - 3037)
POURED
SQUARE, 3EE FTO.
4U"
3y"
1) MAY USE EITHER STEEL IN BRACKET OR
60" SQ.
CONCRETE SCHEDULE IN BEAM
42"
64" $Q.
41'
ALTERNATE FREESTANDING BASE PLATE.
FQ OTING SPAN TABLES
(�
2) REQUIRES USE OF ALTERNATE FREESTANDING
BASE PLATE.
44
69 SO.
43'
ARE POST EMBED.
' CUBE FOOTING W/312•SLAB
OSQUINTO FOOTING
2.0°
q 7/16"0 HOLE t— -
FOR 3/8" MB .56"
ASTM A500 GRADE B
INSTALL %" x %" x Y" HDG 1.125" 101,
WASHER PLATE AT ANCHORS 1 O
.75"
.157"
TYP.�=
USE FOR 3" OR4" 1�- 75' -
STEEL POSTS 5.50"
q 2- 5/16"0 HOLES
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
(3)-3/4"0 B
FOR POST TYPE F, G. H, I,
3" OR 4" SQ.
INSERT
I" x 0.188"
ASTM A500
GRADE B
STEEL
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
2 FLANGES BASE PLATE 3/16"
2 1/8" APART
POST
2.5"
75" BASE FLARES INSERT 4, `�
E EA. 4j
TO 3"WID9" SQ. X 5/8" THK.
SIDE OF FLANGES THK. BASE PLATE
FOR 3" POST, (ASTM A500 GRADE B STEEL)
4' WIDE FOR 4" POST 1 Y4" 6Y2'
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE WELDED STEEL BASE PLATE
ALTERNATE FREESTANDING
D i BASE PLATE ANCHOR
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f BEAM SPLICE TO,
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.120 MPH
130 MPH
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EXP. B
EXP. C
EXP. B
•EXP. C
EXP. B
,EXP. C
5' •
2
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2
3
3
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6'
2
3
3
3;
3
4
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110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
•EXP. C
EXP. B
EXP. C
5'
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2
2
2
2
3
6'
2'
2
2
3
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3
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�I .W/ (6)-#14 S.M.S. EACH SIDE. W/ (8)-#14 S.M.& EACH SIDE. a
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SPLICE DETAILS 11 — -
BEAM TO POST DETAILS 12� BEAM TO POST DETAILS
SIMPLE SPLICE FULL MOMENT z
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1'I 1' 3 I1.1 _ j- 6" • 1 - ( WOOD, ALUM. OR HARDBORD ) 2�.Z
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NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
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IF
SPLICE WHERE
OCCURS
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ALUM. ALLOY
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- - w-'-.�-� 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM �,
- DBL. 3"x8"x0.042"BEAM W/ 14 GA. STL. INSERT W/ 12 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT �P� W/ DBL. 12 GA. STL. INSERT W
M N O W
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ATTACHED SOLID ffREEESTANDINGSOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID } w N
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MAX.COL. F r MAx.POST FTG. MIN.Ax.POST FTG. MIN. MAx.POST FTG. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAKPOST FTG. MIN. MAKPOST FTG. MIN, MAKPOST FTG. MIN,
/= SPACING o (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m ¢ U w
MIN.{�
mSPACING (IN. POSTPACING (IN.) POST SPACING (IN.) POST SPACING
ON SLAB TYPE (SPAN) TYPE (SPAN) TAPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE U) a Q
cr(SPAN) (1)) TYPESPAN) (1) (1) (1)
(2) (3) U
in
G 19 15'-9" 31 14' 3" 19 15'-1" 31 16'-6" 20 16'-6" 32 G+ 1' 2" 22 21'-2" 34 23'-2" 22 23'-2" 34 I 55' a a
14'-1" G. G. G, G E 24 E 20'-8" 33 H 25 E 34 H z
10'-4" 5' 21 15'-4" 31 14'-3" 21• 14'-8" 31 16'-6" 22 16' 1" 31 21'-2" 23'-2" 22'-8" 0
O 14'-1"
r 12'-10" 19 14'-4" 32 13'-1" 20 13'-9" 32 G+ 1'5'-1" 21 15'-1" 32 G. " 22 19'-4" 35 1 21'-2" 23 21'-2" 35 6, w o a
E E E I
D
r 9'-0" 6' 12'-10" 22 E _ 14'-1" 32 G' 13' 1" 22 E 13'-6" 31 15'-1" 23 14'-8" 32 9' 4" 25 18'-10" 34 H 21'-2" 26 20'-8" 35 CL
20 ' 13' 4" x'33- 12'-1" 20 12'-9" 32 14'-0" 21 14'-0" 33 22 18'-0" 35 19'-8" 24 19'-8" 36 a o 0
8'-0" _% E'_ -13'_1b X32. G 12' 1".. 22 _ E 12'-6" 32 G „ 14'-0" 23 `E 13'-8" 33 H8'-0" 26 E 17'-7" 35 I 19'-8" 26 E 19'-2" 36 K 7
11'-3"2_ 0:5 z
10'-7" 20 12' 7" 33 11'-4" 21 12'-0" 33 H 13'-1" 21 34 0" 23 16'-10" 36 - K 18'-4" 24 ` 18-4" 37 8,
J 7'-6 8 H E E r6'26 E 16' 4" 36, I 18'-4' 27 E 18'-0" 37 K W
10'-7" 22 E 12'-2" 33 11'-4" 23 11'-8" 33 G ,i 13'-1 24 33 H6'-10'
9'-5" 20 11'-10" 34 10'-8" 21 11'-3" 33 12' 4" 22 V12'4"34 15'-10" 23 [15'-10" 36 17'-4" 25 17' 4" 37 9 0
7-0 9' E 11'-7" 34 H 10'-8" 23 E 11'-1" 33 H ,; 12'x" 24 E 34 H 15'-10' 27 E15'-6" 36 K 17'-4" 28 E 17'-0" 37 K
9 -5 23
8' 11" 20 11' 3" 34 10'-2" 21 10'-9" 34 11'-9" 22 35 15'-1" 24 '-1" 37 16'-6" 25 16'-6" 38 ,
N.P. 10 g'_11" 23 E 11'-0" 34 H - 10'-2" 24 E 10'-6" 34 H ; 11'-9" 25 E 11'-6" 34 I 15'-1" 27 E 14'-8" 37 K 16'-6" 28 E 16'-1" 38 K 10
10'-8” 35 , 9'-8" 22 10'-3" 34 11'-2" 22 11'-2" 35 14' 4" 24 15'-9"5 11'
14'-4'4-1"
8'-5„8
15'-915'-9" E K
N.P. 11' E I E H 11'-2" 25 E 11'-0' 35 I 14'-4" 28 E 337 I'( 229 -4" 338 2
Lli 5, 223 10'-6" 34 9'-8" 24 . 10'-0" 34 ; LL
N 21 10'-2" 35 9'-4" 22 9'-10" 35 I 1q'-9" 23 10'-9" 36 13'-9" 25 13'-9" 38 15'-1" 26 15'-1" 39ad
8'-0" E I E 13'-6" 38 K 29 E 14'-8" 39 K 12'N N
N.P. 12 g'_p" 24 E 9'-8" 35 I 9' 4" 25 E 9'-7° 34 H 10'-9" 26 10'-6" 35 13'-9" 28 15'-1"
o�
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ATTACHED SOLID' FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ,I ATTACHED SOL ID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID of N
_
MAX.COL. MAx.POST FTG. MIN. MAX.POST FTG. MIN. MAx.POST ,FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN. j O =
,SPACING � o 'MAx.POST FTG. MIN. SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m
m SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST " SPACING (IN.) POST SPACING (IN.) POST
ON SLAB TYPE (SPAN) TYPE (SPAN) TYPE ((SPAN) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE '
(SPAN) (1) TYPE (SPAN) (1) (1) (1) (1)
C (2),(3)
C 20 31 14'-3" 20 15'-1" 31 r1l'-6" 21 16'-6" 32 1'-2" 23 21'-2" 34 23'-2" 23 23'-2" 34
. 14'-1" 15'-9" GE G E 20'-1' 34 H 26 E 22'-0" 35 I 5
10-4 , 5 21 C 15'-0" 32 G 14'-1" 23 C 14'-3" 31 16'-3" 24 15'-7" 32 19'-10 25 22'-10"
O 13'-10" LU0zN
N 12'-10" 20 E 14'-4" 32 13'-1" 20 13'-9" 32 15'-1" 21 15'-1" 32 G 19'-4" 23 19'-4" 35 I 21'-2" 24 21'-2" 35 w z a
-0 „ E G E E 18' 4" 34 H 20'-10" 27.E 20'-1" 35 I 6 N
r 9 6, 12' 1" 22 C 13'-8" 31 G. 12'-10" 23 13'-1" 31 14'-10" 24 14'-3" 32 H 18'-2" 26 °
20 13'-4" 33 12'-1" 21 12'-9" 32 G 14'-0" 22 14'-0" 33 18'-0" 23 18'-0" 35 19'-8" 25 19'-8" 36 K K W W
„ 1 11'-3" E H E I E 7 N a m
8 -0" 7 11'-1" 22 , E 12'-8" 32 G 11'-10" 24 E 12'-1" 32 H 13'-9" 25 13'-3" 33 16'-9" 27 1T-1" 35 19' 4" 28 18'-7" 36 I LL
„ , 10'-7" 21 12'-7" 33 11' 4" 21 12'-0" 33 13'-1" 22 13'-1" 34 16'-10" 24 16'-10" 36 K 18' 4" 25 18'-4" 37 8,
J ' 7'-6 8 22 E 1' 10" 33 H 11' 2" 24 E 11' 4" 32 . H 12'-10" 26 E • 12'-4" 33 H 15'-8" 27 E 16'-0" 35 I 18'-2' 29 E 17'-6" 36 K
10'-6"
L -5" 21 11'-10" 34 10'-8" 22 11'-_3 33 12'-4" 23 12'-4" 34 15'-10" 24 15'-10" 36 17'-4" 26 17'-4" 37 9,
7'-0" 9' E 11'-2" 33 H 10' 7" 25 E 10'-8" • 33 H 11'-7" 26 E 11'-8" 34 H 14'-10' 28 E 15'-1" 36 K 17'-2" 29 E 16'-6" 37 K
9'-3" 23 8
11" 21 11' 3" 34 10'-2" 22 10'-91, 11'-9" 23 11'-9" 35 I 15'-1" 25 15'-1"' 37 16'-6" 26 16'-6" 38 E
8' H E E 14'-3" 36 K 30 E 15'-7" 37 • K 10
(n N.P. 10' 8'-9" 23 E 10'-8" 34 H 10' 0" 25 E 333 11'-0" 26 11'-2" 34 H 14'-1" 28 ' 16'-3" m
_5 22 10'-8" 35 9'-8" 23 10'-3" 34 1;1'-2" 23 14'-4'3 14'-4' 11'
15'-14'-10"
15'-915'-6"
11'-210'-7"
P 11' E H E I 229 E 8^ 337 K 230 E 338 K o
N.P. 4"
N 8 -4 23 E 10'-0" 34 I 9'-6" 26 9'-8" 34 10'-6" 27 335
!� _' _ 26 38 15'-1" 27 15'-1:' 39 _ a
N 8'-0" 22 10'-2" 35 9'-4" ' 23 9'`10" 35 1 10'-9" 24 10'-9" 36 13'-9" 13'-9" 12
N.P. 12 E E 10'-0" 27 E 10'-2" 35 I. 12'-10" 29 E 13'-1" 37 K 14'-10" 31 E 14'-3" 38 K � vi
7'-10" 24 9'-2" 34 9'-1" 26 9'-3" 34 H W r
LL
ff
FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID w
cr ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID g 0
MAX.COL. T FTG. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. j 0 O J¢ o
SPACING o_ MARC MIN. SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m
r° SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST Q N
ON SLAB � TYPE. (SPAN) TYPE (SPAN) (1),TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE ap„m
(SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1), (1)
C (2),(3)
C 21 32 G 14' 3" 21 14'-10" 31 �Gl 22 16'-3" 32 G 1'-2" 24 20'-1 34 H 23'-2" 25 22'-1 35 I
14'-1" 15'-7" E E E 5
5' 27 36 J 28 21'-3" 37 K w
W10'-4'
O 13'-6" 23 C 14'-6" 33 H 13'-8" 24 C 13'-10" 33'-10" 25 15'-2" 33 H 20' 4" 19'-6" 22'-4"
35 1 ,
12'-10" 22 14'-2" 32 13'-1" 22 13'-7" 31 15'-1" 23 14' 10" 32 19'-4" 25 19'-1" 34 H 21'-2" 25 20' 1 rLU
G E H E 29 E 19'-6" 36 J 6 W ..
r 9'-0"- 6 E + H 24 E 12'-8" 32 14'-6" .26 13 10' 33 17'-8" 27 17'-9" 35 I 20' 4" W o
11'-8" 24 13' 3" 32 12'-7" „ N Z T
11'-3" 22 13'-2" 32 12'-1" 22 12'-7" 32 14'-0" 23 13'-9" 33 18'-0" 25 17'-8" 35 19'-8" 26 19' 4" 36 K m Z o
1 E H E 29 E 35 I 7
8 -0' 7 10'-9" 24 E 12'-3" 32 H 11' 8" 25 E 11'-9" 32 H 12' 9" 26; 12'-10" 32 16'-4" . 28 16'-6" 34 18'-10" 18'-1" 3 w N
33 16'-10" 25 ; 16'-7" 36 J 18'-4" 27 18'-1" 37 a cai W
" 10'-7" 22 12'-4" 33 11'-4" 23 11'-9" 33 13'-1" 23 12'-10" 8 O N
J 7'-6' 8 25 E 11'-6" 32 H 11'-0" 26 E 11'-0" 32 H 12'_7' 27 E 12'-1" 33 H 15'-3" 29 E 15'-6" 35 I 17'-10" 30 E 16'-10' 36 K
10 -1"
g'_5^ 22 11'-8" 34 10'-8" 23 11'-2" 33 12'-4" 24 12'-2" 34 15'-10" 26 15'-8" 36 K 1 T 9' Lo
7 -0 9 E 33 H 10' 3' 26 E. 10'-4" 33 H 11'-3" 27 E 11'-4" 33 H 14'-6" 29 E' 14'-7" 36 J 416'-8" 231 E 17_116'-0" 337 K
9 -0' L5 10'-10" s LL
8'-11" 23 11'-1' 34 10'_2" 24 10'-7" 34 11'-9" 24 11' 7" 34 1 15'-1" 26 14'-10" 37 16'-6" 28 16' 3" 38 a O
N.P. 10' H E H E 34 H 13'-8" 30 E 13'-10" 36 K 15'-10" 31 E 15' 2" 37 K 10
(n 8'-6" 25, E 10' 3" 33 9'-9" 27 9' 10" 33 10'-8" 27 10'-9" W N
23 10'=7" 35 I 9'-8" 24 10' 1" 34 11'-2" 25 11'-1" 35 14'-4" 27 14'-2" "3715'-9" 28 15'-6" 38
11,
5" w
N.P.
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E
H
E
E
K
E
K
1 1
26
E
9'-4" 33
H
9'-4" 27
9'-6" 34
10'-2" 28
10' 3" 34
13'-2" 30
13'-3"
15'-2" 32
14'-6" 38
a N
N
8'-0" 23
E
9'-10'8,-7" 333
I
9'-4"
227
E
9'-8"9'-1" 334
1
10'-99
228
E
10'-7" 35
I
13' 9" 27
E
13'-7" 38
K
15'-1" 29
32
E
14' 10" 39
K
12'
N.P.
12'
7'-5" 26
H
8' 7"
H
g„
9'-10" 35
12'-7" 31
12'-8" 37
14'-6"
13'-10" 38
ATTACHED & FREESTANDING SOLID COVERS -25 PSF SNOW LOAD - 110,120,130 MPH - EXP. B & C
- - w-'-.�-� 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM �,
- DBL. 3"x8"x0.042"BEAM W/ 14 GA. STL. INSERT W/ 12 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT �P� W/ DBL. 12 GA. STL. INSERT W
M N O W
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ATTACHED SOLID ffREEESTANDINGSOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID } w N
a ~ w =
MAX.COL. F r MAx.POST FTG. MIN.Ax.POST FTG. MIN. MAx.POST FTG. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAKPOST FTG. MIN. MAKPOST FTG. MIN, MAKPOST FTG. MIN,
/= SPACING o (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m ¢ U w
MIN.{�
mSPACING (IN. POSTPACING (IN.) POST SPACING (IN.) POST SPACING
ON SLAB TYPE (SPAN) TYPE (SPAN) TAPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE U) a Q
cr(SPAN) (1)) TYPESPAN) (1) (1) (1)
(2) (3) U
in
G 19 15'-9" 31 14' 3" 19 15'-1" 31 16'-6" 20 16'-6" 32 G+ 1' 2" 22 21'-2" 34 23'-2" 22 23'-2" 34 I 55' a a
14'-1" G. G. G, G E 24 E 20'-8" 33 H 25 E 34 H z
10'-4" 5' 21 15'-4" 31 14'-3" 21• 14'-8" 31 16'-6" 22 16' 1" 31 21'-2" 23'-2" 22'-8" 0
O 14'-1"
r 12'-10" 19 14'-4" 32 13'-1" 20 13'-9" 32 G+ 1'5'-1" 21 15'-1" 32 G. " 22 19'-4" 35 1 21'-2" 23 21'-2" 35 6, w o a
E E E I
D
r 9'-0" 6' 12'-10" 22 E _ 14'-1" 32 G' 13' 1" 22 E 13'-6" 31 15'-1" 23 14'-8" 32 9' 4" 25 18'-10" 34 H 21'-2" 26 20'-8" 35 CL
20 ' 13' 4" x'33- 12'-1" 20 12'-9" 32 14'-0" 21 14'-0" 33 22 18'-0" 35 19'-8" 24 19'-8" 36 a o 0
8'-0" _% E'_ -13'_1b X32. G 12' 1".. 22 _ E 12'-6" 32 G „ 14'-0" 23 `E 13'-8" 33 H8'-0" 26 E 17'-7" 35 I 19'-8" 26 E 19'-2" 36 K 7
11'-3"2_ 0:5 z
10'-7" 20 12' 7" 33 11'-4" 21 12'-0" 33 H 13'-1" 21 34 0" 23 16'-10" 36 - K 18'-4" 24 ` 18-4" 37 8,
J 7'-6 8 H E E r6'26 E 16' 4" 36, I 18'-4' 27 E 18'-0" 37 K W
10'-7" 22 E 12'-2" 33 11'-4" 23 11'-8" 33 G ,i 13'-1 24 33 H6'-10'
9'-5" 20 11'-10" 34 10'-8" 21 11'-3" 33 12' 4" 22 V12'4"34 15'-10" 23 [15'-10" 36 17'-4" 25 17' 4" 37 9 0
7-0 9' E 11'-7" 34 H 10'-8" 23 E 11'-1" 33 H ,; 12'x" 24 E 34 H 15'-10' 27 E15'-6" 36 K 17'-4" 28 E 17'-0" 37 K
9 -5 23
8' 11" 20 11' 3" 34 10'-2" 21 10'-9" 34 11'-9" 22 35 15'-1" 24 '-1" 37 16'-6" 25 16'-6" 38 ,
N.P. 10 g'_11" 23 E 11'-0" 34 H - 10'-2" 24 E 10'-6" 34 H ; 11'-9" 25 E 11'-6" 34 I 15'-1" 27 E 14'-8" 37 K 16'-6" 28 E 16'-1" 38 K 10
10'-8” 35 , 9'-8" 22 10'-3" 34 11'-2" 22 11'-2" 35 14' 4" 24 15'-9"5 11'
14'-4'4-1"
8'-5„8
15'-915'-9" E K
N.P. 11' E I E H 11'-2" 25 E 11'-0' 35 I 14'-4" 28 E 337 I'( 229 -4" 338 2
Lli 5, 223 10'-6" 34 9'-8" 24 . 10'-0" 34 ; LL
N 21 10'-2" 35 9'-4" 22 9'-10" 35 I 1q'-9" 23 10'-9" 36 13'-9" 25 13'-9" 38 15'-1" 26 15'-1" 39ad
8'-0" E I E 13'-6" 38 K 29 E 14'-8" 39 K 12'N N
N.P. 12 g'_p" 24 E 9'-8" 35 I 9' 4" 25 E 9'-7° 34 H 10'-9" 26 10'-6" 35 13'-9" 28 15'-1"
o�
o
_ t
3Z
ATTACHED SOLID' FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ,I ATTACHED SOL ID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID of N
_
MAX.COL. MAx.POST FTG. MIN. MAX.POST FTG. MIN. MAx.POST ,FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN. MAx.POST FTG. MIN. j O =
,SPACING � o 'MAx.POST FTG. MIN. SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m
m SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST " SPACING (IN.) POST SPACING (IN.) POST
ON SLAB TYPE (SPAN) TYPE (SPAN) TYPE ((SPAN) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE '
(SPAN) (1) TYPE (SPAN) (1) (1) (1) (1)
C (2),(3)
C 20 31 14'-3" 20 15'-1" 31 r1l'-6" 21 16'-6" 32 1'-2" 23 21'-2" 34 23'-2" 23 23'-2" 34
. 14'-1" 15'-9" GE G E 20'-1' 34 H 26 E 22'-0" 35 I 5
10-4 , 5 21 C 15'-0" 32 G 14'-1" 23 C 14'-3" 31 16'-3" 24 15'-7" 32 19'-10 25 22'-10"
O 13'-10" LU0zN
N 12'-10" 20 E 14'-4" 32 13'-1" 20 13'-9" 32 15'-1" 21 15'-1" 32 G 19'-4" 23 19'-4" 35 I 21'-2" 24 21'-2" 35 w z a
-0 „ E G E E 18' 4" 34 H 20'-10" 27.E 20'-1" 35 I 6 N
r 9 6, 12' 1" 22 C 13'-8" 31 G. 12'-10" 23 13'-1" 31 14'-10" 24 14'-3" 32 H 18'-2" 26 °
20 13'-4" 33 12'-1" 21 12'-9" 32 G 14'-0" 22 14'-0" 33 18'-0" 23 18'-0" 35 19'-8" 25 19'-8" 36 K K W W
„ 1 11'-3" E H E I E 7 N a m
8 -0" 7 11'-1" 22 , E 12'-8" 32 G 11'-10" 24 E 12'-1" 32 H 13'-9" 25 13'-3" 33 16'-9" 27 1T-1" 35 19' 4" 28 18'-7" 36 I LL
„ , 10'-7" 21 12'-7" 33 11' 4" 21 12'-0" 33 13'-1" 22 13'-1" 34 16'-10" 24 16'-10" 36 K 18' 4" 25 18'-4" 37 8,
J ' 7'-6 8 22 E 1' 10" 33 H 11' 2" 24 E 11' 4" 32 . H 12'-10" 26 E • 12'-4" 33 H 15'-8" 27 E 16'-0" 35 I 18'-2' 29 E 17'-6" 36 K
10'-6"
L -5" 21 11'-10" 34 10'-8" 22 11'-_3 33 12'-4" 23 12'-4" 34 15'-10" 24 15'-10" 36 17'-4" 26 17'-4" 37 9,
7'-0" 9' E 11'-2" 33 H 10' 7" 25 E 10'-8" • 33 H 11'-7" 26 E 11'-8" 34 H 14'-10' 28 E 15'-1" 36 K 17'-2" 29 E 16'-6" 37 K
9'-3" 23 8
11" 21 11' 3" 34 10'-2" 22 10'-91, 11'-9" 23 11'-9" 35 I 15'-1" 25 15'-1"' 37 16'-6" 26 16'-6" 38 E
8' H E E 14'-3" 36 K 30 E 15'-7" 37 • K 10
(n N.P. 10' 8'-9" 23 E 10'-8" 34 H 10' 0" 25 E 333 11'-0" 26 11'-2" 34 H 14'-1" 28 ' 16'-3" m
_5 22 10'-8" 35 9'-8" 23 10'-3" 34 1;1'-2" 23 14'-4'3 14'-4' 11'
15'-14'-10"
15'-915'-6"
11'-210'-7"
P 11' E H E I 229 E 8^ 337 K 230 E 338 K o
N.P. 4"
N 8 -4 23 E 10'-0" 34 I 9'-6" 26 9'-8" 34 10'-6" 27 335
!� _' _ 26 38 15'-1" 27 15'-1:' 39 _ a
N 8'-0" 22 10'-2" 35 9'-4" ' 23 9'`10" 35 1 10'-9" 24 10'-9" 36 13'-9" 13'-9" 12
N.P. 12 E E 10'-0" 27 E 10'-2" 35 I. 12'-10" 29 E 13'-1" 37 K 14'-10" 31 E 14'-3" 38 K � vi
7'-10" 24 9'-2" 34 9'-1" 26 9'-3" 34 H W r
LL
ff
FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID w
cr ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID g 0
MAX.COL. T FTG. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. j 0 O J¢ o
SPACING o_ MARC MIN. SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m
r° SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST Q N
ON SLAB � TYPE. (SPAN) TYPE (SPAN) (1),TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE ap„m
(SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1), (1)
C (2),(3)
C 21 32 G 14' 3" 21 14'-10" 31 �Gl 22 16'-3" 32 G 1'-2" 24 20'-1 34 H 23'-2" 25 22'-1 35 I
14'-1" 15'-7" E E E 5
5' 27 36 J 28 21'-3" 37 K w
W10'-4'
O 13'-6" 23 C 14'-6" 33 H 13'-8" 24 C 13'-10" 33'-10" 25 15'-2" 33 H 20' 4" 19'-6" 22'-4"
35 1 ,
12'-10" 22 14'-2" 32 13'-1" 22 13'-7" 31 15'-1" 23 14' 10" 32 19'-4" 25 19'-1" 34 H 21'-2" 25 20' 1 rLU
G E H E 29 E 19'-6" 36 J 6 W ..
r 9'-0"- 6 E + H 24 E 12'-8" 32 14'-6" .26 13 10' 33 17'-8" 27 17'-9" 35 I 20' 4" W o
11'-8" 24 13' 3" 32 12'-7" „ N Z T
11'-3" 22 13'-2" 32 12'-1" 22 12'-7" 32 14'-0" 23 13'-9" 33 18'-0" 25 17'-8" 35 19'-8" 26 19' 4" 36 K m Z o
1 E H E 29 E 35 I 7
8 -0' 7 10'-9" 24 E 12'-3" 32 H 11' 8" 25 E 11'-9" 32 H 12' 9" 26; 12'-10" 32 16'-4" . 28 16'-6" 34 18'-10" 18'-1" 3 w N
33 16'-10" 25 ; 16'-7" 36 J 18'-4" 27 18'-1" 37 a cai W
" 10'-7" 22 12'-4" 33 11'-4" 23 11'-9" 33 13'-1" 23 12'-10" 8 O N
J 7'-6' 8 25 E 11'-6" 32 H 11'-0" 26 E 11'-0" 32 H 12'_7' 27 E 12'-1" 33 H 15'-3" 29 E 15'-6" 35 I 17'-10" 30 E 16'-10' 36 K
10 -1"
g'_5^ 22 11'-8" 34 10'-8" 23 11'-2" 33 12'-4" 24 12'-2" 34 15'-10" 26 15'-8" 36 K 1 T 9' Lo
7 -0 9 E 33 H 10' 3' 26 E. 10'-4" 33 H 11'-3" 27 E 11'-4" 33 H 14'-6" 29 E' 14'-7" 36 J 416'-8" 231 E 17_116'-0" 337 K
9 -0' L5 10'-10" s LL
8'-11" 23 11'-1' 34 10'_2" 24 10'-7" 34 11'-9" 24 11' 7" 34 1 15'-1" 26 14'-10" 37 16'-6" 28 16' 3" 38 a O
N.P. 10' H E H E 34 H 13'-8" 30 E 13'-10" 36 K 15'-10" 31 E 15' 2" 37 K 10
(n 8'-6" 25, E 10' 3" 33 9'-9" 27 9' 10" 33 10'-8" 27 10'-9" W N
23 10'=7" 35 I 9'-8" 24 10' 1" 34 11'-2" 25 11'-1" 35 14'-4" 27 14'-2" "3715'-9" 28 15'-6" 38
11,
5" w
N.P.
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BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS ATTACHED & FREESTANDING SOLID COVERS
30 PSF SNOW LOAD - 110,120,130 MPH - EXP. B & C
1.52" -
6.5" ROLLFORM z
- 0.61" ~
1.79" GUTTER w
EXT. CLIP z
UU o
ATTACHED SOLID FREESTANDING SOLID >- w N
SPLICE I MAX.COL. a I. ¢_ a o
SPLICE occuRs I ^�^ SPACING O MAX.POST FTG. MIN. MAX.POST FTG. MIN. j p
6.5" 2.57^ WHERE -� T=12 GA. L i_ ON SLAB m SPACING (IN.) POST SPACING (IN.) POST m ¢ G
SPLICE OCCURS ASTM A653 SS (2), (3) (SPAN) (1) TYPE (SPAN) (1) TYPE Q
0.73" WHERE I GRADE 50 G60 3.0" 0 U
occuRs I 1 4.0" I 4.s" 8'-8" 16 B 9'-2" 28 G, a a
0.075" 1 II 3.0" 0.070" 032" 9'-0" 5ED
_ 0.066" I ALUM. ' O 8'-8" 18 9'-0" 28 5 z o
-- •� .038' TMP. TMP. I TYP. r w `a
2.08" I I 2.04•' I T-11" 17 8'-4" 29 W W a
L--- j I I r 8 -4" 6 7'-11" 19 B 8'-2" 29 G 6' a W u<
d U
L - - - - - - -j I---3.0" i 7'-6„ 7'-4" 17 T 9" 29 a Z o
7 7'-4" 19 C 7'-7" 29 G 7 2` z
-2.93" 3.0" --3.0" 4.00" J
3" SQ.x0.032" ALUM. BEAM J 7'_p" g' 6'-10" 17 7' 3" 30 °
6.5" ROLLFORM MAG BEAM 4" I -BEAM 4.5" MAG GUTTER W/ 12 GA. STL. "U" CHANNEL / 6'-10" 20 C T-2" 30 G 8 w
A B C � 6'-6" 18 6'-10" - 30
ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY E ASTM A653 SS vJ NP 9 C I f G 9' o
6063-T6 6063-T6 6063-T6 6063-T6 GRADE 50 G60 6'-6" 20 - 6'-9" 30
- -- - -
U) NP 10' 6-2" 18 6'-7" i
10.375" 6'-2" 20 C 6'-4" 31G 10'
NP11'S'11" 18 C 6' 3"31 G 11' T=0.125'y,521 6'-2" -31LL oALUM.
ALLOY6063.TM NP 12, 5'-8"5'-8" 121 E 6'-0'S'-10" 331 G 12'
1.6
6.656" 7.0" o
0.110"6.5•' 6s' C,
0.042" 0.032" 0.042" ?
TMP 0.042"_
TMP•' TYP.' A77ACHED SOLID FREESTANDING SOLID > z n
MAX.COL. < r a o
0.375" SPACING _o MAX-POST
FTG. MIN. MAX.POST FTG. MIN.
LL ON SLAB T SPACING (IN.) POST SPACING (IN.) POST m
1.75" 4.0" _ _I_�_2 I I I I I C 9) p) 5 (SPAN) (1) TYPE (SPAN) (1) TYPE
z.o'• o"-- F--z.o•'--I-- z.II C 8'-8" 17 g'-2" 28 5,
a.o" " 4- --3.0 --I O 8'-7" 19 B 8'-9" 28 G
7' 11" 17 8'-4" 29 w o o z
7" I -BEAM ��DBL. 2"x6.5 x0.042 r'� DBL. 2'x6.5"x0.032" 3x8 "x0.042" BEAM 8,-4„ 6' 7'-10" 20 B 8'-0" 28 G 6 >w < N
U U
F ALUM. ALLOY 3004-H36 `� ALUM. ALLOY 3004-H36 n ALUM. ALLOY 3004-H36 7' 4" 18 7' 9" 29 ° a cn i
ALUM. ALLOY OR EQUAL OR EQUAL 7, r- w w
OR EQUAL 7'-3" 20 B 7'-4" 29 G 7 0< E m
6063-T6 7 -6" 7'
G W/ (1) "C" INSERTJ 7, p„ 8' 6'-10" 18 7' 3" 30
ALUM. ALLOY 25" 6'-9" 21 C 7'-0" 30 G 8
6063-T6 , 6'-6" 19 6'-10" 30
W/ (2) "C" INSERTS NP 9 6' 5" IY_21 C 6'-7" 30 G 9'
H ALUM. ALLOY T=12 OR IL $
6063-T6 T=12OR 14 GA. NP 10' 6'-2' 19 (; 6'-7" 31 G 10' N E
14 GA. ASTM 6'-1" 22 6'-3" 30
NOTE: 8,0" 7.875" ASTM GRADE B.0" NP 11' 5''11" 19 C 6'-3" 31 G
A653 Ss
WHERE'C' SPLICE OCCURS AS SHOWN IN A653 SS 50 G60 O 5'-10" 22 6' 0" 31 11 LL 09
SPAN TABLES, IT SHALL BE INSTALLED THE 0.042" GRADE O -
FULL LENGTH OF THE 7' I -BEAM. TYP 50 G60 .042" M NP 12, 5'-8" 19 6'-0" 32 a z w m
TYP.~ 5'-8" 22 E 5'-9" 31 G 12 w 7 2
.>_=-m)v
0.625" U) 0 w LL
a.o" �- I � y� q.0" y� I } ATTACHED SOL/D FREESTANDING SOLID } > a w
3.0" 2.875" 3.0" 3.0" >- O z
MAX. MAX. MAX COL. F r Q= U a w
n SPACING Z) o MAX.POST FTG. MIN. MAX.POST FTG. MIN.
DBL. 3"x8' x0.042" BEAM 3x8"x0.042" BEAM DBL. 3' x8"x0.042" BEAM ON SLAB T �: SPACING (IN.) POST SPACING (IN.) POST m
M W/ 14 GA. STL. INSERT O W/ DBL. 14 GA. STL. INSERT (2).(3) (SPAN) (1) TYPE (SPAN) (1) TYPE Fr a o
ALUM. ALLOY 3004-H36 ASTM A653 SS GRADE 50 G60 ASTM A653 SS GRADE 50 G608'-8" 18 9'-1" 28
OR EQUAL O 9'-0" 5 8'-4" 2p B 8'-6" 29 G 5'Lu
FOOTNOTE: "SAMPLE" 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM M T-11" 18 8'-3" 29
W/ M GA. STL. INSERT W/ DBL. 12 GA. STL. INSERT 8'-4" 6 T-7" 21 B 7'-9" 28 G 6' w
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FIGUREEX OSUREEB ASTM A653 SS GRADE 50 G60 �Pi ASTM A653 SS GRADE 50 G60 1 7'-6" 7' 7'-4" 19 B 7'-8" 29 'm o
7'-2" 21 C 7'-2" 29 G 7 z w
FIGURE INDICATES NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
6'-10" 19 7'-2" 30 a a >
EXPOSURE C UR AS SHOWN IN THE SPAN TABLES, NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS J 7,-p„ 8' 8' o o w it
THEY SHALL BE INSTALLED THE FULL LENGTH SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED 6'-8" 22 C 6'-9" 29 G
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. OF THE 3'x8' BEAM. THE FULL LENGTH OF THE 3"x6" BEAM. NP 9, 6'-6" 20 C 6'-9" 30 G
FOOTNOTES TO ALL SPAN TABLES: 6'-3" 22 6'-4" 30 9' rn °'
1. FOOTING SHOWN REPRESENTS LENGTH OF 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB 3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE -T
EACH SIDE AND DEPTH OF CUBED FOOTING, SEE SHEET 10. SHALL BE THE SMALLER OF THE MAXIMUM SPACING MAXIMUM COLUMN SPACING MEASURED AT THE U) NP 1 p' 6'-2" 20 6'-6" 31 , � p
WHERE SLAB OCCURS, CUBED FOOTING SIZE SHOWN IN THIS COLUMN OR THE MAXIMUM POST COLUMN AND SHALL NOT CONTAIN ANY CRACKING. 6'-0" 23 C 6'-1" 30 G 10 w N
MAY BE REDUCED BY 6" FOR FREESTANDING ONLY. SPACING SHOWN FOR THE SELECTED BEAM. THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE NP 11' 5'-11" 20 6'-2" 31 o w
9 1/4" MINIMUM. O 5'-9" N21
C 5'-9" 31 G 11 a w
SEE ALTERNATE FOOTING TABLES Q LU
SHT. 10 FOR ATTACHED COVERS M NP 12 5'-8" �211C 6'-0" 32 G 12'
Submi a - - .Owg, u ewriter.
5'-5" E 5'-7" 31