BPAT2016-0040LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that.1 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.:
Date:
Contractor:
WORKER'S COMPENSATION. DECLARATION
I hereby affirm underpenalty.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, forthe performance
of the work for which this permit is issued.
I have'a6d 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 insu'ra'nce carrier and policy number are:
OWNER -BUILDER DECLARATION Ca 1 Polity Number: _
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State' '! 2certify that in the performance of the work for which this permit is issued, I
License Law for the following reason (Sec. 7031.5, Business and Professions Code:, Any shall not employ-any.person in any.manner so as to become subject to the workers'
city or county that requires a permit to construct,. alter, improve, demolish, or repair compensation laws.of California, and agree that, if I should become subject to the
any structure, prior to its issuance,.also requires the applicant forthe permit to file a workercompensation. provisions of Secti�i 8700 �f the Labor Cgde, I shall forthwith
signed statement that he or she is licensed pursuant to the. provisions of,the comply ith hose provisions. B n
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 andth`'
basis for the alleged exemption. Any violationrof Section. 70315 by any applicant fora-
permit subjects the applicant to a,civil penalty of not more than five hundred dollars
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 offeredfor 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, andwho 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
it in one year of completion, the owner -builder will have the burden -of proving that.
0con
she-did not build or improve for the purpose ofsale.):
•Ias owner of the property, am exclusively contractingwith licensed contractors
struct 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
t e eon, and who contracts for the projects with a contractor(s) licensed pursuant to
ontraacctors' State License Law.).
I am exempt under Sec. . B.Y.C. for this reason
CONSTRUCTION LAADING AGENCY,.
I hereby affirm under penalty of perjury.that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
*Lender's Name:
Lender's Address:
WARNING: FAILURE TO SECURE WORKERS' CO ENSATION COVERAGE IS AAWFUL,
AND.SHALL SUBJECT AN EMPLOYERTO CRIMI PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,00 . 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 tl4e.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 asai result of this application becomes null and void if work is
not commericed•within 180 days from date'of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
1 certify that I have read this application and state that the above information is correct.
I agree to comply with all city and countyordinances and state laws relating to building
construction and hereby authorize representatives of this ty t enter upon the
above- erit died property for inspection purposes.
Date:' Signature (Applicant or A nt
V v.+
C�
•""�"'
�
VOICE (760) 777-7125
78-495 CALLETAMPICO
0
.
FAX (760) 777-7011
LA QUINTA, CALIFORNIA 92253
COMMUNITY -DEVELOPMENT DEPARTMENT INSPECTIONS
(760) 777-7153
BUILDING PERMIT
Date: 6/3/2016 .
Application Number: BPAT2016-0040
Owner:.
Property Address: 54889 OAK HILL
SUNRISE LA QUINTA CO
APN: 775141021
75005 COUNTRY CLUB DR
Application Description: PGA WEST:/ 714 SF PATIO COVER AT COMMUNITY POOL
PALM DESERT, CA 92253
w
Property Zoning:
Application Valuation: $10,540.00
co Q i
L� o z o
N
Ly
Applicant:
Contractor:
O
IS iE
PGA WEST RESIDENTAL ASSOCIATION
OWNER -BUILDER
® I " S
54320 SOUTHERN HILLS
Q Z
LA QUINTA, CA 92253
�n1 �
•
Llc. No.:
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that.1 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.:
Date:
Contractor:
WORKER'S COMPENSATION. DECLARATION
I hereby affirm underpenalty.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, forthe performance
of the work for which this permit is issued.
I have'a6d 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 insu'ra'nce carrier and policy number are:
OWNER -BUILDER DECLARATION Ca 1 Polity Number: _
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State' '! 2certify that in the performance of the work for which this permit is issued, I
License Law for the following reason (Sec. 7031.5, Business and Professions Code:, Any shall not employ-any.person in any.manner so as to become subject to the workers'
city or county that requires a permit to construct,. alter, improve, demolish, or repair compensation laws.of California, and agree that, if I should become subject to the
any structure, prior to its issuance,.also requires the applicant forthe permit to file a workercompensation. provisions of Secti�i 8700 �f the Labor Cgde, I shall forthwith
signed statement that he or she is licensed pursuant to the. provisions of,the comply ith hose provisions. B n
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 andth`'
basis for the alleged exemption. Any violationrof Section. 70315 by any applicant fora-
permit subjects the applicant to a,civil penalty of not more than five hundred dollars
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 offeredfor 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, andwho 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
it in one year of completion, the owner -builder will have the burden -of proving that.
0con
she-did not build or improve for the purpose ofsale.):
•Ias owner of the property, am exclusively contractingwith licensed contractors
struct 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
t e eon, and who contracts for the projects with a contractor(s) licensed pursuant to
ontraacctors' State License Law.).
I am exempt under Sec. . B.Y.C. for this reason
CONSTRUCTION LAADING AGENCY,.
I hereby affirm under penalty of perjury.that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
*Lender's Name:
Lender's Address:
WARNING: FAILURE TO SECURE WORKERS' CO ENSATION COVERAGE IS AAWFUL,
AND.SHALL SUBJECT AN EMPLOYERTO CRIMI PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,00 . 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 tl4e.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 asai result of this application becomes null and void if work is
not commericed•within 180 days from date'of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
1 certify that I have read this application and state that the above information is correct.
I agree to comply with all city and countyordinances and state laws relating to building
construction and hereby authorize representatives of this ty t enter upon the
above- erit died property for inspection purposes.
Date:' Signature (Applicant or A nt
V v.+
Ego M-
'• :ate L x a F,\c`a "�s'�`uwv;^ �''�F ? s edk`��-, -. -s R
'-n'`'"p : ..: .2''• "` 's. *s�o+`,; M tt . s.s a ``� � 'r :, e •&'ri,P y33�r F' ;3`�'i--!2 „`
a..'A000.UNT € -QTLY .' rAMOUNT • E kPAID'PAID,DATE�'`�:
a::h`n "A'h ...?
s7:��.':s .�F+:>.u•"�:....is:Y'r'
BSAS S.B14Z3 FEE.
101 OOOOr.20306 . G,
0 '$100:
- PAIDWBY
0. h> �Ad'
fol
"> Eta- + Tr.�:I!;i'i�Pi�$t�, ',�. 91.'u:�� f - .F�!."tl�if' m"I":+s 3' >y. "�t,_'z"tie'..".
..8'
Total Paid for BUILDING'STANDARDS ADMINISTRATION`BSA:: ,$1 00 $0.00. .
•,
e
'R4 ,,� ��E�ta„� ,,-:',xi�=z:��ta,s. �'aY'x��^,
�, �
�� _DESCRIPTION .: `
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�,�:" S0.��n�`&k"A�: �`� Hq � sF:
��T�YuAMOUNT
.. ; .ACCOUNT .... w
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" f�An (�., k A �:;«ce � -'F�-.
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PAID �PAIDDATE
S.ivz...�Cb ;L. .:CE: FtS.a :Y+a. �>Y ..
�¢t
sifi ,
}mak
PATIO COVER; STD; OPEN ..
101 00002'4404'
0 ' ' '$97 17,
$0:00
"S"i'�f...'r.-.' 1.. 'E('�i..&.,v.-a4_+i4 'i ,^.3't.Tii'F:xLF `�:A',,(,e,aa.Lr'
g Z
�� �� PAID BY��METHOD
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+Tya
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.•" �'a'u'.::vi�- ,r A`.GiPS
; &RECEIPT #
-lm- .: '..,...::�d''+s..cs". `w .4...>s�hR.iEcbSiN.W;.A:sx
l2`t �! ESfv
' ... 'Ys �-= s
HECK # ,
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�CL�TDBY
x DESCRIPTION ;s , '
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MMIi
? h
R- �n:WA000UNT � t '
ea -, ..aK ...
V
QTY .- AMOUNT
;:r�s.:k�
- PAID
`,
2.A:WzW41_E?
PAID DATE
PATIO COF{VER, STD; OPEN PC.
`101-0000-42600 *
0 $95 72
$0.00
..0.ileY"€�£. Y:'$>�" tY:' '.,'.'y:QY.,'%,
.E... PAIDBY h.,.
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X'' IY.nYi', .tfE`+^''`*y3h,�9EdF' E.,.� .'1M
���METHO.D@_�,ICEIPT#HECK#�
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y
h.8:itS3.i-Mo -S*_sa:
a''.c
CLTD4tBY
. :9
Total:Paid for PATIO COVER /4COVERED PORCH /LATTICE $192:89$0.00.
...
•" "5 PD
� Thi,..:. i. e_ Y.
DESCRIRTIOIV °
? . «. �.. r::i - mss. w, . "M 1
F:,'Y:( '�i'�' ' Kf3' <` f ,{?N,'dk. .,. .. �R `Fi£
ACCOUNT `QTY
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y i` k,�e §�' �Y.
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AMOUNT`S €�
+::.::.�
's ^Pk�x}x: PiFf biiY!{"p''0.A v'3Y _` z:.: Z
PAID�PAID'DAT.,E
..4: �r .�:= E,.: u�r' �
ba vdS�{.�--' i ':Yi.F.,
SMI RESIDENTIAL.:_
X101-0000=20308' 1 ` x
0
0
'$137 '`
$0.00
'. s,
�C y;:
.�r a PAID BYll
> „ij'f 3.cT�hiP--'tff ¢;iAt:A6dCr7.b;a{�hR�1,'J:Lk�`:°F+�C,
p,Mim
METIiOD:RECEIPT
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dA(¢ua�a�
YLc, : .aaM' T,''..<itZT,L
CHECK #
g4iw`H'i'3F .brya,
�CGTD'BY
id.h4.;Yl=tvEA"r
Tota I.Paid fofr$TRONG MOTION INSTRUMENTATION SMI 37 $0:00
x.I 7.-..F�vi:rLrG9c:3.,��v,....w .$1. ;a._..� -. _ .n-•-1R ,. .. .:.. �'. ,$0 .. :.
Description: PGA WEST / 714 SF PATIO COVER AT COMMUNITY POOL
Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: APPROVED
Applied: 5/26/2016 SKH
ENGINEERED - OPEN
Approved: 6/2/2016 JFU
Parcel No: 77S141021 Site Address: 54889 OAK HILL LA QUINTA,CA 92253
Subdivision: TR 20717-3 Block: Lot: 15
Issued:
Lot Sq Ft: 0 Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $10,540.00 'Occupancy Type: Construction Type:
Expired:
No. Buildings: 0 No. Stories: 0 No. Unites: 0
RESIDENTIAL ASSOCIATION AGENT STEVE HERTHEL, WITH
Details: DURALUM PATIO COVER SYSTEM - (1) 14'X51' (714 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 THE INSTALLATION OF THE HELIOCOL SOLAR THERMAL WATER
COLLECTORS (PER SEPARATE PERMIT).
7 Y
k
CHRONOLOGY TYPE
STAFFNAME'
ADDITIONAL
CHRONOLOGY
ACTION DATE COMPLETION DATE,
;• NOTES
AFTER A PUBLIC COUNTER VISIT FROM PGA WEST
RESIDENTIAL ASSOCIATION AGENT STEVE HERTHEL, WITH
MYSELF (JF), BURT HANADA, AND STEPAHNIE KHATAMI, IT
WAS DECIDED THAT THE LOAD OF THE SOLAR THERMAL
WATER HEATING PANELS WAS NOT SIGNIFICANT ENOUGH TO
REQUIRE ADDITIONAL STRUCTURAL REVIEWS.
NOTE
JAKE FUSON
6/2/2016
6/2/2016
ADDITIONALLY, THE DESIGN OF THESE STRUCTURES WITH
THE WATER HEATING SYSTEM HAD PREVIOUSLY PASSED A
STRUCTURAL REVIEW DONE BY YOUNG ENGINEERING.
PERMITS FOR THESE SOLAR PATIO STRUCTURES IN PGA WEST
WILL REQUIRE A NON-STRUTURAL REVIEW IN HOUSE BUT NO
STRUCTURAL REVIEW WILL BE REQUIRED, PER BURT
HANADA.
TELEPHONE CALL
JAKE FUSON
6/2/2016
6/2/2016
NOTIFIED STEVE HERTHEL THAT PLANS WERE APPROVED AND
PERMIT WAS READY TO ISSUE.
Printed: Friday, lune 03, 2016 2:36:03 PM 1 of 3
SYSTEMS
PARENT PROJECTS
Printed: Friday, June 03, 2016 2:36:03 PM 2 of 3
SYSTEMS
Printed: Friday, lune 03, 2016 2:36:03 PM 3 of 3
SYSTEMS
Bin- #
City of La Quinta
Building a SafetyDivision
P.O. Box 1504, 78-495 Calle Tampico
La Quints, CA'92253 (760) 777-7012:
Building Permit Application.:, and .Tracking Sheet
Permit #
Project Address:l�
.b
(4-
O'wner's Name: KST si /IJTI AL S
A. P. Number: L.
Address: 6�3a6 Sa U `QJ
Legal Description:
City, ST, Zip: C�� 9s3
1 �4 U
o . ,t
Co tract r• Es A -
P IRE S eye'
T1
ee h ne•
o
P. / n
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J
Address: _5#320
Project Description:
City, ST, Zip: iriL //�} �:/T �oZ.zS3
51 % U��K!1 .v1►p/%
Telephone:
�
i- lVl!
U
Y �L
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State Lic. # :
City.Lic. ..
Arch.,•Engr.,Designer.—F6Me X V- 4-9*S &
Address:533 % 4_)gLLdwAA �t
City, ST, ZipF1hLf
9 T, �
�Telephone:
Con sucti n TYP e: ecu aneY
S ta to Lic. #
',' Pi- 'e
o ct ' e cir c e one : e Add'n �. Alter e
R air. Demo
J type � l P
P
Name of Contact Person: S7F UF—!L
?`Sq. Ft.: 70f
#. Stories:l
# Units:
Telephone # of Contact Person: -/ - So�O
Estimated Value of Proje ',9
APPLICANT.:. DO NOT, WRITE; BELOW THIS;LINE,
H
Submittal
Req'd
Ree'd . -
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for -corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Title 24 Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2"d Review, ready. torcorrections/issue
Electrical.
Subcontactor List
CalledrContact Person I
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
IVIM I 1w %F
Total Permit'Fees
CI Y'OF LA QUINTA
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POST SPACING DETERMINED BY
TABLE ON SHEET'23<of 49:
.261bs/sq,ft. 1tOmph wlnd lood
12'-3" 12'-3
RAIN. GUTTE u�,
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HE°ADERS� _ i - --
PGA WEST -SHADE COVER. -POOL 3A '
RAFTER ' TAILS .0 24" O:C. 54889 OAK HILL : "WIDE X' 14' LONG
INTERLOCKING PANS
(251bs live: load; 110mpIi wind load)
TYPE "C"FREESTANDING
W/ CANTILEVER OPTION
(Pg. 1 of 49)
0
m C —
z
kNEL-SPAN 11'-6" (25lbs.: LIVE .LOAD
:QUIRES .032 MIN: GAUGE :PER
JGINEERING, Pg: 3 of 49)
NORTH
r
YXY STEEL POST
IN33" CUBED FOOTING
AFTER TAILS @ 2' O.C.
33UTTER
" COLUMN
= F
1`0
�
SECTION VIEWL-3 3'
SELF TAPPING x8* HEADER
SHEET METAL SCR
3*x3* STEEL POST
TOP VIEW
DRILL W :ACCESS HOLE
T C
FOR SMS TO ATTAC
:HEADER TO POST
L
P-3%3' STEEL POST
T ". ROUND COLUMNS
"Ak
3"X3' STEEL POST
0.188" WALL THIC
Pg. 7 of 49 m
4 GRADE
4;
r1r)
3*X3* STEEL POST INSERTED
16' MIN. INTO 33*x33* FOOTING
�33 Pg. 10 of 49
POST/FOOTING
DETAIL
m
—n
0, F
71)
co
C)
SELF TAPPING x8* HEADER
SHEET METAL SCR
3*x3* STEEL POST
TOP VIEW
DRILL W :ACCESS HOLE
T C
FOR SMS TO ATTAC
:HEADER TO POST
L
P-3%3' STEEL POST
T ". ROUND COLUMNS
"Ak
3"X3' STEEL POST
0.188" WALL THIC
Pg. 7 of 49 m
4 GRADE
4;
r1r)
3*X3* STEEL POST INSERTED
16' MIN. INTO 33*x33* FOOTING
�33 Pg. 10 of 49
POST/FOOTING
DETAIL
CORBEL T RAFTER 0
TAILS P2 X O.C. 2 FASTENERS PER FOOT
RONT FASCIA MINIMUM (#14 SMS) PER
TABLE #2 Pg. 4 of 49
RAIN GUTTER.
2.5" TALL X 14' LONG X 6"
WIDE INTERLOCKING PANS
L
3"x8" DOUBLE
DRILL %" ACCESS HOLE HEADERS
® FOR SMS TO ATTACH i ! 3"x3" STEEL POST
HEADER TO POST
8" COLUMNS
II
II
HEADER/GUTTER
DETAIL
6" FLAT PAN ROOF
@ .032" MIN.
2 GUTTER PIECES COME
TOGETHER OVER SPLICE.
COSMETIC ONLY - WILL NOT
AFFECT STRUCTURE'S RIGIDITY
OR INTEGRITY
2-
----=—J-
SCREW AT UPPER
RIDGE PREVENTS
SLIDING AFTER INSTALL
CAULKING BETWEEN GUTTER
AND SPLICE WILL PREVENT ALUMINUM SPLICE PIECE
LEAKS AT SPLICE LOCATION SLIDES INSIDE GUTTER TO
JOIN 2 PIECES TOGETHER
GUTTER SPLICE
DETAIL
2"X6" SIDE FASCIA
4 SMS
FORM
HANGER
SECTION VIEW AT SIDE FASCIA
TECHNICAL -INFORMATION AND SPECIFICATIONS$;.
THE FEATURE THE ADVAmirAiGE
Patented individual tube design Allows expansion and, contraction, eliminating cracks and leaks.
Lets roof breathe, keeping it clean and dry.
Patented mounting hardware Eliminates hoses, clamps and straps. No gaps between panels for
smoother look; less than half the number of roof penetrations.
One-piece overmolded construction Eliminates welds and weld leaks.
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
sun to heat your p®®0
�L Using your existing pool
pump, pool water is directed
through a series of valves to
your solar collectors.
8. Pool water enters the
solar collectors at the bottom
and rises to the top through
the individual tubes of the
collector. C. As the water
rises through the collector it
is heated by the suns radiant
energy D. The water is then
returned to the pool to repeat
the cycle until your pool has
been wormed by the sun.
Certification Data
o ISO 9001:2008 and ISO 14001:2004
o Ortech International Laboratories
• Solar Rating & Certification Corporation (SRCC)
• Solar Energy Analysis Laboratory (SEAL)
o DSET Laboratories, Inc.
o HRS, Florida (Required for commercial use)
o Florida Solar Energy Center (FSEC)
o City of Los Angeles #RR -4508
o British National Water Council (for potability)
o German Federal Health Board
a NSF 50 for Recreational Water Facilities
sI WA
LYear-RoundLeisure
HC -204 10/2011
HELIOCOL PANEL (COLLECTOR)'ATTACHMENT METHOD
STAINLESS STEEL DETAIL SHOWING HOW THIS SYSTEM IS.ATTACHED DETAIL SHOWING UNISTRUT ATTACHED TO TOP OF
BOLT -
39r. t trr 'ENGINEERED PATIO COVER'
'
GATOR CLAMP HELIOCOL PANEL
/ lam
POWIR SOLAR, iliC.
1452 POMONA ROAD
CORONA, CA 92882
(951) 736-2000 OFFICE
(951) 736.3180 FAX
. ... ,...
...
CA C46 LIC. #661434 EXP. 12/31/16
At
GALVANIZED
f- UNISTRUT'-SHALLOW .
SPRING LESS NUT
GALVANIZED
STAINLESS STEEL
FRONTAL VIEW OF ROOF CORRUGATION
BOLT
.
318"x 11?
'
CORRUGATED SHEETMETAL'.
PERMITTING JURISDICTION
TOP OF ENGINEERED PATIO COVER
6' SECTIONS THAT INTERLOCK
WHERE OUR BOLTS WILL PASS-THROUGH
CITY OF LAQUINTA
78-495 Calle Tampico
LA Quinta, CA
(760) 777-7012
DETAIL OF INSTALLED SYSTEM
REVISIONS AND NOTES
ROOF PLAN FORPGA WEST POOL 19BB
GATOR CLAMP ATTACHMENT POINTS
-
SPACED EVERY 4'
DOCUMENT INFORMATIO
PROJECT TITLE
CORRUGATED SPLINES
OF PATIO COVER ROOF
��
-- i�;,
PGA West -Pool 19BB
55215 $OLRhem HIIIS
La Qulnta, CA 92263
(760) 39T3520
PAGE SCALE PAGE TITLE
UNISTRUT
RUNNING CONTINUOUS
PERPENDICULAR TO ROOF SPLINES
NTS
PANEL
ATTACHMENT
(SPLICED TOGETHER)
ATTACHED TO PATIO COVER f
AS SHOWN ABOVE.
DRAWN
BY:
REVIEWED
BY:
PAGE #
MM
$2.0
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: PGA West
Compressive Strength :
4500 psi at 28 days
Aggregate size:
1" — 25 mm
Air:
1.2 ± 1.0 %
Water/Cement ratio :
0.45
Slump:
j 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 Ib
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)/yd'
1.000
0.03
Air
1.2%.
0.32
Total:
3993::`
27.00
Remarks
Reported by Superior Ready Mix L.P.
Approval by:
Date : 01/01/2015
Date : / /
SIGNATURE
IROJECT-
SUBJECT-
At
KED
JOB
SHEET OF SHEETS
iskm Lr
*J-01
tom, Met
rrearr
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 AC1318-11 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. k
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. EASTERNERS: 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 (SOS) 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.
WIND SPEED CONVERSION TABLE:
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC.
FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND
SPEED BY 0.6
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION
SHALL BE BASED ON 85 MPH = 110.MPH.
0.6
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND
SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 49 FOR SPAN REDUCTION FACTORS.
DESIGN REQUIREMENTS
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 MASE 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 „s= 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'
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
EACH PROJECT. SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
A. TITLE SHEET AND GENERAL NOTES.
B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C. BASED 'ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TABLES.,,
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITE-SPECIFIC DESIGN LOADS. �� y
E. APPROPRIATE STRUCTURAL DETAILS. �-
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE �CAi;9
VI
JURISDICTION.
C1W OF LA QUINTA
SHEET INDEX: BUILDING & SAFETYYDEPT.
SHEET # SHEET ITLE /APPROVED
FOR CONSTRUCTION
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 ADp_RESS: _ t+ i LL,
WIND SPEED & EXPOSURE:
PIM rel
ROOF
�//SSNOW LOAD:
RECEIVED
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1 ............ SOLI D ANEL E
2 ............OPEN MAY 2 6 2016 � E
3-4 .........PANEL - - FLAT PAN m 2
1.
5 ............MINIMUM FASTENERS cm OF LL �
6 ............RAFTER SPANS FOR OPEN LATTICE COMMERCIAL Jf j Q�INTq Z •
CITY DEVELOPMENT W
7 ............HEADER BEAM TYPES, COLUMN / POST TYPES
8 ............EXISTING EAVE CONNECTION DETAILSo
9 ............HANGER CHANNELS AND MOUNTING BRACKETS c}n 0 w
10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS u w > "
m
11 ...........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS OD a
12 ...........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS 0 a o
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
18-20 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH W
21-23 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH Ir
24-27 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
Wo W..
28-30 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH m � z
31.-33 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH Z ° w W
3wJr"
34-36 ......LATTICE COVERS ATTACHED &FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH o o N
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 Lo
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 f
45-46 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH w w
w
47 ...........INSULATED ROOF PANEL ATTACHMENT DETAILS m =
48 ...........SNOW DRIFT DESIGN a
49 ...........SPAN REDUCTION FACTOR TABLES
Nk
SOLID PANEL STRUCTURES
— ROOF 0
ROOF ATTACHMENT OVERHANG, c
OVERHANG, SEE DETAIL A, B & C, OR WOOD, OR `
ATTACHMENT OR WOOD, OR IZNGT CONCRETE
ROOF PANEL SEE TABLES SEE DETAIL A., B & C. LENGty CONCRETE ROOF PANEL SEE TABLES SHEET 8 � NCS y ST z w N
Alp OF S SHEET 4 FOR ROOF q HqL OF RUCT WALL SEE vi J
PANELATTACHMENT4FOROTOO SHEET 8 \ SHA HE PNO7. 7'(/RE VAR/ SHEEWALLT 8 E PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT. \`. TyF PRO E LESS 7�gRiES SHEET 8BE C F
F
SUPPORTING WALL `� RO/EC LESS T FS SUPPORTING WALL Cr/p� yqN 0 r
T/pN yq/V HANGER. & BEAM. � C <
HANGER & BEAM. V) "
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O.H. a J d
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"O.H." NOT TO EXCEED 25% P w o <
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ALLOWABLE SPAN ALLOWABLE SPAN
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SEE DETAIL 11, SHEET 12 SEE DETAIL 11, SHEET 12 , 0 : z
B FOR MANDATORY SPLICE. POgM SPgN/ BEAM - SEE TABLES
FOR MANDATORY SPLICE. PO r SPAN/ .—BEAM - SEE TABLES NO BEAM SPLICE AT ST SP T
NO BEAM SPLICE AT SET SPgCrNG = EXTERIOR POSTS. SEE TggLES1NG I FOR POST SPACING _ o
EXTERIOR POSTS. E TggLES O y
POSTS, SIZE VARIES \
OH NpT POSTS, SIZE VARIES EXCt: p N
SEE SHT. 11 FOR MINIMUM 25/ pF. TO Fj(C iv SEE SHT. 11 FOR MINIMUM OF t:
NUMBER OF REQUIRED COLUMNS BEAM gL�NUMBER OF REQUIRED COLUMNS ALLOWggLE SPA c a
a�
LE SPgN Q
1-
3 1/2" SLAB ATTACHMENT
3 1/2" SLAB ATTACHMENT MAY BE USED
MAY BE USED NOTE: NO SPLICE AT IOR POSTS WHERE PERMITTED. o 0
WHERE PERMITTED. SEE TABLES
n z
SEE TABLESo 7;
NOTE: EACH COMPONENT IS INTER- NOTE: EACH COMPONENT IS INTER- o a
CHANGEABLE WITH ANY OTHER FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER w o
FOOTING WHERE REQUIRED COMPONTENT UNLESS OTHERWISE SHOWN. SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. _
SEE TABLES
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
z ¢
..
a
OOF PANEL SEE TABLES LENGTy
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o
SUPPORTING BEAM.--\ O.H. RE VARIES ATTACHMENT TO RIEs
E
\ N
SUPPORTING BEAM. m m "
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O.H. SPAN I Sp P,9o
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"O.H." NOT TO EXCEED 25% "
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SEE DETAIL 11, SHEET i2 SEE DETAIL 11, SHEET 12 ✓ w >
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FOOTING, SEE i I z z o
FOOTING, SEE ' I TABLES Z w N
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FOOTINGS _/
FOOTINGS - SEE TABLES
SEE TABLES NOTE: EACH COMPONENT IS INTER-
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EACH COMPONENT IS INTER-
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NTI -CHANGEABLE WITH ANY OTHER CHANGEABLE WITH ANY OTHER cp_
COMPONTENT UNLESS OTHERWISE SHOWN. U-
COMPONTENT UNLESS OTHERWISE SHO O
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TYPE "C" FREESTANDING W/ CANTILEVER OPTION TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION V,
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14
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NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
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OPEN LATTICE STRUCTURES
AL1 LED � I
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SEE DETAIL A.8 e C
SHEET B.
TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE
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MAX O.H.
25% OF RAFTER 0 Y /
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MANIA I'ORY BI -AM SLICE . SC[ /✓
DF I All. 11. SI IEET 12
NO BEAM SPLICE AT /
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NUMBER OF RFOUIRFD
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3 112- St An ATrACHMF:NT
MAY BI' USPD WI IE RE
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SFF TAHI F:S
FOOTING WFIF. RL RCOUIRCD.
SEE IABLES
TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE
RAFTER, SEE TABLE
F OR SIZE
AND SPACING
MAX O.H
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NOTE: THIS OPEN LATTIE STRUCTURE NOTE: EACH COMPONENT IS INTER- poS �/MAY E USED TO CONSTRAIN
CHANGEABLE WITH ANY OTHER St ��S,o FOOTING, SEE
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S �•"�
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE`
FOOTING SEE TABLES # Ll
MAY NOT BE COVERED. p
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TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE TYPE "H" Fa
FREESTANDING MULTISPAN LATTICE STRUCTURE
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TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE
RAFTER. SEE TABLES -,
MAX O.H.
25% OF RAFTER 0 Y /
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MANIA I'ORY BI -AM SLICE . SC[ /✓
DF I All. 11. SI IEET 12
NO BEAM SPLICE AT /
EXTERIOR POSTS �\
LFNC1'I'I OF SIRIICI'URE VARIES
--
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN
N_OT_E THIS OPEN LATTICE.. -TYPE STRUCTURF
MAV NO'I Bli COVEIII.D
WAL; 1 !:.DC _R OP
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SFE DFTAIL A.9 v C
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01,E
41
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SEE SHT. 11 FOR MINIMUM
NUMBER OF RFOUIRFD
COLUMNS
3 112- St An ATrACHMF:NT
MAY BI' USPD WI IE RE
PF_RMI'F'1'1:0
SFF TAHI F:S
FOOTING WFIF. RL RCOUIRCD.
SEE IABLES
TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE
RAFTER, SEE TABLE
F OR SIZE
AND SPACING
MAX O.H
?^ 25% OF RAF"I ER
i RAF'FF
ALLOWABLE I / ` FOR
SEE TABLE E
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OS OAF SPAN AND SPACING ��, / j / E
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MANDATORY BEAM SPICE - SEE \ qN �(\G OG` I C m
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NOTE: THIS OPEN LATTIE STRUCTURE NOTE: EACH COMPONENT IS INTER- poS �/MAY E USED TO CONSTRAIN
CHANGEABLE WITH ANY OTHER St ��S,o FOOTING, SEE
FOOTING SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. Flq CqC, G TABLES Lc)6F N m rn
S �•"�
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE`
FOOTING SEE TABLES # Ll
MAY NOT BE COVERED. p
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TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE TYPE "H" Fa
FREESTANDING MULTISPAN LATTICE STRUCTURE
rn
11
ThlnkPadlDuralum\IAPMO 019515-21-1< Subminall5-21-14 A 5.dwg a/2712014 11:3':22 AM, CutePDF Wnter.
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS
24" TRI -"V" PAN
ALUM. ALLOY 3004-H36 OR EQUAL
MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE
24" TRI -"V" PAN
12"x3)'2"x0.020"
- - 0.88 0.83 0.75 0.80
24"x2Y2"x0.018"
0.85 0.80 0.65 0.65 - -
PANELT"
1.
f O•
•• r"
EXP.B
EXP.0
EXP.B
EXP.0
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS
24" TRI -"V" PAN
ALUM. ALLOY 3004-H36 OR EQUAL
TABLE 1 -
MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE
24" TRI -"V" PAN
12"x3)'2"x0.020"
- - 0.88 0.83 0.75 0.80
24"x2Y2"x0.018"
0.85 0.80 0.65 0.65 - -
PANELT"
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
I EXP.0
LUSL
(IN-)
5-10"
15'•10"
10'-3"
10'-3"
10'-3"
10'-3'
10'-3"
10'-3'
13'11"
018
9'-0"
8'-6°
8'-7'
8'-1"
8'-2"
7-5"
18'_0"
17'-7' 1 T -T
12'-3"
12'_3
12'_3"
12._3.
12'-3"
12'_3"
10
.024
10'4"
9'-9°
9'-9'
9'-2"
9'-3"
8'-7"
14'-1"
13'-1" 13'4' 12'11' 12'
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"
1 T-7"
F.032
12'-8"
12'-1'
12'-1"
11'-2"
11'-3"
10'-0'
16' 8"
16'-9" 15'-9'
8'-4"
8'-4"
8'4"
8'-4"
8'-4"
8'-4"
.01E
7'-9"
7'-5"
7'-5"
7'-2"
7'-2"
6'-10°
11'-3"
11'-3' 11'-3"
10'-1'
10'-1"
10'-1'
10'-1'
10'-1°
10` 1'
20
.024
8' 8"
8' 4°
8' S°
8' 1"
8'-1"
7'-9„
12'-6" 12'•6"
12'-6' 12'-6'
12'-1'
1�0�'-Xl
11'-4" 11'4' 11'4' 11' 4' 11' 4"
12,_1°
12,_1"
12,_1"
13'-1"
.032
10'-9°
11'-2" 10'-9"
10'_9. 10'-3'
9'-8"
9'-9"
9'-9"
.024
10,_1„
7' 3"
7'-3"
7' 3"
T.3"
7'-3"
T-3"
14'-8" 14'-8'
.018
T-8"
7'-4"
7'-4°
T-1"
7'-1°
6'-10'
.032
13'-3" 12'-9"
8. 9.
8. 9"
8,911
8._9.
8._g"
81_g"
25
.024
8 8"
8'-4"
8'-5°
8'-1"
8'-1"
T-9"
14'-6" 14'-0' 14'-6" 14'
9�"q,9'-8'
12'_1"
12'_1"
9' 8°9'
8`
9'-8"
14'-7- 13'-8'
.032
13'-1"
13'-2"
10'-2"
9'-7"
91-8"
9'-2'
13'-l"
13'-1"
6'-7"
6%
6'-7
6'-7"
6'-7"
6'-7"
.01E
.020 (1)
14'-1"
E
9'-0" 8'-6"
.020
8,_3„
8'_3"
8•_3"
8•_3^
8•_3"
8'_3°
9•_7••
30
.024
8'-11"
v'
LL d @J
2 . U
10'-4"
10.4"
02a
7.
10' 8" 10'-2'
10-3" 9'-9"
9'-1"
9'-1'
9'-1"
9'•1"
9'-1"
9'-1'
11
.032
9'-10"
9'-6"
9'-6'
9'-1"
9'-2"
8'•10"
TABLE 1 -
MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE
ROOF LIVE/SNOW LOAD, psf
10 20 25 30 40 50
12"x3)'2"x0.020"
- - 0.88 0.83 0.75 0.80
24"x2Y2"x0.018"
0.85 0.80 0.65 0.65 - -
24"x2Y2"x0.024"
0.90 0.88 0.700.65
24"x2)1 x0.032" 1
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, SHEc II 4
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
�-FIGUPE INDICATES
FREESTANDING
.75'
3.
ALUM. ALLOY 3004-H36 UK tUUAL
12"x 3 1/2" W PANEL 8" x 2 Y° FLAT PAN
LUSL PA KELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN PANELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PANELT'
(IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 LUSL (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 (IN.)
13'-9" 13'-9' 13'_9" 13'_9' 13,_9. 13'_9. 12'-6" 17-6" 17-6' 12.6 12.6 12'-6' .020
110/120/130 MPH EXP. B & C
"c" / 8" x 2 %" FLAT PAN
j '77•
5• + t 38" (ALL UNMARKED RADII .06R) -
0. i I .25..
282"- 2 5' T= (SEE TABLE BELOW) -
45' \\
TYP.
024
032
040
020
024
032
040
020
024
go
040
.020
.024
032
040
020
024
032
040
020
024
032
040
75" 1--1.92"
Z
i
cn -
w
F-
0 Ocn
F
N
co F
J
W =
CO o
a�
¢c
U�
O
�o
i-
r =
110 MPH SPAN
.020(l)
130 MPH SPAN
F. v
w
10'-7" 9'-11"
14'-7"
14'_7"
020
14'_7"
14._7..
14'_7.
o
15'-3" 15'-3'
15'-3" 15'-3"
15'-3" 15' 3'
13'-7"
13'-7" 13._7. 13'_7" 13'_7" 13,_7•
U
5-10"
5-10"
15'•10"
5'-10"
.024
13'-2" 12'-7"
12'-8' 11'-10"
12'-0" 11'-1"
13'11"
13'11"
.024
12'-1"
10'-10" 10'-1'
10
10
18' 0'
10
18'_0"
17'-7' 1 T -T
17'-7" 1 T-7"
17._7" 17'_7
15'-7"
15'_7" 15._7• 15'_7" 15.7° 15'_7•
032
15' 6"
14'-0'
14'-1" 13'-3"
15'-9"
15'-0"
.032
14'-1"
13'-1" 13'4' 12'11' 12'
194"
19.4'
19'-T 19'-T
19'-7" 19'-7"
19'-7" 19'-7"
19 4"
1 T-7"
17'-7' 1 T-7' 17'-7" 1 T-7' 17'-7"
16'-10"
1
16' 0"
.040
16' 8"
16'-9" 15'-9'
16'-0" 15'-0"
12'-1"
12'-1"
.040
15'-7"
14'-10' 14'-10" 14'-1' 14'-2" 13'-4'
0'"
10'-2"
10'-2" 10'-2' 10'-2" 10'-2° 10'-2"
n z
a ;
° rr
w
13'_3„ 13.3. 13.3" 13,_3" 13._3" 13.3.
11'-3"
11'-3' 11'-3"
11'-3° 11'-3'
020 (1)
10'-1" 9'-6"
9'-6" 9'-0"
9'-1" 8'-8"
.020
9'-1°
8'-9" 8'-9" 8'�" 8'-6" T-11°
12'-0' 12' 6°
12'-6" 12'•6"
12'-6' 12'-6'
16-6"
11 -0"
11'-4" 11'4' 11'4' 11' 4' 11' 4"
13'-T
13'-0"
13'-1"
17-8"
.024
11'-2" 10'-9"
10'_9. 10'-3'
10' 4' 9'-10"
16'-8"
16'-8"
.024
10,_1„
9,_8„ 9.-g• g-_3^ g•_5^ g_11^
20
20
14'-10"
20
14'-3"
14'-8" 14'-8'
14'-8" 14'-8^
14'-8" 14' 8°
13'-0"
13 -0" 513'-0* 13'-0" 13'-0" 13'-0"
.032
13'-3" 12'-9"
12'-9' 12'11'
12'-4° 11'-7"
9'-B"
9' 9"
032
11-10
11'x" 11'-0° 11'-0" 11'-0" 10' '
12'-0"
11'-6"
16'-3" 16.3•
16,_3" 16._3°
16'_3" 16,_3•
l0' 6"
14'-6"
14'-6" 14'-0' 14'-6" 14'
12'_1"
12'_1"
12._1"
D40
15'-1" 14'-7"
14'-7- 13'-8'
14'-1' 13'-2"
13'-1"
13'-2"
.040
13'-6"
12'-10' 13'-0' 12'11" 12'-6" 11'-10'
13'-1"
13'-l"
13'-1"
9•_g^
9.9. g'_g^ g' -g" 9'-9" 9'-9"
13'_1"
E
u
.020 (1)
14'-1"
E
9'-0" 8'-6"
.020
6'-11"
8'-8" 8'-8" V-3" 6-3" T-1
} � d
m
12'-0' 12'-0"
12'-0" 17-0'
12'-0' 12'-0°
9•_7••
10'x"
10'-4' 10'-4' 10'-0" 1D'-4" 10'•4"
8'-11"
v'
LL d @J
2 . U
10'-4"
10.4"
02a
11'-0" 10'-7"
10' 8" 10'-2'
10-3" 9'-9"
~ m
¢ z z
024
9'-11"
9'-7" a_7^ 0_2" S'-3" 8'-1
10' 6"
11
11'-4" 11'-4" 11'x' 11'-4" 11'4"
25
11'-4"
25
11' 4"
13'-2" 13'-2°
13'-2" 13'-2"
13'-2" 13'-2"
032
13'-1" 12'-7"
12'x" 12'-2'
12'-3" 11'-6"
}Ov,
032
11'-10"
10'-1 1
12'-6"
14'-2' 74'-2"
14'-2" 14'-2-
14.2 14.2
13._2"
12,_3,.
12._3" 12._3. 12._3" 12'_3" 12,_3'.
Q
040
15-0" 14' 4"
14'-2' 13'-T
13' 8' 13'-0"
512]3"
1w
�0
13 -3"
12.9" 12'-9" 12'-3' 12'1!1, 11'-9
14-1
9'_3^
9•_3" 9•_3" 9'_3" 9'-3" 9'-3"
U J a m
O¢ao
9. 0"
9. 0•,
10'-6"
10'-6" 10'-0"
10' 6" 10'-6"
9. 0"
020 ; t)
8'-9'
8'_11 8'-5"
B'-6" 8'-2"
.020
8'-5'
8'-1" 8'-1" 7-�" 7'-10" 7'-6"
8'-10"
8'•10"
%1'.33"11'-3"
11'-3" 11'-3"
11'-3" ll' -3"
(LO m
9 9"
9' 9" 9' 9" 9._9" 9'-9" 91_9'
9. 6"
9. 6'
9•_6^
g•_6"
w
r
.024
10'-1"
1D'-2' 9'-7"
9'-9" 9-2"
T-8"
9'-3"
.024
g _g
g' 1" 9'-2" 8'-10"
30
30
12.$..
30
z
12'-6" 12'-6"
12'-6" 12'-6"
12'-6" 12'-6'
9'-10"
9'-
10'-9"
10'-9" 10.9 10'-9" 10.9" 10._9"
W N z->
m N z m
11' 2"
.032
12'-1"
11'-10' 11'-6"
11'-6" 11'-1"
11'-2"
O
3 w w w
.032
11'-1"
10'-8" 10'-9" 10'-0" 10'11" 10'-0"
13'-0"
13•_1'
13'4" 13'4"
13'-0" 13'•4'
13'A" 13'-0°
11 _7'
11'-7" 11 _7 11 -7" 11' 7" 11'_7'
8'3"
8'-3'*
040
2" 1' -8"
13'-6" 13'-0"
13.3 12.6
'040
12 7
12.2 12 2" t 1'-8" 11 _9 11 3"
76"
8' 4"
8' 4" 8'-4" 8'-4" 8'-0" �1'4.020(1)
g', ^
8' 9"
Q v
o
9A" 9 1"
9 1" 9 1"
9 1" 9' 1'
8. 5,. 8•-0" g _1 •
LL
O
8'-1°
8'-1" 7'-10'
T 1D" T-6'
g•_8" 19
8
020
T 8'
T 6" T-6' T-3" T-2"
3"
10' 1" �✓
10'-3" 10'-3"
10'-3" 10'-3'
10'-3" 10'-3"
10'�"11D'-4" i
9'-0"
9'-0" 9'-0" 9'-0"�rT-
vp^I✓t
1'_ ":
t i. g...
11.6.. '
t✓
.024
g 5° g'_;^
9'-1" 8'-10'
6'-10" 8'-7'
.024
8'-
40
40
11' 4" 11'-0"
11' 4" 11'11"
1 t'-0" 11'-0'
9. 9"
9. 9.. 9. 9.. 9'-9" 9'-9" 9' 9'
40
.032
11'-0" 10'-7"
10'-8" 10'-3"
.032
10._2.
9'-10" T-10" T-7" 9'-7" 9'-3"
12'-2" 12'.2"
72' 2" 12'-2"
12'-2' 12'-2"
10'-7"
10'-7"/I10' 7" 10' 7" 1pO 7" 10' 7'
'
.040
i2' 8" 12'-4"
12'-4" 12'-1'
12._1• 11'-8"
I
.040
11.-6'.
'
11.2 11._2• 10•-8" 10'-10" 10,_6.'
I
17'
.OZD
S" 17.
.-5.. i 7�_5" 7�-5•�
5" �m'T
I1) I
8._2•, /�' g._p_
/
8•_2•• 8•-2••
8•.2^ 8•_2^ I
.020
/ 7.17.-1"
T-1..6.11'
6'-;1' 8'-g"
5.
6. 5,.6. 3• 6 3. 6. 1,.
I
.024
T-2- I g• 2"
9,_2 9'-2"
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110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
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EXP.B EXP.0 EXP.B i EXP.0 EXP.B EXP.0
14'-7"
14'_7"
14'_7"
14'_7"
14._7..
14'_7.
o
12' 8"
12'-0"
10'-9"
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5-10"
5-10"
15'•10"
5'-10"
5'-10"
6-10'
14'-2°
13'11"
13'11"
12'-8"
12'-9"
12'-1"
18.0"
18' 0'
18'_01,
18'_0"
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18'-0`
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15'-0"
15'-9"
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155_1^
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194"
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13'-0"
13'-1"
17-8"
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MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
TABLE1.--_---.._._ _.:.:_:.:__..
TABLE 2 --- TABLE 3
(2) 2"x6 i2" 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 TEK OR SMS SCREWS
PER FOOT OF BEAM LENGTH Q? PER FOOT OF WALL HANGER AND BEAa =
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PER FOOT OF BEAM LENGTH
5 110 MPH 120 MPH 130 MPH - 110 MPH I - 120 MPH - 130 - --- - "---- _...
- 110 MPH 120 MPH 130 MPH
EXP. B EXP. C EXP. B EXP. C EXP. B rEXP. C EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. B 'EXP'.'6'' EXP. B EXP. C
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0.075" II
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�I II
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ALUM. ALLOY 3004-H36
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MAG BEAM
B M
ALUM. ALLOY
6063-T6
T=12 OR
14 GA.
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GRADE 50
G60
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OR EQUAL
DBL. 3"x8"0.042" BEAM
W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"x8" BEAM.
SPLI(
WHEF
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ALUM. ALLOY 3004-H36
OR EQUAL
D 4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
4.0"
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L ALUM. ALLOY 3004-H 36
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8
0.375'
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F /ASTM A653 GRADE 50 CP60
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3"x8"0.042" 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
T-
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0.024"
0.032"
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ALUM. ALLOY 6063-T6
G W/ (1) "C" INSERT
ALUM. ALLOY 6063-T6
H W/ (2) "C" INSERTS
ALUM. ALLOY 6063-T6
NOTE:
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SPAN TABLES, IT SHALL BE INSTALLED THE.
FULL LENGTH OF THE 7" I -BEAM.
0.075" 3.0"
TYP l
I
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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.
H)=3"SQ.xt=0.250"
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SO. STEEL POST
ASTM A500 GRADE B
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CAI,_-) I IINU Ltu�_DCK: UH -WALL _HANGER & EAVE CONNECTION DETAILS
A:14 I RAMING AN(;I.F NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR B. SITE -SPECIE( DESIGN 112) WALL I COVER
SFF IAHI.(' 2 C ENGINEERING IS LOADS OPENING PROJECTION ! 3/16;-'TLIcL NOTE HRACKI_I ;;AN 111 1 OCA Il 1.
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING - $" (' it -1,0 I101_LS.IYP ANYWHERF ON f:AVf
D
I�nS'fI=.NI RS. SEF I n81_F 3 1 STUD WALL FRAMING WHERE ONE OR MORE OF THE tu. 2u psi -NOTE PRUVIDf WATER
FOLLOWING CONDITIONS OCCUR: ;10. 40 & 50 pS1 > 6' I > 14• t.� O 1YP BRACKET PROTECTION, METAL FLASHING
R.F. OR EXT HANGER _ / AT EVERY 2x CAUCY. JOINTS AND SLOPE
CHANNEL. 2X OR 3X \ "- ----- 8
"Irl ° TO DRAIN (OPI ZONAL)
RAFTER. BRACKET � LEDGER OP, WALL I (ANGER jam/ EXISTING EAVE ALLOWABLE PROD TO BEAM
\ l� OVERHANG SEE TAIII.E 1
WITH FAST=NERS y � .._.._. ...
- PER TABLES 3 & 4 /�; - 1 114" ("1.4i° MAY..) ' f.cDlt r.nl rnrl:N
i
ALUM. PANEL 2Y• OR —' EXIST. RAFTERS AT L �; 2x WOOD S'fUD C)R
3z ALUM RAFTER 74" O C Al' ROOf I' AIN y, I CONCRETE WAI.1_ _ RAFTER i 'I
EXISI FASCIA BOARD - ) OVERI IANC (3).1114x:1 112'W S
— ALLOWABLE PROD. EXISTING EAVE X Fl)l.I. DEPTH 3Y;
I - WOOD SCAB. L
TO BEAM OVERHANG WI•IERk OCI;UI'1 1' MIN
Ir I
I
^
SEE TABLE 1 (24" MAX.) I r SEE TABLE 2 � � - - NOTE PI.ACf ' IKA FLEX."VON SIMILAft
n I MATFRIAl flf 1 WF -FN DRACKF7 ANI) CC)Mf' NO fI ISItnCKf I MAY IIf
/ ,IV' SHINGis ROOFING TO PROVIDE SEAL MOUNTCU DCLOW RAI I 1'1?
1/ EAVE CONNECTION WALL CONNECTION W1 ;AMI- CONNL CTION";
A 1 f:xlr;'nNG RCUH ( IVFRrIANC; DESIGN I onus `-'
NOII WAL1 L1=OGER I$ NOMINM. LIIMBLR SIZE_ 7-x6-(A'f 2'x6 s;- /C Al LTERNATE EAVE CONNECTION
Itlll = :I p51 (MIN) Ir) 8 psI (MAX) RI I = 26. l5 :10, 40, P. fill u:'' MINIMUM ItAF rFR$)• NOMINAL :-x11" (AT :S'z0' MINIMl1M HnFTEl2 ;) l
2 f..Xl ;'PING RAI fPR nl I UWAl11.F IIf MDINr; :;TRf. S:; L :%110 p:' J NO" G 1111;; DI- I All IS LIMITED TO Ri-:;11)1NI IAI IN;; I Al I I R )N:-;
OR KILN -DRY WOOD -FILLED 2"6 Yi OR 3'x0' ALUMINUM SECTIONS
vv,.,.
TABLE 1 TABLE 2
H A 10 psl MAXIMUM DESIGN LOAD
TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
EXISTING OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
\' "r FRAMING MEMBER MAXIMUM PROJECTION
(A) • SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS
COVER AT ROOF WIND SPEED (MPH) AND EXPOSURE (B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB
.1� ) FULL LENGTH OF RAFTER TAIL
LUSL OVERHANG 110,13 110, C 120,13 12_U, C 1130, B 130, C _ _
2" x 4" FULL 26'-0" 26'_0" 26-0" 25' 2"' 25'-4"20'-7"Q = _ - 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" 125'-4"l1'-2" j 0 WIND SPEED WIND SPEED _W_
IND SPEED WIND SPEED
WIND SPEED
— "'-- m � (EXP: B & C) (EXP. B & C) (EXP. B & C) (EXP. B S C) (EXP. B & C) EIRP. BP& CD
- _ •, 2.,x6" FULL OR -j- ------------ _S_
_ __ __ __
2"x8" NOTCHED 26' 0" 26'-0" 26'-0" 26_-0"I 26' 0" 26'-0" 110 120 1130 110 1 120 130 110 120 f 130 110 120 1130 110 120 i 130 110 120 130
2"x8" FULL OR i 5' (A) (A) i (A) (A) (A) (A) (A) (A) (A) (A) A A A
2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" i 26'-0" 26'-0" - - -- - - -- ( ) ( ) (-) (q) (q) (A) (A) (A)
6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (%) (A) (A) (A) (A) (B) (B) (B)
2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25-4- 20'-7"
` _ _ 7 (A) (A) (A) (A) (A) lA) (A) (A) (A) (A) ( ) A A
2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0' _ A ( ) () (q) (q) (g) (g) (B)
20 2..x6" FULL OR --- — 8' (A) (A) (A) (A) (A) (A) - (A) - (A) (A) (A) (A) (A) lB) (B) (B) (B) (B) lB)
2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0"
2"x8" FULLL OR
—_ _ _ 9' (A) (A) (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" 10' (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) lg) (g) B B
2"x10" NOTCHED
2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 2 - 11' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (g)
✓'�'�_� .()•� 0'7"
2" x 611 NOTCHED 26'-0" 26-0" 26'-0" 26'-0" 26'-D" 26-0" 12' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B)(e) (B) (B) (B) (B) (B) (B) (B)
25 2"x6" FULL OR
2"x8" FULL OR AND ROOF PANEL RAIL TO FASCIA
2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
r •-awl,
�"~ry:sIylGI,t 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26' 0" 26' 0" 26'-0" OR LEDGER TO EXISTING WOOD STUD WALL FRAMING FOOTNOTES TO TABLES 3 $ 4:
2" x 4" FULL _ 16'--0" 16-0" 16'-0" 16--o" 16'-0" 16' 0" (C) - (2) Y," DIAMETER LAG SCEWS a. EMBED ANCHOR 3" MINIMUM INTO
= 2" x 6" NOTCHED - 101-10" 10' 10" 10=10" 9'-2" 9' 3" - — _.._
(n . - ;
_ (D) • %" DIAMETER LAG SCREW CONCRETE WALL AND INSTALL IN
` I R - — - (E) •'4" DIAMETER LAG SCREW ACCORDANCE WITH ESR -3037
30 2.,x6., FULL OR
o. o 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26' 0"
*;r C ' `° c'f. 2,.x8., NOTCHED --__ L.
_ _ _ b
NLESS STEEL
— ' 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S. 40 PSF S.L. 50 PSF S.L.
UI. • .... 2"x8" FULL OR WASHER WHEN NISTALLING NEW
^,gnAID ; Rt.ti • '( 2"x10" NOTCHED 26' 0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" ? o ---
_ WOOD LEDGER AGAINST EXISTING
WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
2" x 4" FULL 1 1'-7" 11'-7" 11'-7" 1 1'-7" 11'-7" 11'-7" 3 (EXP. B & C) (EXP..B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) CONCRETE WALL.
2" x 6" NOTCHED 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 �. WHERE ROOF PANEL RAIL OCCURS,
r -r 40 2"x6" FULL OR 5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (pj (D) USE Y2" DIAMETER LAG SCREW IN
2"x8" NOTCHED 19'-6" 119'-6" 19'-6" 19'-6" 19'-6" 19'-6" LIEU OF (2) / DIAMETER LAG
' r
6' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) ()) (D) (D) (D) (D) (D) (D) SCREWS.
2"x8" FULL OR
l 2 x10 NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 126'-0" 26'-0" 7'
k' ...• r:.. • Via:: ;:e: ::.,: (C) (C) I (C) I (C
2" x 4 FULL 18--11 8' 11" 8'-11" 8'-11" 8'-11" 8'-11" 8' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) I (D) (D) (D) (D) (D) (E) (E} (E)
2" x 6" NOTCHED 112'-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)
f' 50 2"x6" FULL OR
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)
2"x8" NOTCHED
2"x8" FULL OR 11' (C) (C) (C) (C) (C) (C) (D) I (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
2"x10" NOTCHED 20'-9" 1 20'-9" 20'-9" 20'-9" 20'-9" 20'-9"
ThinkPadyDuralum\IAPM0019515-21-14 Submi"aP,5.21-14 A 5.dwg, 8272014 11:45:12 AM. CutePDF Writer, 12 (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) I (D) (E) (E) (E) (E) I (E) (E)
' � r
TABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
COVER
NUMBER AND TYPE
LUSL
— OFF ASTENERS
10
)i 0 SIMPSON S rRONG-BOLT 2 SS
Al all" 0.(:
20
);. 0 SIMPSON STRONG -BOLT 2 SS
AT 40" O.C. (a.b)
25 I )2.0 SIMPSON STRONG -BOLT 2 SS
-- Al 40 O.C. (:,.b)
:30 )r' 0 SIMPSON STRONG. BOLT 2 SS
AT 36" O.C.(a,b)
40 Y� 0 SIMPSON STRUNG -BOLT 2 SS
AT 36'0.0 (a.b)
GO )' 0 SIMPSON STRONG -BOLT 2 SS
J AT 24" O.C.(a,b)
U
W'
E
8
w
I
w
ir
w
Z o
uiow
;;
. 0
0
Z''r'ww
�otL'n¢
oz: �VO_,/,
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
T=.060" TYP. t
z
z
2 740° i SEE TABLE 3, SHEET 4
I
i
c
w
(
w
z
FASTENERS, x
I '
1 �
Z Z o
w2
SEE TABLE 3 SHEET 8300" 078
T=.060" J W
3
c
w �
ALUM. 3004-H36
I I 633"
06��- Y--- .25"R -� 05' I
0
FASTENERS o
F
= TABLE 3 SH` -T 8
S"
I 6"
I
C m
U
1.5Q�
.010"x90" .202" FASTENERS, 0 i -r
DIA. SEE SHEET
- --
O
}
< N U
a < c
t= 0.04"
_ (2)
io o 563" 200 205"
a
3'
- z
_j w
281" - ---
N M Ch
I
W <
d w D
Cq O FASTENERS
Q CONTINUOUS A- RAIL
ROOF PANEL j (WHERE OCCURS)
- -
0
_
< c U
Q 0 O
`� �'' ri SHEET 8
-
`3"� 3-
��
o z
o
SEE TABLE 3
FASTENERS. W ALUM.ALLOY
060" I 1
FASTENERS,
1.8B0"�'- SEE TABLE 3, SHEET 4
w
4-4-J. '�
SEE SHEET 6063-T6
ALUM.ALLOY
ALUM. ALLOY
i
1.75"
ALUM.ALLOY .
6063-T6
6063-T6
6063-T6
°
ROLLFOOR ED
ALL
0
OB
EXTRUDED HANGER / CONNECTION
I.R.HANGER
"H" BRACKET
In =
as
o<`
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
o
AT ROOF LOADS EXCEEDING 30 psf.
10# L.L.=(2)#14 sMs EA. SIDE
o
(3) %2'0 LAG SCREWS
1 1/2" 20#,25#,30#L.L.=(3 #14 SMS EA SIDE
BEAM SPLICE TO
J
L OCCUR DIRECTLY OVER 5/8" PLASTIC
z
Q 3
#14 SDS,
40#,50# L.L.=(4)f#14 SMS EA. SIDE
POST. NOT PERMITTED PLUG WHERE
° �j
3 PER SIDE
I _ _ —
@ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE
J=
—3/4" OR 1 1/2"
PER SIDE 5" #14 SMS MAY
Q
T 2" x_6 1/2" OR
- BE USE AS
3"
342Y2;(E)
I 5" MIN. 3" x 8" ALUM.
3.5" 3.5" ALTERNATE TO
1/4"0 BOLTS
0
I RAFTER
3.5" 3 5"
�mzmZ3/4"
OR 1 1/2"
----8" BEAM
5
> W ZaUa3"
3"x8"ALUM.
-- —--------
u
i 5^
oR ❑2
paw<HEADER
o <LL mLU1.
-BRACKET
1"
�--EXISTING WOOD STUD FRAMINvSEE
NOTES(E)STUCCO
BELOW I — 6 1/2" SIDEPLATE EA.
3"x8" ALUM.
L2
ISIDE SEE POST.SCHED.
Ali
STUCCO
RAFTER
2 EACH 114"0 x 3-1/2" LAG SCREWS L.L.=10 psf
EACH 112"0 x 3 112" LAG SCREWS L.L.=20, 25 and 30 psf
I I
#14 SMS EA. SIDE
PENETRATION BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf
TOP, MID HEIGHT 3"SO. POST BETWEEN SIDE PLATES
E
(2- MIN. PENETRATION INTO EXISTING WOOD STUD)
AND BOTTOM.
m E
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
T m�
m
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
LL
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
2 o m
BEAM TO POST CONNECTION 8
TO STUD WALL CONNECTION
a?w;
P
HEADER BRACKET 2
RAFTER
_..>_
��h
0
,.
mow,
wQ�>
1 1/2" OR .'"LATTICE #8 S.M.S.#8
S.M.S. EACH SIDE
ALUMINUM MEMBER WITH
EXISTING DBL. 3"x8"x0.042 BEAM
> d w 2
z
1
ALTERNATE 1/2" DOUBLE RAFTER-
` PLAN 2
LATTICE 1 112" OR 2"
WOOD FILL OR
SHEATHING NOMINAL LEDGER OP, DBL. 2"x6.5"x0.032"/0.042" BEA
CL
o ¢ a e
BOLT CONNECTION
ALTERNATE:
I
\ (NEW OR EXISTING)
SEE NOTE, DETAIL B,
¢ N m
4-#14 S.M.S. EACH
3
RAFTER TO COL.
SHEET 8 I °
w Oj
Lu
r-
CONNECT. (8 -TOT.)
2"x6.5" OR 3"x8" RAF fER
_ ° °
/
w
ALTERNATE: 1/:'." BOLT
,\\
En Icc
� °
w
\
I
�-
z�
wow..
m
\
�� FASTNERS. SEE TABLE 3.
'\
m ry z w
4.5.0Fg e
ALTERNATE:
(2)- #14 S.M.S. EACH RAFTER
H �� SHEET 8
I
•i 5/8" 0 ACCESS HOLES
z io w w
3 ,_ J N
6 >
'^
TO COLUMN CONNECTION
`
c' - 3
I N STALL 6 - #14 X /�
x <
¢ o m w
o o � c
° \
(4 -TOTAL)
�
r: LONG SDS C EACH
3" SO. POST r
3"x 3"STL.POST (24") ALTERNATE: I
HEADER TO COLUMN
INSEP,T kTACHED OR (2)-2x6.5" OP,
—
3"x 3"STL.POST COLUMN I I, I i I (2}3"x8"HEADER
ALTERNATE:
��,. '— (2)- 2x6.S' OR (2 j 3"x8" HEADER I
"_:' .. EXISTING —� 12 FASTENEP.S PER
\ — 1 STUCCO OR EQUAL CONNECTION)CD
/
rn a
c
FOP, FREESTANDING J ` `
-ALTERNATE:0,
I
T
3"x3"x0.024"- (1)-1/2"BO_.OR
L 2.5" PENE. INTO EACH WOOD STUD
0,
W
_ i
- 2"r. c.5" SIDEP AT= j
CONNE^TOP. (2 - #14 S.M.S. EACH RAFTER I
„
I
0 w
w
1
Q
^. ; EXIST. STUCCO / LEDGER n -
DBL. RFTER / DBL. HEADER CONN. '. 4 I
A
STUB COLUMN TO DOUBLE HEADER CONN. 5 i I ATTACHMENT DETAIL 6
If rvJ i bUNt-/ALt 1\/IUUN I AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REO. COLUMNS
I- 11RACKE1 (al X'So POST
VVI (4)-1114 SMS EA SIDF-. OF POST
OR 1/2" M.11 TI I['?()I j(;I I p()f71
ALUM
LIM "11 il?A(:KF I USE WITH
POST 1,051 ryr,[- It.(:j.*) OF? E.
BNACKI."i or? 9-- So.
13A SE Il ATF (]'*,I'* %A/MIH
TYPF r".(, J) I' -F G.H.J OR K
.318"0 STRONG -1301'1 :1 S!; ISFE I
Allf I I
EA BRACKE I I0 SI.Ali
9 112" MINIMUM DIS -1 ANCF 1-0
EDGE OF SLAII
33" MINIMUM DISI ANCE FROM .......
SLAB CRACK To COLUMN I
( i%" MIN. EMBEDMENT)
+ DEPTH
1 -
SLAB SHALL BE IN POURED CONCRETE
GOOD CONDITIONFOOTING SEE TABLES
FORsIZE J
3 1/2" MIN. SEE FOOTING
IN BEAM SPAN TABLE (i0l)ANI
("7)EXISTING SLAB POSTS TO CONC. FOOTING
ATTACHED COVERS ONLY 08 ATTACHED COVERS ONLY
ALUM. ALLOY 3.00" OR
6063-T6 2.40"
0
N
1.375"
.75"
1.60"
0
P .5
INSTALL 1%2"x 1Y .0901, Typ.
2*'x Ye" HDG
IWASHER PLATE AT ANCHORS
FOR 130 MPH
NOTE: CONCRETE SLAB ANCHORS SHALL BE
DIAMETER SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037)
ALUM "T" BRACKET r
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7/16"0 HOLE T
FOR 11101,, g..
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ASTM A500 GRADE 8
J" INSTALL 1%" x 1%" x Ye" HDG \1. 125
LWASHER PLATE AT ANCHORS
1.75"1
.157'
TYP.)
USE FOR 3" OR 4"
STEEL POSTS 1 5.
T
2- 5/16"0 HOLES --X
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
TABLE 1
TABLE 2 -
AT
ATTACHED ONLY
ATTACHED AND
0 OTI N(
FOOTING & ANCHOR BOLTS
FREESTANDING
ALTERNATE FTG.
rOoT 7c _SINGLE Ilql_ IP
FOOTING SIZEBOLTS EMBED 30 IIJ* DEEP 'CWlJr- 1: 1 G
.
a 0
if i''
20" 21" SO
4' C[HIRD (1) 3 114*
22" 25" 11(1
------
;m-. so 20"
25- 30- Ctln(10 (2) :1114,26"
32" SO. I 23-
3 1'.14 (4�5/8-0 d,
28" 35" SO. 25*
30" 39" 28"
35, :19' ;:utiMm!4}.,3.lzlo 4 3/4'
40- - 4:1- CUBEU (2)
L
SQ.
32" 43" SQ. 30"
34" 47" So. 32"
(1)-1/2"OM.B.
36" 51" SQ. 34"
NOTE BOLTS SHALL BE SIMPSON STRONC-HOI 1:1!;!;
81, 55" SQ. 37"
(ICC -ES ESR - 3037)
W w
1) MAY USE EITHER STEEL 'r BRACKET OR
4.0" 39"
. 0" .60". SQ.
ALTERNATE FREESIANDING BASE PLATE
'12 64" SO
2) REQUIRE,; USE OF ALTERNATE FREESTANDING I
44" 691, SO.
BASE PLAI"E.
--------
cullf- I:ooTINC; wI:f 1(1• ;;1110
I
2 FLANGES
2 1/8" APART
STEEL "T" BRACKET
ED
BASE FLARES
TO 3"WIDE EA.
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
(3)-3/4"0 E
FOR POST TYPE F, G. H. I
3" OR 4" SQ.
INSERT
5" 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
BASE PLATE /73/167--
POST 2,
INSERT
9" SQ. X 5/8
THK BASE PLATE
(ASTM A500 GRADE B STEEL)
1Y" 6Y"
2
WELDED STEEL BASE PLATE
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
10
U
UJ C j
<
j, r
E
8
o E
m
LL
u)
< z
S TEF1 PO!','r ONI Y
USF ros I I YPF
F. G. I -t, 1. .1 OP K
I%? 1) 1 z PTH OF
FOOTIN(` OR
E" MIN L.MLII)
I III'
w
C9. in
W Z
cnU-1
j
i:C
(1)-1/2"OM.B.
x9" LONG, I"
EL <
FROM END
W w
OF POST
co
POURED
CONCRETE
SQUARE. SEE FTG.
FOOTING
SCHEDULE IN BEAM
SPAN TABLES
POST EMBED.
)SQUARE
",p
INTO FOOTING
(3)-3/4"0 E
FOR POST TYPE F, G. H. I
3" OR 4" SQ.
INSERT
5" 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
BASE PLATE /73/167--
POST 2,
INSERT
9" SQ. X 5/8
THK BASE PLATE
(ASTM A500 GRADE B STEEL)
1Y" 6Y"
2
WELDED STEEL BASE PLATE
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
10
U
UJ C j
<
j, r
E
8
o E
m
LL
u)
< z
ATTACHED & FREESTANDING SOLID
COVERS - 25 PSF SNOW LOAD
- 110,120,130 MPH - EXP. B & C
3"x8"x0.042" BEAM
DBL.
3"x8"x0.042"
BEAM
DBL.
3"x8"x0.042"
BEAM
3"x8"x0.042" BEAM
z
-
(.� W/ 14 GA. STL. INSERT
N W/ 12 GA. STL. INSERT
W1 DBL. 14 GA. STL.
INSERT
W/ DBL.
12
GA. STL.
INSERT
W
z
P
-
_
WWD
ATTACHED
SOLID
FREESTANDING
SOLID
U ;
Zo
Z Z
w
(n G v
ATTACHED SOLID
FREESTANDING
SOLID
ATTACHED SOLID
FREESTANDING
SOL/D
ATTACHED SOLID
FREESTANDING
SOLID
}
>
>
a '
FTG.
MAX.POST
FTG.
MIN.
MAX
FTG.
MIN.
MIN.
MAX.POST
FTG.
MIN.
MA POST
F7G.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
SPACING
7tNNI)
MIN.
OST
MAX.POST
SPACING
FTG.
(IN.)
MIN.
POST
j p
m 3
rw
c u a
Z
MAX.COL.
SPACING
F- p
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
POST
MAX.POST
SPACING
(IN.)
I
MIN.
POST
SPACING
(IN.)
I
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
TYPE
SPACING
(SPAN)
(IN.)
I (1)
POST
TYPE
(SPAN)
YPE
(SPAN)(1)
TYPE
Om
SLAB
_
m 3
SPACING
(IN.)
POST
SPACING
(IN.)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)Encn
�UON
C
(2).(3)
¢
-
SPAN
(SPAN)
1
O
TYPE
(SPAN)
(1)
331
16'-6"
20
16'-6"
32
1
224
E
21' Z'
333
H
23'-23'-2"
225
E
23'-22'-8"
334
I H
5
G
14'-1"
19
C
31
G
14' 3"
19
C
15'-14-8"
G
16'-6"
22
E
16' 1 "
31
(�j
21' 2"
Q, 8.,
w
C
10' 4"
5'
14'-1"
21
15'-4"
31
14'-3"
21
15' 1"
32
19' 4"
22
19' 4"
35
I
21'-2"
23
E
1
35
6
w o a
r
12'-10"
19
E
14' 4"
32
G
13'-1"
20
E
13'-9"
32
G
15' 1"
15'-1"
21
23
E
14'-8"'
32
G+
19' 4"
25
E
18'-10"
34
H
21'-2"
26
20'-8"
2
.35
2 M 0
r
9-0
6
12' 10
22
14'-1"
32
.
13'-1"
22
13'-6"
31
21
14'-0"
33
18'-0"
22
18'-0"
35
19' 8"
24
E
19'-8"
36
K
7
° o
11'-3"
20
E
'-1"
20
E
12'-9"
32
C7
14' 0"
14'-0"
23
E
13'-8"
33
H
18'-0"
26
E
17'-7"
35
I
19'-8"
26
19'-2"
36
0 < a
8'-0"
7'
11' 3"
22
12'-1"
22
12'-6"
32
21
13' 1"
34
16'-10"
23
16'
336
K
1518'-4'
227
E
18' 4'8'-0"
337
K
8
~ W
10'-7"
20
12' 7"
33
H
11' 4"
21
E
12' 0"
33
H
13' 1"
24
E
12'-9"
33
H
16'-10'
26
E
16'-4„
I
<`
J
7'-6"
8
10'-7"
22
E
12'-2"
33
11'11"
23
11' 8"
33
G
13' 1
224
12' 412-1"
334
15'-105'-10'
227
15'-
336
K
17'-4"7
228
E
17'-417,-0"
337
K
9'
9'
9'-5"
20
E
11' 10",
344
H
10'-810'-8"
223
E
11' 1"1'-1"
333
H
12' 412 4
E
H
E
1'-6"
4"
EN.P.
9 5 "
23
.,
11 7
3
225
11' 9"1-6"
334
15'-115'-1"
227
15'-14'-8"
337
K
16'-616,-6"
228
E
16'-s
338
K
10'
8'-11"
20
E
11' 3"
34
H
10'-2"
21
E
10' 9"0'-6"
334
H
11-911•-9"
E
E
6 1"
(n10'
8'-11"
23
11'-0"
34
10'-2"
24
22
11'-211'-0"
335
14'-4"
228
14'-4"4'
337
15'-915'-9"
229
E
15'-915-4"
338
K
11'
IL
8' 5"
21
E
10'-8"
35
9'-8'
22
E
10' 3"
34
H
a-
11' Z"
11'-2"
25
E
1
4'-4"
E
1"
K
N.P.
11
8'-5"
23
10'-6"
34
9'-8"
24
10'-0"
34
226
10'-910
365
13' -Ln
9
228
13'-93
338
K
15'-115'-1"
229
E
15'-114.-8"
K
12'
LL�
8'-0"
21
10' 29
335
9 4
225
E
9'-109
334
I
N
10 910'-9"
E
I
3 g„
E
6"
39
o
N.P.
12'
8'-0"
24
E
8"
g,�„
7"
H
-6"
O"
o
>J
?Z
cn N
¢
ATTACHED
SOLID
FREESTANDING
SOLID
ATTACHED
SOLID
FREESTANDING
SOLID
ATTACHED
SOLID
FREESTANDING
SOLID
>-
Qx
SOLID
FREESTANDING
SOLID
}
ATTACHED
SOLID
FREESTANDING
SOLID
ATTACHED
FTG.
MAX POSTF.
MIN.
MAXPOST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.PING FTG.
MIN.ON
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.COL.
� o
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST
((Nj)
MIN.
POST
SPACING)
POST
SPACING (IN.)
PnOPSE
S(SAPCIN> (M,)
P�QPSE(SPS)
((N,)
PT10FE
SPACING
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
IPYOPE
S(SPAN G
)
(IN.)
(1)
POPE
(Pj
TYPE
(SPAN)
TYPE
(SPAN)
(1)
SLAB
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
23
23'-2"
34
G
(2),L
20
15' 9"
31
14'-3"
20
15'-1"
31
G
16'-6"
21
E
16'-6"
32
G
1'-2"
23
E
21'-2"
2Q' 1"
34
34
I I
23'-2"
22'-10"
26
E
22'-0"
35
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10-4
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14'-1"
C
15'-0"
32
G
14'-1"
23
C
14'-3"
31
16' 3"
24
15'-7"
32
19'-10
25
35
Z
C
13'-10
21
20
13'-9"
32
15'-1"
21
15'-1"
32
IS
9' 4"
23
E
19' 4"
35
I
21'-2"
24
E
21'-2"
35
I
6
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W Z
N
12'-10"
20
E
14'11"
32
G
13'-1"
E
G
14'-10"
24
E
14'-3"
32
H
18'-2"
26
18'-4"
34
H
20'-10"
27
20'-1"
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r
9,-0„
6,
12'-1"
22
C
13'-8"
31
12'-10"
23
13'-1"
31
14'-013'-3"
333
8' -Os
237
18'-0'7-1„
335
19'-81g�"
228
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19'-8"8-7"
336
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7
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11'-3"
20
13' 4"
33
12'-1"
21
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12'-9"
32
G
14'-0"
22
E
H
9"
E
I
I
7'
11' 1"
22
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12'-8"
32
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11'-10"
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32
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13'-9"
25
34
16'-10" 24
16'-116'-0" 335 I
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18'-415-2 22g
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18'-47-6 336
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8
10'-7"
21
12' 7"
33
H
11' 4"
21
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12'-0"
33
H
13'-1"
22
E
13' 1"
12'-4"
33
H
15'-8"
27
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7'-6"
8
10'-6"
22
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11'-10"
33
11'-2"
24
11'13"
32
12'-10"
26
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15'-14'-10
228
15'-
336
IT -4-7,-2"
229
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17'-416'-6"
337
K
9
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21
11'-1
34
H
10'-8"0
225
E
11' 3"
33
H
12' 411
226
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12'-4"11'-8"
H
E
1'-1"
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7, 0„
9'
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23
E
11'-2"
33
7"
10'-8"
33
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35
I
15'-1"
25
15'-14'-3"
336
16'-616'-3"
230
E
16'-6"5
337
K
10'
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8'-11"
21
11' 3"
34
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0'-2"
22
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10' 9"
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11'-9"
23
26
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11'-2"
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14'-1"
28
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11'-0"
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335
4
229
14' a"3
337
15'-915'-6"
230
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15'-14'-10"
8
338
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11
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22
10'-8"
35
9'-8"
23
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10' 3"
34
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11'-210'-6"
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3' 4"
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8"
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11'
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10'-0"
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9'-6"
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9'-8"
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36
13' 9" 26
13'-9" 38
15'-1" 27
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15'-1" 39
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12'
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22
10' 2"
35
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9'-4-
23
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9'-10"
35
1
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10'-9"
10'-0"
24
27
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10'-9"
10'-2"
35
I
12'-10"
29
E
13'-1"
37
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14'-10"
31
14'-3"
38
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23' 2"
25
22' 1
35
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C
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14' 1"
1
21
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31
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16'-6"
22
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16' 3"
32
33
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1'-2"
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27
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20'-10
19'-6"
34
36
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22' 4"
28
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21' 3"
37
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5
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10' 4"
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13'-6"
C-6"
33
24
13' 10"
33
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15' 10"
25
15'-2"
335
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21
22g
20' 119'-6"
336
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M
12'-10"
22
32
H
13'-1"
22
E
13'-7"
31
G
15' 1
23
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14' 113 10'
333
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19'-411 7' 8"
227
E
19 17'-9"
I
20'-4"
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6
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6'
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3"
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12'-7"
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12'-8"
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14'-6"
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19'-8"
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19'-4"
36
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11' 3"
22
13' 2"
32
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12'-1"
22
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12'-7"
32
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14'-0"
23
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13' 9"
12'-1.0"
33
32
H
18'-0"
16' 4"
25
28
E
17'-8"
16'-6"
34
I
18' 10"
29
E
18'-1"
35
I
7'
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3a w
8'-0"
7'
10'-9"
24
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12' 3"
32
11'-8"
25
11'-O"
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12' 9"
26
333
16'
229
16'_
335
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18
230
18'
336
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8'
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12 4"
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11' 4"
23
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11'-9"
33
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13'-1"
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12' 10Z 1„
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1'5'-6"
I
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17'-10"
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116'-10'
10'-7" 22
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8'
10'-1"
25 I
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1 i'-6"
32
H
11'-0"
26
11'-0"
2"
32
33
12' 7'
12' 4"
27
24
12' 211
333
H
15 '
229
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15'-8"4
336 .
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17'-416•-8"
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11�,o,3
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11'
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11' 3"
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11'-7" i
34
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15'-1"
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14'-10"
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16'-6"
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1 fi'-3"
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10'
11"
23
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1 1'-1"
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10' 2"
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10'-7"
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10' B" 27
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10'-9" 34
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113'-8" 30 '
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15' 10"
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SEE ALTERNATE FOOTING TABLES
SHT. 10 FOR ATTACHED COVERS
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COLUMN AND SHALL NOT CONTAIN ANY CRACKING.
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3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE
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SPACING (IN.)
POST
m
O Q Q e
0 m
), (3)
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
EE
r
¢ O
o-om�
9'-0"
5'
8'-8" 18
B
9' 1 " 28
G
5
8'-4" 20
8'-6" 29
w
8'-4"
6'
7'-11" 18
B
8'-3" 29
G
6'
7'-7" 21
I-
-'T -9--r28
wow
7'-6"
71
7'-4" 19
B
7'-8" 29
G
7,
Z N Z o
7'-2" 21
C
7'-2" 29
3 w J N
7'-0"
8,
0" 19
C
T-2" 30
G
8'
o o rn W
6'-8" 22
6'-9" 29
NP
9'
6-6" 20
C 6'-9" 30
G
9,
6'-3" 22
6'-4" 30
o e
NP 10' 6'-2" 20
C 6-6" 31
G
10'
'-
o
23
6'-1" 3o
NP 11' 5'-11" 20
6'-2" 31
C
n
IS
1 V
o w
5'-9" 23
5'-9" 31
a w
NP 12' 5'-8" 21 C 6'-0" 32
5'-5" 21 E 5' 7" 31
G 12'
a N