BPAT2015-0044Applicant:
PGA WEST RESIDENTIAL ASSN.
54320 SOUTHERN HILLS
LA QUINTA, CA 92253
AUG 13 2015.
CITY OF lA WNTA
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 Class: License No.:
Date: Contractor:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjuy 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.7600) of Divisio
of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for
permit subjects the applicant to a civil penalty of not more than five hundred dollars
($500).: .
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or'improves thereon, and who does'the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within.one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
(� 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 I am exempt under Sec. . B.&P.C. for this reason
/I
Date:
Owner:
CONSTRUCTION VNDING 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: 1/
Lender's
Contractor:
PGA WEST RESIDENTIAL ASSN.
54320 SOUTHERN HILLS
LA QUINTA, CA 92253
(760)771-1234
LIC: 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 thew rk for which this permit is -issued.
jV.l 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 polity number are:
Carri Policy Number:
I certify that in the performance of the work for which this permit is issued, I
shalLnot employ any person in any manner so as to become subject to the workers'
compensation'laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor C
, I Shal forthwith
comply. .th t cisse provisions. fY16/'�j1 7�r 116Date: G ��5 Applicant: X71 Vu`s I rV "'
WARNING: FAILURE TO SECURE WORKERS'; MPENSATION 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 is sued•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 ofithisityenter'pon the a ve.
mentio edp operty for inspection purposes.
-t ` Signature (Applicant or Age
�SSLc t CP(1"N1
YU�y
T'
78-495 CALLE TAMPICO
A D'IN I a
VOICE (760) 7774125
LA QUINTA, CALIFORNIA 92253
.
FAX (760) 777-7011
COMMUNITY•pEVELOPMENT DEPARTMENT
INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 8/13/2015
Application Number:
BPAT2015-0044
Owner:
Property Address:
54092 OAK TREE
SUNRISE LA QUINTA CO
APN:
775081021
75005 COUNTRY CLUB.DR
Application Description:
PGA WEST STAWMa,686 SQFT DURALUM PATIO COVER
PALM DESERT, CA 92253
Property Zoning:
f9 35�a 4 t r
Application Valuation:
$10;300.00
Applicant:
PGA WEST RESIDENTIAL ASSN.
54320 SOUTHERN HILLS
LA QUINTA, CA 92253
AUG 13 2015.
CITY OF lA WNTA
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 Class: License No.:
Date: Contractor:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjuy 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.7600) of Divisio
of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for
permit subjects the applicant to a civil penalty of not more than five hundred dollars
($500).: .
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or'improves thereon, and who does'the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within.one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
(� 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 I am exempt under Sec. . B.&P.C. for this reason
/I
Date:
Owner:
CONSTRUCTION VNDING 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: 1/
Lender's
Contractor:
PGA WEST RESIDENTIAL ASSN.
54320 SOUTHERN HILLS
LA QUINTA, CA 92253
(760)771-1234
LIC: 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 thew rk for which this permit is -issued.
jV.l 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 polity number are:
Carri Policy Number:
I certify that in the performance of the work for which this permit is issued, I
shalLnot employ any person in any manner so as to become subject to the workers'
compensation'laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor C
, I Shal forthwith
comply. .th t cisse provisions. fY16/'�j1 7�r 116Date: G ��5 Applicant: X71 Vu`s I rV "'
WARNING: FAILURE TO SECURE WORKERS'; MPENSATION 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 is sued•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 ofithisityenter'pon the a ve.
mentio edp operty for inspection purposes.
-t ` Signature (Applicant or Age
�SSLc t CP(1"N1
YU�y
114A im bill ;ii IR
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DESCRIPTIONk�:�f. ���,�^ ����' ;w ��`AC@OUNT� ���s �, �`�;�:• = E ���T �PAIDPAID DATE-
QTLYAMOUNT
I >,:
:� ���,� fi �.. 4
BSASS61473'FEE 101 0000 20306;.
r+
0 :. $100. $0:00
-r"s€� i afg"4.�c<:�43,L,..-u"` '�'-'a �.s `..`s`r..:Ev�.:,c`r.:::..StF;:b!3"
. PAID.gY` * ;3a g METHOD�mgg
11 12,MM,;s'
#.. CHECK # 3E x " CITD BY:
SUN=
= 3,.':- 01"Ix"x�$'; k��� is.. ;rX :. fr 1.....;w,: ,:r 4.d?�i�>�. 'c:i+�.v�.�.�.
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Total Paid for 6 G.STANDARDS ADMINISTRATION BSA-,$1 00 ,. $0.00
➢:..
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Will
,',*, �<-
_, .,�5 -S ,PAID
ON-,
DATE
�AMOUNTY
<PAID
PATIO'COVER; STD; OPEN '..
101-00
0 ',
$971'7
$0.00
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Irv. arsyACCOUNT -<«�
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�AIVIOUNTq�
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PAIDP,AID;DATE
r>DESCRIPTION� x
:3 N ��4. rd�tdkb� L'.h,F!kk:.:.�iCik£��F-� �-h.<r:: �:'
.c%e.�. b.='KD.
.... a"L��°%'N�4iteb 42'A3�k'£.??�
4�,..
HIM
fM'E��'�
PATIO COVER, STD,,OPEN.PC
101 0000=42600-.'
0.
$95 7.00
.
x M.' '�"�- 12z 1 `' c -�
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_.RECEIP#�`.ECHECKEs#?��CLTDBY
Tota[Paid / COVERED.PORCH / IaATTICE _• ,$192.89 $0.00
3�
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UNT
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,. .a&&;l`1m1`p1 1mA 11)xr��
- RL.ESIDENTIAL
`.•101.0000=20308•
0 -.
` $1:}34.3p�? ;
$0.00
.
ASMI
-".r"Py `i '#s f?'� '3' ('Y°i' '�'`�;c�'Fp�M .' �'r' „.6��-s`<
��� � ` �� �
r ��` '-'i4'a@�,.''[.�iei�t".r y.:.� �,�Cd
'�"�, '��� : �� METHOD � �
,fiH°{ $Te'
�
. 'lad {,kbx4...'d;{._<-a8.;`�P •� �`?ii�
:RECEIPT # '�� `a'
4H9�:� '+.:�u'v.�N'T3,.':�
�� CHECKg#;,��
e y$ o-f4 v"n�i,h�. k AYke,
CLTp BYE
,.• ,PAID�BY�
Y�
TotaGPa�d forSTRONG MOTION INSTRUMENTATION SMt $1 34 $0:00
. ... .. ,otal
I
S T STADIUMJ 686 SQ .ALUMPA
Pescription: PGA WEST _FT,DUR TIOCOVER:.:%
Type: PATIO COVER Subtype: Status.: APPROVED
Applied: 7/22/2015 SKH
Approved: 8/4/2015 JFU
Parcel No: 775081021 Site Address: 54092 OAK TREE LA QVINTACA 92253
SubdMsi6n: TR' 207*17m2 SEE ASSR'MB 7691PG531 34 Block: 'Lot:'l
Issued:
35 36
Lot Sq. Ft:'O- 6uilldi.ng'5q Ft: 0 Zoning:
Finaled:
Valuation: $l0j300.00. Occupancy Type: r Construction Type-
Expired:
Nio.,Buildings: 0 No. Stories- 01-. 'No. Uhites:_0
92251 (760)771-1234
Details:'."D'Uk4L,6M-PATIO -,'CODER ' S Sfikd(ii-J4 X49 . IBC/IRC, 2013 CBC/CRGAND"ASCE SEI 7 10 ;ENGINEER OF RECORD; -
THOMAS CAMPBELL, NO , 37948 THIS PERMIT DOES NOT IINdUDE HELIOC6L�iHtRM'ALSOLAR -ICOLLECTORS.-,PATIaMUST .'..BE.B , ONDED
j0tGRIDWHERE CLOSER IHAN! 5! EDG E, AT-.?OOL.-
75005 COUNTRY CLUB
DR
S T EPHANI_EXHATAMI:`��'.:
01
7/;k2,/ is.
54320 SOUTHERN HIL , LS
LA-QUIN . TA.
CA
6is
CONTRACTOR
JAKETUSON
54320 SOUTHERN HILLS,
LA QU INT A
CA
92251 (760)771-1234
OWNER
SUNRISE LA QUINTA CO
75005 COUNTRY CLUB
DR
PALM DESERT
CA
92253 (760)771-1234
fg�g... ......... .. ............... .......... ------
0 Fv 611 AW
IN 5- . Z 11",
'CONDITIONS "W9 7744T 00
N �Feg 'RQ
N MEN UW _50 -
RM, Mi. SL 0
W11=1 "M_RM_� MNI
APP . LICANT
PGA WEST R , ESIDENTIAL ASSN.
54320 SOUTHERN HIL , LS
LA-QUIN . TA.
CA
92253 (760)771;.1234
CONTRACTOR
PGA WEST RESIDENTIAL ASSN.
54320 SOUTHERN HILLS,
LA QU INT A
CA
92251 (760)771-1234
OWNER
SUNRISE LA QUINTA CO
75005 COUNTRY CLUB
DR
PALM DESERT
CA
92253 (760)771-1234
Printed: Thursday, August 13, 2015 12:44:00 PM
1 of 2
CRWIMMMS,
FINANCIALINFORMATION,
"DESCRIPTIgN', PAMOUNT. LT
;ACCOUNT .' QTY PAID:: PAID DATt' ',RECEIPT #, HkkcPAID BY..
"ea
T 1,
A v y
BSAS 513103 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 for PATIO COVER / COVERED PORCH LATTICE $192.89 $0.00
SMI = RESIDENTIAL
101-0000-20308
0
$1.34
$0.00
Total Paid forSTRONG MOTION INSTRUMENTATION SMI $1.34 $0.00
......... ... .. . .... . . . ............ . .. .... ...
........ .. .... TOTAM . . ......... . ..... . . .....
Printed: Thursday, August 13, 2015 12:44:00 PM 2 of 2 c§?WSYS TrMS
Permit Number BPAT201:
5,':06-44 ---b pti
Q stri on: PGA WEST STADIUM], 686 SQ -FT DURALUM PATIO COVER
Applied: 7/22/2015 Approved: - Site Aciclress':- 54091OAK11REE,
Issued: 'd UI'NfA.'CA 92253
Finaled: COState 'Zip ` Co e1A Q:.
-J:
Status: UNDER.REVIEW' Applicant: :PGA -WlfST.kESI[btNfiAL- ASSIl
Owner
4 &-.SUNRISE LA. p!
Parent'Permit:
Parent Project: C66traftor:.<NONE>
Details:
�c'
k.
MMORN".
•
N i MM J0
4--ST S16 4
MU
�X`03
ri
15 AA
Review Group: BLDG 1ST
7/22/2015
8
NON-STRPICTU.R�kL"-.2
JIM JOHNSON
S TRUCTP.RALCHECK
SEE NOTE!
D 1 ggg
Notes M
WUC-
r4, R T10 R 6E•
'72�K
m6tes:
Bin #
Gl ty of La Quinta
Building & Safety Division
P.O. Box 1504, 78-495 Calle-Tampico
La Quinta, CA 92253 - (760) 777-7012
Building_ Permit-Application and Tracking Sheet
Permit #E
�jAT20 (5
Project Address: (� .• L �•
Owner's Name: l
A. P. Number:
Address:3�v'
Legal Description:
City, ST, Zip: <nn L1-179 0,0 q,�Ps3
RFContractor. P4- n
Telephone:
Address: -5#32 VA u 5
Project Description:
City, ST, Zip, ad2U;�� �/ 9.-126-3
4?'
Telephone:-7W-72_
;::•;:: `>:>`•;:.:.:;:.::.::::•
State Lic. # :
City Lic. #;
Arch., Engr., Designer YL1 � AM �S -51 C.
Address: �5 33 % ��i4Z(lrc.U14 I �7L
City, ST, Zip9h&tdif-6 0LtC bt'! o V d A (% 91-761
Telephone: CS67
Construction Type: Occupancy:
:Project type (circle e one): New Add'n Alter Repair. Demo
State Lic. #: C
Name of Contact Person: �� —t_
Sq. Ft.:
# Stories: I
# Units:
Telephone # of Contact Person:
Estimated Value of Project:1D1fDD
APPLICANT: DO NOT WRITE BELOW THIS LINE
N
Submittal
Req'd
RecdCK
TRACKING
k'
!PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for cimwaftm
Plan Check Deposit
Truss Cafes.
Called Contact Person
$
Plan Check Balance.
Title 24 Cales.
Plans picked up
Construction
Flood plain plan.
Plans resubmitted
Mechanical
Grading plan
2" Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
''" Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
F 77 11177T
Total Permit'sA'
CITY OF LAS QUINTA
COMMUNITY DEVELOPMENT
' 8X,�
061
b.
54-0921.,
)a�k Trpp
0
474 Ag
VA,
Pool 8A'
54092 Oak
Tree
CITY OF LA QUINTA
BUILDING, &-SAFETY DEPT.
APPROVED
a it Luc
FOR CONSTRUCTION Alm
M
DATE - BY -IF
VI io
1w.
dim
Am
Lill
A
3
'& &--A b JR -t.
POST SPACING DETERMINED .BY
TABLE ON SHEET 23 of 49
25lbs./sq,ft. — 110mph wind load
49_0, z W
1'=6°
RAIN. GUTTE.. ..... _ _I\
r
3"X8° DOUG
HEADERS 111 F11I(11111'lillllil�I:ICI�I1l:`t1(11i111ilILIi 11'1ir1I�`I�II1.111'l1II11I1`Iifit`�rIII;�IlFf1F.1` .F Iljl`jI�1 PANEi SPAN':= 11=6" (2s1b9. LIvE LOAD
REQUIRES .,032 MIN GAUGE -PER
l l l l l'.'' (1 l 1111.1 l 11111 I.I I I( i!! 1+ Y3l 1sFrt jFn�� l ((111111 I l I I I l I l l ill ! 11111)1 ICY 11'�!►da12�11 i I{ I I i l i ENGINEERING P3' of 49)
CliEi�D FQ71iNG I L I I (, 1 (STEEL POST IN519E� ALL) g.
111 h1'(ii{lIl111�1j111111��41I,(r�rtloa,Ll�FDfj{A;L,LIPosTs)1(itl�Il(1lIllll(,(I11111�CI1I114I1:lifill3'{I�It1 ° N :�
.111
11l}1�1,1111
IilsI 1I 11
r l :1.111f. :11111[11111111111i 11{, 1l1Il11l�itl'l(,l, I Il,. lli1i1.1L I1It`Il';4liU1111„t Itrllt1l S1�,llrll'lf�rl(1ui1�ilP�,1I"�f1F1°t11 (IilIL(l�Il,F''111f tIl 1lr
2X6" SIDE FASCI' 1'I11ii14 1f141111t1]11F1fi111 1.
11. 01 1I1°iIt
1Ii1
1
3°X8' DOUG
HEADERS'
RAFTER TAILS ® 24" O:C. WIDE X 14 LONG" NORTH
PGA WEST SHADE COVER INTERLOCKI .
(25lbs live load IlOmph:wind load) ^
co
TYPE "C" FREESTANDING m C
W/.CANTILEVER OPTION —n
(Pg. 'i of 49) o
��
cz®
o� -n
zm10
D
0�C
O®O Z
CD
T, T
AFTER TAILS @ 2' O.C.
UTTER
" COLUMN
YXY STEEL POST ',-LL........ 4-33'�
IN 33" CUBED FOOTING SECTION VIEW
0
m -n c: Q
0> F 0:
:r) T
0z 0
zmq-n
-
0 c>n
-n
c: <
I
.0 Mm:� c
5 0 0 z
z m
>
SELF TAPPING *x8' HEADER
SHEET METAL SCRE
• 3*x3' STEEL POST
TOP VIEW
DRILL 9C ACCESS HOLE
FOR
DRILL
TO ACCESS
HEADER M POST
r-3*x3' STEEL POST
ROUND COLUMNS
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CORBEX RAFTER A
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fern wionoay, December 22, 2014 9:09 AM
Attach: Heliocol-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 (30.64 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 SOiAk, INC -
(951) 736-2000 ext. 105 office
morri@mohrpower.com
No virus found in this message.
Checked by AVG - «1_� �w.n� .cum
Version: 2015.0.5577 / Virus Database: 4257/8786 - Release Date: 12/22/14
12/23/2014
TECHNICAL INFORMATION AND SPECIFICATIONS ;
L,% . PCAYL HEATING. ENGINE=?ED FGR LIFE a
The Heliocol
Advantage
THE FEATURE THE ADVANTAGE
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 pool
A. Using your existing pool
pump, pool water is directed
through a series of valves to
your solar collectors.
B. 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 sun's radiant
energy D. The water is then
returned to the pool to repeat
the cycle until your pool has
been warmed by the sun.
c
Certification Data
• ISO 9001:2008 and ISO 14001:2004
• Ortech International Laboratories
• Solar Rating & Certification Corporation (SRCC)
• Solar Energy Analysis Laboratory (SEAL)
• DSET Laboratories, Inc.
• HRS, Florida (Required for commercial use)
• Florida Solar Energy Center (FSEC)
• City of Los Angeles #RR -4508
• British National Water Council (for potability)
• German Federal Health Board
• NSF 50 for Recreational Water Facilities
Enjoy Year -Round Leisure Living.
SrL=?F'COL!iiAT'iN:.NG?NL-E�lED FOR L'FE -.
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 : PGAeesst
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 :
39931
1 27.00
Remarks
Reported by Superior Ready Mix L.P.
Approval by:
Date : 01/01/2015
Date: / /
SIGNATURE ��CKED
'ROIECT ss
)OB N0.
SUB ECT
- — - SHEET
OF SHEETS
Ito
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-tl =flowiA 44,
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BUILDING & SAFETY DEPT.
®PPt®VE®
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.sr.:;,c...awwa_�...Wv�.:-;:.,.s.-.._�'_�i,-.ar-_..-t....r.+cs=v.r_•va;.r..v�+n.aaar`s....-...,::..+ro--:s.:v.�a. m. .•.�•.. u•..,*.,..vxas...:....r.ti:.ye...r-.::.:;.,,,�: ,-..a vx.� :•s. -r}'.
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. 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. 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.
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.
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 4.dwg, 8/25/2014 2:13:27 PM, CutePDF Writer,
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:
I
1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C. WIND SP
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: 11, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: SS= 1.50, S, = 0.6, S DS= 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'
BUILDING & SAFETY
APPROVED
FOR CONSTRUCTION
DATE BY
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING. 10 X 10
SEE CONVERSION METHOD, THIS PAGE,
FOR APPLICATION AND USE.
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 bN 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.'
SHEET INDEX:
SHEET # SHEET TITLE/ DESCRIPTION
SITE DESIGN PARAMETERS:
SITE ADDRESS:
0,+D�12 oqlww, Pw , OA
WIND SPEED & EXPOSURE:
110 m?
ROOF / SNOW LOAD:
2�ilRorBau�la-44
T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES DECEIVE
1 ............SOLID PANEL STRUCTURES
2 ............OPEN LATTICE STRUCTURES JUL 22 2015
3-4 .........PANEL SPANS TRI -V, W -PANEL & FLAT PAN
5 ............MINIMUM FASTENERS C17Y OF LA QUINT4
6 ............RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS COMMUNRYDEWwpfvjEN,
7 ............HEADER BEAM TYPES, COLUMN / POST TYPES
8 ............EXISTING EAVE CONNECTION DETAILS
9 ............HANGER CHANNELS AND MOUNTING BRACKETS
10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
11 ...........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
12 ...........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
13 ...........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS
15-17 ......SOLID COVERS ATTACHED & FREESTANDINGBEAM SPANS, 10 PSF L.L, 110-130 MPH
18-20 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
21-23 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
24-27 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
28-30 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
31-33 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
34-36 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
37-38 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
39-40 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
4142 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
43-44 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
45-46 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
47 ...........INSULATED ROOF PANEL ATTACHMENT DETAILS
48 ...........SNOW DRIFT DESIGN
49 ...........SPAN REDUCTION FACTOR TABLES
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SOLID PANELS SPANS FOR COMMERCIAL & PATIOS
ALUM. ALLOY 3004-H36 OR EQUAL
24" TRI -°V" PAN
ROOF PANEL TYPE 10
PANEL'T'
110 MPH SPAN 120 MPH SPAN 130 MPH SPAN
LUSL
(IN.)
EXP.B
EXP.0 EXP.B
EXP.0 EXP.B
EXP.0
0.88 - -
10'-3"
10'-3" 10'-3"
10'-3" 10'-3"
10'-3"
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110 MPH SPAN
120 MPH SPAN 130 MPH
SPAN
PANEL'T'
110 MPH SPAN 120 MPH SPAN 130 MPH SPAN
9'-0"
8'-6" 8'-7"
8.1" 8'-2"
7'-5"
120 MPH
SPAN 130 MPH SPAN
12'-3"
12'-3" 12'-3"
12'-3" 12'-3"
12'•3"
10
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7 9"
15'-3"
6'-10"
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10,_1" 10,_1„
10,_1" 10,_1"
101_1"
20
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8'-8"
8' 4" 8'-5"
8'-7" 8'-1"
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12'-1" 12'-1"
12'-1" 12'-1°
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11'-1"
10'-9"
10'-3" 10'-_4
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14'-2"
13'-4"
7'-3"
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7'-4" 7'-4"
15.7" 15.7„ 15'_7" 15.7" 7 5.7„ 15'_7„
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8'-9"
8�8'4-8'-5'
8'-9"
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6" 14'-9"'-0"
14'-1"
13'-3"
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9'-8" 9'$"
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10'$"
10'-2" 10'-2"
9'-7""
19'-0" 19'-0" 19'.040
6' 7"
6'-7" 6'-7"
6'-7"
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75'-7" 14'-10" 14'-10" 74'-1" 14'-2" 13'-0"
7'-0" T -O"
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8'-3"
8'-3" 8'-3'
B'-3" 8'-3"
8'-3"
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8'-0" 8'-0"
7'-9" 7-9"
7'-5"
9, 1"
9. 1„ 9,_1"
9,_1"
9,1"
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�92
12•_1"
12'-1"
12'-1"
12'1" 12,_1„ 19'-0°020(1)
9,$„g._1.,
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE/SNOW LOAD, psf
20 25 30 40 50
12"x% x0.020" -
- 0.88 0.83 0.75 0.80
24"x2Y2"x0.018" 0.85
0.80 0.65 0.65 -
24"XZY2"x0.024" 0.90
0.88 0.70 0.65
24"x2Y2"x0.032" 0.90
0.88 - -
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE.
NOTE: PANEL FASTENERS
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
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EXP.B EXP.0 EXP.B
EXP.0
EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
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EXP.0
EXP.B
EXP.0 EXP.B EXP.0
13'-9" 13'-9"
13'-8" 13'-9" 13,_9„
13'_9"
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14,_7"
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72'-0"
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15'-3" 15'-3" 15'-3"
15'-3"
13'-7" 13'-7" 13'-7" 13'-7" 13'-7" 13'-7"
5'-10"
5'-10"
5'-10"
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10,_7, 10,2" 10,_2" 10,_2" 10,2" 10'2"
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12'-9" 12'-4" 12'-4"
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13'-9"
13'-7"
13'-0" 13'-1" 12' 8"
16'-3"
16'-3" 16-3" 16-3"
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10'4"
11'-1"
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9'-10" 9'-3"
9'-5" 8,_71" 9'-0"
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11'$"
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13'-7" 13'-2" 12'-4"
14'-2" 14'-2"
14'-2" 14'-2"
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13 1"
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11'-3" 11'-3"
71'-3" 11'-3" 71'-3"
11'-3"
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10'-0"
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10'-2" 9'-7" 9'-9"
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9' 0" 9'-0" 9'-0"
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8'-7" 7'-10" 710"
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7'-1" 6'-11" 6'-11"
6'-9"
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7'-5" 7'-6" 7'-2"
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9'-2" 9'-2" 9'-2"
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7'-10" 7'-8" 7'-8"
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10.7„
9'-1" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1"
9 8
9 8
9 8
9 8 9 8 9 8"
.032
032
032
O ,,
9'-7" 9'-7"
9'-7" 9'-3" 9'-5"
8.11"
8'-9" 8'-7" 8'-6" 8'-5" 8' 4" 8'-3"
10, 4"
10,_3„
10'-3"
10.7" 70.1„ 9'-9"
a 2
11'_3„ 11'_3"
11'_3" 1�"l
1._3"
9 9 9'-9 9,_9„ 91.91, 9'-9" 91.91,
10'x"
10'4"
040
%10.
040
040
11'-0" 10'-10"
10.70"
10 4„
9'-10" 9'-9" 9'-9" 9'-5" 9' 7" 9'-2"
17' 10"
11'_7„
MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS .
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ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 8/27/201411:38:52 AM, CutePDF Writer,
TABLE 3
EXTRUDED AND 3"x8"
WITH
TABLE 1
STEEL
INSERT HEADERS
NUMBER OF
NO. 14 TEK OR SMS SCREWS
TABLE 2
PER FOOT OF BEAM LENGTH
110 MPH
120 MPH.
130 MPH
(2) 2"x6 %2" AND
EXP. B EXP. C
EXP. B EXP. C
1 1
1 1
1 1
WALL HANGERS, 3'x8" AND
1 1
1 1
1
1
1
6 /2
,� ROLL FORMED BEAMS
1 1
1 1
,
STEEL HEADERS�-
1 1
NUMBER OF N0.14 TEK OR SMS SCREWS
1
1
NUMBER OF NO. TEK OR SMS SCREWS
1 1
1 1
1 1
1 1
1 1
1
PER
FOOT OF BEAM LENGTH
< MPER
1 1
FOOT OF WALL HANGER AND BEAM LENGTH
F
1 1
1 2
Do
M 3
2
M
m
cc
110 MPH 120 MPH 130 MPH110
_
MPH 120 MPH 130 MPH
EXP. B I
EXP. C EXP. B EXP. C EXP.
B
EXP. C
EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C
1 1
1 1
~
~
~
2 2
2
5'
1
1
1
1 1 1
2 2 2
2
2
2
5,
1
1 1 1 1 1
1 1 1 2 2 2
5,
2
6'
1
2
1
1 2 2
.2
6,
1
1 1 1 1. 2
2
2 2 2
2
3
1 2 2 2 2 2
6,
7
1
1
1 2 2
2
1
1� 1 2 2 2
2
2 2 3
3
3
�7�
d
2( 2 2 2 2 2
�,
$�
1
2
2 2 2
2
8'
12
2 2 2
:--�2
8'
2
2 2 3
3
3
2 2 3 3
9'
2
2
2 2 22
9'
1
2 2 2 2 2
9'
3 3 3
3
4
2 2 2 3 3 3
10'
2
2
2
3 2 3 2 3 2
3
3
4
10'
1
2 2 2 2 2 2---- 2 2
10'
3 3
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11 ,
2
3
2
2 2 2
3 3 4
4
3
4
11
2
2 2 2 2 3
2 3 3
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�?`l
12'
2
2
3 3 3
3
12�
2
2 2 2 2 3
cn► .
3
3 3 4
4
5
2 3 3 3 24
12'
13
22
3
2 3 3
4 4 4
4
3
5
13
2
2 2 3 3 3
2 3 3 3 3 4
13 ,
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FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED —a
FIGURE INDICATES FREESTANDING
Z
w
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Z
Z z
W N
w J
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TABLE 3
EXTRUDED AND 3"x8"
WITH
STEEL
INSERT HEADERS
NUMBER OF
NO. 14 TEK OR SMS SCREWS
PER FOOT OF BEAM LENGTH
110 MPH
120 MPH.
130 MPH
EXP. B EXP. C
EXP. B EXP. C
EXP. B EXP. C
1 1
1 1
1 1
1 1
1 1
1
1
1 1
1 1
1 1
1 1
1 1
1
1
1 1
1 1
1 1
1 1
1 1
1
2
1 1
1 1
1 1
1 1
1 2
1
2
1 1
1 1
1 1
1 1
1 2
2
2
1 1
1 1
1 1
1 2
2 2
2
2
1 1
1 1
1 22'
1 2
2 2
2
12 1
1 1
2
2
2 2
—1--2
2
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED —a
FIGURE INDICATES FREESTANDING
Z
w
w
Z
Z z
W N
w J
w � V
Q�
U j m
cr
O n U
¢Qa
-jZz
Jw 0
wa.o a
K U
U 0 0
Q Z
O a Qq
U
w
f
2
0
0
E
8
w
z
r,
w
za
ui G w
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01
CAM,:'GELL n
Exp:
CIVIL
TuC'•?,A-0 I; ;AY
6.5" ROLLFORM
A GUTTER FASCIA
ALUM. ALLOY
3004-H36
B MAG BEAM
ALUM. ALLOY
6063-T6
0.042"/ 6.5"
0.032"
TYP.
-+-2.0'J
DBL. 2"x6.5"x0.042"
�J ALUM. ALLOY 3004-H36
OR EQUAL
J DBL.2"x6.5"x0.032"
ALUM. ALLOY 3004-H36
OR EQUAL
T=12 OR
14 GA.
ASTM
A653 SS
GRADE 50
G60
.042"
TYP.
" 3.0"
DBL. 3"x8"0.042" BEAM
OW/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"4.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"x8" BEAM.
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 8/27/2014 11:41:38 AM, CutePDF Writer,
SPLIC
WHEF
OCCUF
0A
T
HEADER BEAM TYPES
C 4" I -BEAM
ALUM.ALLOY
6063-T6
K 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
Em 3.0"
.032"
ALUM.
B 3" SQ. ALUM POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
D 4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
TYR
4.0"
DBL.3"x8"x0.042 BEAM
.ALUM: ALLOY 3'004-H3- 6�
;. OR_1=01 JAI i a
-i 1.00" I--
.040" ALUM.
.048" STEEL
3.0"
.28"
C 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36
3" SQ. STEEL POST
F ASTM A653 GRADE 50 CP60
1� z
T=12 GA.
ASTM A653 SS
GRADE 50 G60 3.0"
.032"
ALUM. II
F�---3.0"� I
3" SQ.4.032" ALUM. BEAM
E W/ 12 GA. STL. "U" CHANNEL
ASTM A653 SS GRADE 50 G60
T=12 OR
14 GA.
ASTM
7875" A653 SS
GRADE!
G60
0.625"
3"x8"4.042" BEAM
M W/ 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
3`'x8"4.042" BEAM
NDW/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY. SHALL BE,INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
0.024"
0.032"
PLASTIC
PLUGS
#10 SMS
@24'OX
EA. SIDE
3" SQ. ALUM. POST
D WITH SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
0.375"
INSERT J�rAT=Um.WHERELUM.
OCCURS ALLOY
6063-T6
7
0.110"
TYR
7" I -BEAM
r ALUM. ALLOY 6063-T6
G W/ 1 "C" INSERT
ALUM. ALLOY 6063-T6
W/ (2) "C" INSERTS
fl ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7" I -BEAM.
0.075" 1
\ P 3.0"
E MAGPOST
ALUM. ALLOY
6063-T6
NOTE:
EACH. HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
EACH INTERIOR COLUMN WHERE 3
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
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w
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w
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ay
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SQ. STEEL POST
ASTM A500 GRADE B
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No••184��
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submitt:
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--/ Xq 3x ALUM. RAFTER
EXIST. FASCIA BOARD
ALLOWABLE PROJ. EXISTING EAVE.
TO BEAM OVERHANG
SEE TABLE 1 (24" MAX.)
(-A1 EAVE CONNECTION
�1. EXISTING ROOF OVERHANG DESIGN LOADS:
RDL = 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 i
EXIST. RAFTERS AT
24" O.C. AT ROOF t'
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 Y"
MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2"x6 Y2" OR 3"x8" ALUMINUM SECTIONS.
I 3/16" STEEL NOTE: BRACKET CAN BE LOCATED
8" 0 1/4"0 HOLES,TYP. ANYWHERE ON EAVE.
0 NOTE: PROVIDE WATER
O TYP. BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8' O o TO DRAIN (OPTIONAL)
O EXISTING'
ALLOWABLE PROJ. TO BEAM
OVERHANG SEE TABLE 1
1 1/4" (24 MAX') 2x6 OR 2x8 LEDGER
RAFTER.
1/2' W.S
NOTE: PLACE "SIKA FLEX" OR SIMILAR J NOTE: BRACKET MAY BE
MATERIAL BETWEEN BRACKET AND COMP. MOUNTED BELOW RAFTER
SHINGLE ROOFING TO PROVIDE SEAL W/ SAME CONNECTION'S.
�,� ALTERNATE EAVE CONNECTION
Q.., 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
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 Y"
MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2"x6 Y2" OR 3"x8" ALUMINUM SECTIONS.
I 3/16" STEEL NOTE: BRACKET CAN BE LOCATED
8" 0 1/4"0 HOLES,TYP. ANYWHERE ON EAVE.
0 NOTE: PROVIDE WATER
O TYP. BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8' O o TO DRAIN (OPTIONAL)
O EXISTING'
ALLOWABLE PROJ. TO BEAM
OVERHANG SEE TABLE 1
1 1/4" (24 MAX') 2x6 OR 2x8 LEDGER
RAFTER.
1/2' W.S
NOTE: PLACE "SIKA FLEX" OR SIMILAR J NOTE: BRACKET MAY BE
MATERIAL BETWEEN BRACKET AND COMP. MOUNTED BELOW RAFTER
SHINGLE ROOFING TO PROVIDE SEAL W/ SAME CONNECTION'S.
�,� ALTERNATE EAVE CONNECTION
Q.., 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"
26'-0"
(A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB
FULL LENGTH OF RAFTER TAIL
WIND SPEED (MPH) AND EXPOSURE
110,13
110,C
120,13
120, C
130, B
130, C
10
2" x 4" FULL
26'-0"
26-0"
26-0"
25-2"
254"
20'-7"
w=
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"
'D --o
Ln
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"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
1-
110
120
130
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)
(C)
(D)
(D)
(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"
25'-4"
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 OR
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)
(D)
2" x 4" FULL
26-0"
26-0"
26-0"
25'-2"
254"
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"
26-0"
26'-0"
12'
(A)
(A)
(A)
(A)
(A)(A)
(B)
(B) I
(B)
(B) 1
(B) I
(B)
(B) I
(B) I
(B)
(B)
(B)
(B)
25
2"x6" FULL OR
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
ROOF PANEL RAIL TO FASCIA
OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
2"x8" FULL ORAND
2"x10" NOTCHED
26'-0"
26-0"
26-0"
26'4"
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) - 5/" DIAMETER
(E) - 3/" 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"
a=
? o
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
F120
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)
I (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
I\C_71_1A A GA-
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)
11'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
(E)
(E)
(E)
2"x8" FULL OR
2"x10" NOTCHED
GM71/11I 11.A C.11 A\A -.—C
20'-9"
1A, -.--
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
12
(C)
(C)
(C) I
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
(E)
(E)
(E)
TABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
COVER NUMBER AND TYPE
LUSL OF FARTFNFRI4
10 I Y 0 SIMPSON STRONG -BOLT 2 SS
AT 48" O.C. (a,b)
20 I Y2" 0 SIMPSON STRONG -BOLT 2 SS
AT 48" O.C.(a,b)
25 I Y2"0 SIMPSON STRONG -BOLT 2 SS
AT 48" 0. C. (a,b)
30 I Y2" 0 SIMPSON STRONG -BOLT 2 SS
AT 36" O.C.(a,b)
40 I Y2'0 SIMPSON STRONG -BOLT 2 SS
AT 36" O.C.(a,b)
I Y2" 0 SIMPSON STRONG -BOLT 2 SS
50 AT 24" O.C. (a,b)
FOOTNOTES TO TABLES 3 & 4:
a. EMBED ANCHOR 3" MINIMUM INTO
CONCRETE WALL AND INSTALL IN
ACCORDANCE WITH ESR -3037
b. USE 3" SQ.xY4" STAINLESS STEEL
WASHER WHEN INSTALLING NEW
WOOD LEDGER AGAINST EXISTING
CONCRETE WALL.
c. WHERE ROOF PANEL RAIL OCCURS,
USE Y2" DIAMETER LAG SCREW IN
LIEU OF (2))/4" DIAMETER LAG
SCREWS.
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HANGER CHANNELS AND MOUNTING
BRACKETS
Z
FASTENERS,
T=.060" TYP.
2.740"
SEE TABLE 3, SHEET 4
a
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1.50" SEE TABLE 3 SHEET 8 300"
T=.060"
to
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FASTENERS
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3"
8"
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1.50
I= 0.04"
010"x90" 202" FASTENERS,
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1.880"
ALUM. ALLOY
w
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ALUM.ALLOY
AL
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6063-T6
6063-T6
6063-T6
U
OROHANOGERED
O EXTRUDED HANGER / CONNECTION
OC I.R. HANGER
"H" BRACKET
as
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
02
o0
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
00
AT ROOF -LOADS EXCEEDING 30 psf.
6-
(3) %z'0 LAG SCREWS
10# L.L.=(2)#.14 SMS EA. SIDE
1 1/2" 20#,25#,30# L.L.=(3)#14•SMS EA. SIDE
SPLICE TO
N
o m
40#,50# L.L.=(4)#14 SMS EA. SIDE
,,)BEAM
JOCCUR DIRECTLY OVER 5/8" 0 PLASTIC
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> _
J42Y�(E)
3/4" OR 1 1/2"
PER SIDE I
J
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5^ #14 SMS MAY
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3"
1 5" MIN. 3" x 8" ALUM.
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*..
�
1 RAFTER
1/4.0 BOLTS
n F-
4
—
3.5" 3.5"
Z m
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U -BRACKET
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k W
W1"
EXISTING WOOD STUD FRAMING
SEE NOTES
N a m
"
3"x8" ALUM.
(E) STUCCO
BELOW j I 6 1/2" SIDEPLATE EA.
STUCCO
2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L.=10 psf
I i SIDE SEE POST SCHED.
RAFTER
2 EACH 1/2"0 x 3-1/2" LAG SCREWS L.L.=20, 25 and 30 psf
#14 SMS EA. SIDE
E
PENETRATION BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf
TOP, MID HEIGHT 33 -SQ. POST BETWEEN SIDE PLATES
(2- MIN. PENETRATION INTO EXISTING WOOD STUD)
AND BOTTOM.
8
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
N E
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
�
m m.
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
LL
HEADER BRACKET O
RAFTER TO STUD WALL CONNECTION O
BEAM TO POST, CONNECTION O8
—
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wo
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SHEATHING
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NOMINAL LEDGER
OR DBL. 2"x6.5"x0.032"/0.042" BEAM
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J (NEW OR EXISTING)
4414 S.M.S. EACH
r ¢ SEE NOTE, DETAIL B,
nom
RAFTER TO COL.
Ln � SHEET 8
o
CONNECT. (8 -TOT.)
2"x6.5" OR 3"x8" RAFTER
x Cl +
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4.5" O s
ALTERNATE:;;,
FASTNERS, SEE TABLE 3,
of SHEET 8
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(2) #14 S.M.S. EACH RAFTER
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INSTALL 6- #14 X Y4"
a >
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(4 -TOTAL)
;°
3" SQ. POST LONG SDS @ EACH
INSERT ATTACHED OR (2)-2x6.5" OR
- ALTERNATE:
�'
HEADER TO COLUMN
3"x 3"STL.POST COLUMN (2)-3"x8"HEADER
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v
FOR FREESTANDING
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ALTERNATE:
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STUD
CONNECTION)
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3"x3"X0.024' OR
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2"x 6.5" SIDEPLATE
CONNECTOR (2} #14 S.M.S. EACH RAFTER
0 w
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O
EXIST. STUCCO / LEDGER
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DOUBLE HEADER ,�
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ATTACHMENT DETAIL
COLUMN'DETAIL = ..
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 8/27/2014 11:44:47 AM, CuteFUh Wnter,
POST
.Itl
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
"T" BRACKET @ 3"SQ. POST
W/ (4)-#14 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)
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
+II• utrlH a ,
�wIUJ SLAB SHALL BE IN a POURED CONCRETE
CONAL Fa'C t . �'� " GOOD CONDITION FOOTING SEE TABLES
FOR SIZE
3 1/2" MIN. SEE FOOTING
a s fi Li IN BEAM SPAN TABLE _SQUARE
NG. C.37Q48 r.
E.xP.03?il"� f
/�",' 7 EXISTING SLAB POSTS TO CONC. FOOTING
rn>, ATTACHED COVERS ONLY O ATTACHED COVERS ONLY
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ALUM. ALLOY
6063-T6
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3.00" OR
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1.375"
75"
1.60"
r,Gj 'CONAL �1.50 .090" TYP.
4152202 :� INSTALL 1Y2" x %" x Y8" HDG
WASHER PLATE AT ANCHORS
THOMAS IRA} FOR 130 MPH
C CAi'ii ' L
NOTE: CONCRETE SLAB ANCHORS SHALL BE
i'i'i•'•., 3 „
DIAMETER SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037) `
ALUM "T" BRACKET C
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 8/27/201411:45:56 AM, CutePDF Writer,
q 7/16"0 HOLE
FOR 3/8" MB
ASTM A500 GRADE B
INSTALL 1Y2" x 1Y2" x Ya" HDG
WASHER PLATE AT ANCHORS
.157"
TYP.J
USE FOR 3" OR 4"
STEEL POSTS
r-2-5/16"0 HO___
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1
TABLE 1
ATTACHED ONLY
FOOTING & ANCHOR BOLTS
FOOTING SIZE SINGLE POSTS EMBED.
BOLTS
17" - 22" CUBED (1)
(2}3/8"0
1 7/8•
23' & 24' CUBED (1)
(2Y1/2.0
31/4'
25" - 30" CUBED (2)
(4)-1/2'0
31/4"
31' - 34" CUBED (2)
(4Y5/8.0
4'
35" - 39" CUBED (2)
(4}3/4.0
4 3/4'
40" - 42' CUBED (2)
(4Y3/4'0
4 3/4"
NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR - 3037)
1) MAY USE EITHER STEEL T BRACKET OR
ALTERNATE FREESTANDING BASE PLATE.
2) REQUIRES USE OF ALTERNATE FREESTANDING
BASE PLATE.
STEEL "T" BRACKET ( D
TABLE 2
ATTACHED AND
FREESTANDING
ALTERNATE FTG.
CUBE SIZE
SQ. 18' DEEP
' CUBE FTG.
18"
18" SQ.
12"
20"
21" SQ.
12"
22"
25" SQ.
16"
24"
28" SQ.
20"
26"
32" SQ.
23"
28"
35" SQ.
25"
30"
39" SQ.
28"
32"
43" SQ.
30"
34"
47" SO.
32"
36"
51" SQ.
34"
38"
55" SQ.
37"
40"
60" SQ.
39"
42"
64" SQ.
41"
44"
69" SQ.
43"
CUBE FOOTING W/ 3 12" SLAB
(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
(4Y 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
LATE 3/16"2 1/8" APART -
POE —�
BASE FLARES
STEEL POST ONLY:
TO T WIDE EA.
SIDE OF FLANGES
9" SQ. X THK. -"
USE POST TYPE
THK. BASEE P PLATE
i
I
I I
F. G. H, I, J OR K
DEPTH OF
I I
I
1-7/16"0 HOLE
)TING OR
I I
I
MIN. EMBD.
I
i
WELDED STEEL BASE PLATE
I
F
LL
w
Z
w
Q
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_
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JG, 1"•�o°'
d
Q
A END
<••
w
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m
POST
•
Z_
URED
SQUARE, SEE FTG.
RETE
SCHEDULE IN BEAM
)TING
SPAN TABLES
POST EMBED.
'nSQUARE
9
INTO FOOTING
3" OR 4" SQ.
INSERT
i" x 0.188"
ASTM A500
GRADE B
STEEL
(4Y 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
LATE 3/16"2 1/8" APART -
POE —�
BASE FLARES
INSERT
TO T WIDE EA.
SIDE OF FLANGES
9" SQ. X THK. -"
FOR 3" POST,
THK. BASEE P PLATE
4" WIDE FOR 4" POST
(ASTM A500 GRADE B STEEL)
1 Y4" 6Yz"
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
WELDED STEEL BASE PLATE
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
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LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS
,_)BEAM SPLICE TO
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POST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS I @ 2 -POST UNITS 4rprw IS INSInF
PER SIDE „ I
.5" #14 SMS MAY
--------------- -- - BE USE AS
3.5" 3.5" ALTERNATE TO
" 1/4"0 BOLTS
3.5" 3.5"
----- --- - 8" BEAM
a=
rr
2"X6.5"X0.032" SIDE PLATES
D -
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2 1
3
3
3
6'
2
3
3
3
3
4
7'
2
3
3
4
3
4
8'
3
3
3
4
4
5
9'
3
4
4
4
4
5
10'
3
4
4
5
5
6
11'
4
4
4
5
5
6
12'
4
5
5
6
5
7
13'
4
5
5
6
6
7
¢=
2"X6.5"X0.042" SIDE PLATES
Da
110 MPH
120 MPH
130 MPH
EXP. B
EXP: C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
.2
2
2
3
6'
2
2
2
3
3
3
7'
2
3
3
3
3
4
8'
2
3
3
4
3
4
9'
3
3
3
4
4
5
10''
3
4
4
4
4
5
11'
3
4
4
5
5
6
12'
3
4
4
5
5
5
13'
4
5
4
6
5
7
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
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o OR a
SEE NOTES ol
BELOWj I 6 1/2" SIDEPLATE EA.
I i SIDE SEE POST SCHED.
#14 SMS EA. SIDE
TOP, MID HEIGHT
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.POST SCHEDULE
3" SQ. x.032" + (2)-2" x 6 1/2" x 0.032" 3" SQ. x .032" + (2}2" x 6 1/2" x 0.042"
1❑ W/ (6)-#14 S.M.S. EACH SIDE. 2� W/ (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
BEAM TO POST CONNECTION 21
ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS, WHERE MINIMUM NUMBER OF REQUIRED
COLUMNS (SHOWN AT LEFT)ARE NOT SPECIFIED
r (E) STRUCTURE
ROLL -FORMED OR
INSULATED ROOF PANEL
INTERLOCKING SEAMS, TYP.
WALL
HANGER
C `wp 7
cp�FR 2FRs F�
M k'
i 1 j COLUMN 1 3"x3 x0.032" W/ (2);2"x6.5"x0.042" SIDE PLATES. i j I
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LENGTH.L
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FASTENERS, Y- "
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ROLL -FORMED #14 SMS @ 32" O.C. MAX.
(
OR IRP 4 MIN. PER PANEL INTERLOCK)
4 t
ROLL-
FORMED
�l PANEL
............
SEE SHEET 4
ROOFHANGER
2 ROLL -FORMED PANEL
INTERLOCKING SEAM
x 7 i'
#14 SMS @ 32" O.C.
4 MIN. PER
ALUMINUM S
TOP 8 BOTT. 0.024"
P
INSULATED ROOF PANEL
INTERLOCKING JOINT
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BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13
SIMPLE SPLICE FULL MOMENT
w
9" 24" OPTIONAL DECORATIVE FASCIA L
.57 3" 1" 1" 3" 1"1" 8 •1 ( WOOD, ALUM. OR HARDBORD ) Lj -
Z z o_
(2)#10 S.M.S.@ EA. Uj
VALLEY, TYP. w ¢g
#10 S.M.S. (12) - #14 z 1/2" S.M.S. EACH SIDE OF 3"
(8 TOT. II #12 S.M.S. II SO. POST (8 -TOTAL)
TYP. THICKNESS =.035' (24 TOT ALTERNATE: 1/4'0 BOLT W/ WASHER �
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ALUM. ALLOY 3004-H36 9
ALUM. ALLOY 3004-H36 w a w
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED =__ -- I li + I 1.10" a o 0
I
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR 75 i �I O u so" I J Z
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS �� I L _ ± I O a
NOTCH I -BEAM FLANGE I 2 35, r 3" SO. POST it
SPLICES - ROLLFORMED &EXTRUDED FASCIAS I -BEAM ALUM ALLOY AS NEEDED TO CLEAR I w
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. (6061-T6) ALTERNATE SO. POSTCONNECT WEB o
STL. C -BEAM TO POST W/ (2) - 5/8' 0 U
3' I TOTAL= (8)-1/2"0 BOLTS THRU-BOLTS @ 4" I -BEAM, q #14 x 1/2" S.M.S. EACH SIDE OF 3"
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SPLICE WHERE 4n
OCCURS
070"
TYP.
ALUM. ALLOY
6063-T6
A" I -REAM
MOMENT C -SPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
4" I
SPLICE WHERE
OCCURS
TYP. I"
ALUM. ALLOY
6063-T6
1'-0"
1.00"
O -�—p
2.00"
O O
O O
6 - #14 SDS
T-0"
LL
16" 1"
3'-0"
MOMENT C -SPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
4" I
SPLICE WHERE
OCCURS
TYP. I"
ALUM. ALLOY
6063-T6
1'-0"
SO. OS
@ 7' I -BEAMS
SO. POST (8 -TOTAL)
ALTERNATE: 114.0 BOLT W/ WASHER
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NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
4" I
SPLICE WHERE
OCCURS
TYP. I"
ALUM. ALLOY
6063-T6
"L" FASTENERS
1'-0"
1.25"
4.5"
Ll
O O
6 - #14 SDS
T-0"
16" 1"
3'-0"
"L" FASTENERS
1'-0"
4 - #14 SDS
2'-0"
6 - #14 SDS
T-0"
12 - #14 SDS
FASTENER SPACING = 3/4"
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OPTIONAL LATTICE TUBES
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AT OVERHANG
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1"
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"U" BRACKET - RAFTER TO BEAM 17
Q' a,�LL
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14'-1" 19
15' 9" 31
14'-3" 19
15'-14'-8" 331
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16'-616'-6" 222
E
16'-616'-1" 331
G
1
224
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21'-
333
H
23'-23'-2" 225
E
23'-22'-8" 334
I
5'
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14'-1" 21
C
15'-4" 31
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14'-3" 21
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12'-10" 19
14'-4" 32
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13'-1" 20
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13'-9" 32
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15'-1" 21
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19' 4" 35
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21'-2" 23
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1'-2"
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12'-10' 22
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14'-1" 32
13'-1" 22
13'-6" 31
15'-1" 23
14'-8" 32
19°-4" 25
18'-10" 34
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21'-2" 26
20'-8"5
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11'-3" 20
13'--4—"---,33—
12'-1" 20
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12'-9" 32
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14'-0" 21
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14'-0" 33
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18'-0" 22
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18'-0" 35
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19'-8" 24
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19'-8"
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11'-3" 22
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12'-1" 22
12'-6" 32
14'-0" 23
13'-8" 33
18'-0" 26
17'-7" 35
19'-8" 26
19'-2"6
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10'-7" 20
21
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12'-0" 33
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13'-1" 21
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13'-1" 34
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16'-10" 23
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16'-10" 36
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18'-4" 24
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18' 4" 37
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8
10'-7" 22
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12'-2" 33
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11' 4" 23
11' 8" 33
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12'-9" 33
16'-10' 26
16' 4" 36
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18' 4' 27
18'-0" 37
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11'-10" 34
10'-8" 21
E
11'-3" 33
H
12'-4" 22
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12'-4" 34
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15'-10" 23
E
15'-10" 36
K
17'-4" 25
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17'-4" 37
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9'
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7-0
9
9'-5" 23
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11'-7" 34
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10'-8" 23
11'-1" 33
12' 4" 24
12'-1" 34
15'-10 27
15'-6" 36
17' 4" 28
17'-0" 37
V-
8'-118'-11" 223
11'-1^1'-0" 334
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224
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10'-90,-6„ 334
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11'-9" 22
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11'-9" 35
15'-1" 24
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15'-1" 37
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16'-6" 25
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16'-6" 38
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10'-2"
11'-9" 25
11'-6" 34
15'-1" 27
14'-8" 37
16'-6" 28
16'-1" 38
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10'-8" 35
9'-8" 22
E
10'-10'-0" 334
H
11'-211 225
E
11'-211 335
14'-44-4" 228
E
14'-4"4'-1" 337
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15'-915.-9" 229
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15'-9"5
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10'-6" 34
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9'-8" 24
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10'-29'-8" 335
9' 4"g
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9'-109'-7" 334
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10'-910,-9" 226
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10'-910,-6" 335
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13'-13 228
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13'-93
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14'-1" 20
15'-9" 31
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14'-3" 20
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15'-14'-3" 331
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116'-6:---16' 224
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16'-615'-7'' 332
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1
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21'-220,_1" 334
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2322'-10" -27 226
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23'-22'-0" 335
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13'-9" 32
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15'-1" 21
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15'-1" 32
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19'-4" 23
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19'-4" 35
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21'-2" 24
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21'-2" 35
6'
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12'-1" 22
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13'-8" 31
12'-10" 23
13'-1" 31
14'-10" 24
14'-3" 32
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18'-2" 26
18'-4" 34
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20'-10" 27
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11'-3" 20
13'-4" 33
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12'-9" 32
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14'-0" 22
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14'-0" 33
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8'-0" 23
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18'-0" 35
19'-8" 25
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19'-8" 36
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11'-1" 22
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12'-1" 32
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13'-9" 25
13'-3" 33
16'-9" 27
17'-1" 35
19'-4" 28
18'-7" 36
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10'-7" 21
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11'-4" 21
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12'-0" 33
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13'12'-10" 226
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13'-12' 333
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227
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16'-16'-0" 335
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18 -418'-2' 229
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18'4",_6„ 336
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1'-10" 33
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11'-2" 24
11' 4" 32
4"
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11'-1 34
10'-8" 22
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11'-1"0'-8" 333
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12 X11'-7" 226
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12 4' 34
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5'-10" 24
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15'-10" 36
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17' 4" 26
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17' 4" 37
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11'-2" 33
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10' 7" 25
11'-8" 34
14'-10' 28
15'-1" 36
17'-2" 29
16'-6" 37
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11'-3" 34
0'-2" 22
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10'-9" 34
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11'-9" 23
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11'-9
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5'
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15'-14'_3" 336
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16'-6 - -- 230
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16'-6"5
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10'-8" 34
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10' 0" 25
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10'-8" 35
9'-8" 23
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10'-3" 34
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11'-2" 23
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11'-2" 35
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4'-4" 25
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14' 4" 37
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15'-9" 26
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15'-9" 38
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11
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10'-0" 34
9'-6" 26
9'-8" 34
10'-6" 27
10'-7" 35
13'-4" 29
13'-8" 37
15'-6" 30
14'-10" 38
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8'-0" 22
10'-2" 35
9' 4" 23
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9'-10" 35
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10'-9" 24
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10'-9" 36
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13'-9" 26
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13'-9" 38
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15'-1" 27
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15'-1" 39
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9'-2" 34
9'-1" 26
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12'-10" 29
13'-1" 37
14'-10'' 31
14'-3" 38
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14'-1" 21
15'-7" 32
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14'-3" 21
14'-13 333
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16'-315'-2" 333
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20'-1 " 34 H
23'-2" 25
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22'-1 35
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14'-6" 33
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20' 4"
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22' 4" 28
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2'-10" 22
14'-2" 32
13'-1" 22
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13'-12.-8" 332
15'-114 226
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19'-4'�,-8" 227
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211- 20 229
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13'-2" 32
12'-1" 22
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12'- 11'-9" 332
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14'-012-9" 226
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18'-06
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17'-8"6
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12'-4" 33
11'-4" 23
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11'-9" 33
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13'-1" 23
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12'-10" 33
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16'-10" 25
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16'-7" 36 J
18'-4" 27
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18'-1" 37
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11' 6" 32
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11'-0" 26
11' 0" 32
12'-7' 27
12'-1" 33
15'-3" 29
15'-6" 35 I
17'-10" 30
16'-10" 36
9-5" 22
11'-8" 34
10'-8" 23
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11'-2" 33
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12' 4" 24
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15'-10" 26
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15'-8" 36 K
17' 4" 27
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17'-1" 37
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10'-10" 33
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10'-3" 26
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11'-3" 27
11'-4" 33
14'-6" 29
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16'-8" 31
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11'-9" 24
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11'-2" 25
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14 '3'-2" 230
E
14'-1113'-3" 337 K
15'-915'-2" 232
E
15'-614 338
K
11'
m w
N P
11'
8'-1 ' 26
E
9'-4" 33
H
9' 4" 27
9'-6" 34
10'-2" 28.
6„
a
N
8'-0"7-5" 226
9'-108'-7" 333
I
9'-4"
227
E
9'-8119'-1" 334
1
10'-90
238
E
10'-
335
I
13'-9'2.-7" 231
E
13'-12.-8" 337 K
15'-114,-6" 232
E
14'-13;'10„ 338
K
12'
N.P.
12'
E
H
8'-7"
H
9"
9' 10"
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 B 4.dwg, 8/26/2014 6:22:53 AM, c;uterur venter,
NAL
~ No. C37948
EXP. 03131 / i
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Exp; _144 m
CIVIL~
,,No.•18414
THOMASIRAY
CAtiP2 Z
ThinkPad\Duralum\IAPMO 0195\5-21-14
BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS ATTACHED & FREESTANDING SOLID COVERS
30 PSF SNOW LOAD - 110,120,130 MPH - EXP. B & C
-� 1.52"
r,-\, 6.5" ROLLFORM z
0.61" w
1 79"GUTTERLU
Z
EXT. CLIP U o
ATTACHED SOLID FREESTANDING SOLID > w N
IF SPLICE I MAX.COL. r F_ ¢ r w
WHERE I SPACING O MAX.POST FTG. MIN. MAX.POST FTG. MIN. p
SPLICE occuRs a" ON SLAB 00 3 SPACING (IN.) POST SPACING (IN.) POST m - a
6.5" 2.57" WHERE T=12 GA.
SPLICE occuRs V ASTM A653 SS C (2), (3) (SPAN) (1) TYPE (SPAN) (1) TYPE 0 D Q
0.73" WHERE I GRADE 50 G60 3 0" G u� c�
occuRs I I 4.0" I a.s" 8'-8" 16 B co
9'-2" 28 G 5' a
0.070" o3z 9 -0" 5
0.075" 1 II 3.0" TYP. 0.065" 1 ALUM. 8'-8" 18 9'-0" 28 _i z
.038' 2.08" TYP. I I 2.04^ I rYP. I 8,_4„ 6, 7'-11" 17 8'-4" 29 , W o a
y L___J I I II I 7'-11" 19 B 8'2" 29 G 6 aw0
L-3.0' --1 7,_6„ 7, 7'-4" 17 7'-9" 29 z o
7'-4" 19 C T_7" 29 G o z z
2.93" 30.-13.0" 4.00"
Lc
3" SQ.x0.032" ALUM. BEAM J 7'_0" 8' 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 7' 2" 30 G 8
A B �' D ALUM. ALLOY E ASTM A653 SS NP 9' 6'-6" 18 6'-10" 30 9'
ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY v/
6063-T6 6063-T6 •6063-T6 6063-T6 GRADE 50 G60 6'-6" 20 v 6'-9" 30 G
U) NP 10' 6'-2" 18 6'-7" 31
6'-2" 20 C 6'-4" 31 G 10'
0.376'• � NP 11' S'-11" 18 31
SPLICE r=o.,zs- MO 6'-2" 31 G
WHERE `` / LL o
OCCURS ALLOY 2, 5'-8" 19 E 6'-0" 32 a
6063-T6 I V f
5'-8" 21 5'-10" 31 G 12
o�
6.656" 7.0" 8.0" Oil
0.110" 6.5" 6.5" J 0
0.042" 0.032" 0.042" 30 ?
TYP. TYP.
TVP•' TYP.~ > ATTACHED SOLID FREESTANDING SOLID > w ni
MAX.COL. ¢ _ cr = it
6" ^ SPACING o_ MAX.POST FTG. MIN. MAX POST FTG. MIN.
L.L ON SLAB 00 � SPACING (IN.) POST SPACING (IN.) POST m
0.37 O
El.75" � � 4.0" � � I I 4.0„ � � � (2),(3) � (SPAN) (1) TYPE (SPAN) (1) TYPE
z.o" MAX z.o" I--z.a"�f--MAX. z.o^ II II 9'-0„ 5, 8'-8" 17 B 9'-2" 28 G 5,
I---3.o"--I O 8'-7" 19 8'-9" 28
7'-11" 17 8'-4" 29 w o o z
��BL. 2"x6.5"x0.042" ��BL. 2"x6.5"x0.032" 3"x8 "x0.042" BEAM r 8'-4" 6' G 6 0= Z a
7' I -BEAM i 7'-10" 20 B 8'-0" 28
F ALUM. ALLOY 3004-H36 `� ALUM. ALLOY 3004-H36 K ALUM. ALLOY 3004-H36 7' 4" 18 7' 9" 29 g ¢
ALUM. ALLOY OR EQUAL OR EQUAL OR EQUAL 7'-6" 7' O G w w
6063-T6 7'-3" 20 B 7'-4" 29 G 7 w a¢ m
W/ (1) "C" INSERT 6'-10" 18 7'-3" 30
G ALUM. ALLOY 25" J 7'-0 8 6'-9" 21 `� 7'-0" 30 G 8
6063-r6 ' 6'-6" 19 6'-10" 30 9'
H W/ (2) "C" INSERTS T=12 OR LL NP 9 6'-5" 21 �' 6'-7" 30 G
ALUM. ALLOY 14 GA. 6'-2" 19 6'-7" 31 8
6063-T6 a GA R ASTM ^�^ NP 10 6'-1" 22 C 6'-3" 30 G 10' }
NOTE: A653 SS 1. L m 0
8.0" 7.875" ASTM GRADE 8.0" I 5'-11" 19 6'-3" 31 ¢
WHERE 'C' SPLICE OCCURS AS SHOWN IN A653 SS NP 11 (,' IG 11'
SPAN TABLES, IT SHALL BE INSTALLED THE 0.042" GRADE 50 G60 Q 5'-10" 22 6'-0" 31 d
FULL LENGTH OF THE 7"I -BEAM. TYP• 50 G60 .042'*- rn U z
NP 12 5'-8" 19 6'-0" 32 ¢ z w m
TYP. 5'-8" 22 E 5'-9" 31 G 12 W F
v~iLae
0.625" '>
LL
LU <
�_ a.o^ � �_ 4.0" > ATTACHED SOLID FREESTANDING SOLID O z
3.0" MAX. 3 0" 2.875" 3 0" MAX. 3'0^ MAX.COL. Q = ¢ _ w o
DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM ^ SPACING m SPACING �G MIN. SPACIMAX.PNG
FTG. MIN. U = a "
LL ON SLAB 3 (IN.) POST SPACING (IN.) POST m � O
M W/ 14 GA. STL. INSERT O W/ DBL. 14 GA. STL. INSERT (2), (3) (SPAN) (1) TYPE (SPAN) (1) TYPE It d p
ALUM. ALLOY 3004-H36 ASTM A653 SS GRADE 50 G60 ASTM A653 SS GRADE 50 G60 8'-8" 18 9'-1" 28
OR EQUAL t C 9'-0" 5' 20 B 8'-6" 29 G 5' r
3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM M 7'-11" 18 8'-3" 29
FOOTNOTE: "SAMPLE" w
W/ 12 GA. STL. INSERT W/ DBL. 12 GA. STL. INSERT r' 8-4 6 7'_7" 21 B 7'-g" 28 G 6
FIGURE INDICAuj
TES I� ASTM A653 SS GRADE 50 G60 P > ti o m
EXPOSURE B ASTM A653 SS GRADE 50 G60 7,_6„ 7, 7'-4" 19 B A9"3
G 7, mNZo
T-2" 21 C Z 0 w
FIGURE INDICATES NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
EXPOSURE C OCCUR AS SHOWN IN THE SPAN TABLES, NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS 6' 10" 19 9 a O W
THEY SHALL BE INSTALLED THE FULL LENGTH SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED J 7 -0 8 CG 8 0 o rn
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. OF THE Wx8" BEAM.
THE FULL LENGTH OF THE 3"x8" BEAM. � , 6'-6" 20 FOOTNOTES TO ALL SPAN TABLES: NP 9 6'-3" 22 C G 9' i °�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 LL 6'-2" 20 -# p
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 10' 6'-0" 23 C 6'-1" 30 G lo, LL
WHERE SLAB OCCURS, CUBED FOOTING SIZE SHOWN IN THIS COLUMN OR THE MAXIMUM POST COLUMN AND SHALL NOT CONTAIN ANY CRACKING. w c"I
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 1--
9 1/4" MINIMUM. O 5'-9" 23 C 5'-9" 31 G 11 W
a =
SEE ALTERNATE FOOTING TABLES5'-8" 21 C�6- 32
SHT. 10 FOR ATTACHED COVERS M NP 12'G 12' a
Submi a - - Wg, u e writer,
5'-5" 21 5'-7" 31