BPAT2014-1034a
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number: BPAT2014-1034
Property Address: 51180 AVENIDA OBREGON
APN: 773052008
Application Description: WEATHERWOOD OPEN LA'
Property Zoning:
Application Valuation: $2,029.50
Applicant:
LIFETIME PATIOS
P 0 BOX 5806
LA QUINTA, CA 92248
O�i •`•'�` VOICE (760) 777-7125
C1 0 D
FAX (760).777-7011
COMMUNITY. DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 10/23/2014
Owner:
DAN DAVIS' Y
51180 AVENIDA OBREGON
TIC CQC(ER 225.5j� LA QUINTA, CA 92253
LICENSED CONTRACTOR'S DECLJIRATION
j OCT. 212P14 U
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: B Lic/e/pse No.: 770843
Date: / �3 //Contra r:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt the Contractor's State
License Law for the following reason (See. 7031.5, Business and Professions Code: -Any
city or county that requires a permit to construct; alter, improve,.derrolish, 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 .70.06) of Division_ 3
of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a
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 thatthe 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 am exempt under Sec. B.&P.C. for this reason
Date: Ow
CONSTRU NDING A NCY
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
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penaltyof perjury one of the following declarations:
I: have and will maintain a certificate of consent to self -insure for workers'
compensation, as.provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.'
I have'and'will maintain workers' compensation insurance, as required by
Section 3700 of.the Labor Code, for the performance of the work'for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: _.'Policy Number:
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person°in any rnannerso as to become subject to the workers'
compensation laws of California, and agree that, if I.should become subject to the
workers' compensation provisioris of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions. .
Date: _ Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERA S 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 con ditionsand restrictions set forth on'this application.
1. Each persor'upon;u'vhose 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 resultof this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold.harmless the City of La Ctuinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit..
2. Any permit issued, as a result ofthis 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 subjectpermit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with,all,city,and county ordinances and state laws relating to building
construction, and hereby, authorize representatives of this city to enter upon the above-
mentioned property.for inspection purposes.
Date: Signature (Applicant or Agent)
Contractor:
CfT`IOFIAQUINTA:,
LIFETIME PATIOS
CAMMUNITY DEVELOPMENT DEPARTMENT
p 0 BOX 5806
LA QUINTA, CA 92248
(760)772-0013
Llc: No.: 770843'
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: B Lic/e/pse No.: 770843
Date: / �3 //Contra r:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt the Contractor's State
License Law for the following reason (See. 7031.5, Business and Professions Code: -Any
city or county that requires a permit to construct; alter, improve,.derrolish, 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 .70.06) of Division_ 3
of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a
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 thatthe 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 am exempt under Sec. B.&P.C. for this reason
Date: Ow
CONSTRU NDING A NCY
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
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penaltyof perjury one of the following declarations:
I: have and will maintain a certificate of consent to self -insure for workers'
compensation, as.provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.'
I have'and'will maintain workers' compensation insurance, as required by
Section 3700 of.the Labor Code, for the performance of the work'for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: _.'Policy Number:
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person°in any rnannerso as to become subject to the workers'
compensation laws of California, and agree that, if I.should become subject to the
workers' compensation provisioris of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions. .
Date: _ Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERA S UNLAWFUL,
AND SHALL'SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000).. IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED, FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S'FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application�is hereby.made to,the Building Official for a permit subject to
the con ditionsand restrictions set forth on'this application.
1. Each persor'upon;u'vhose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit.
issued as a resultof this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold.harmless the City of La Ctuinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit..
2. Any permit issued, as a result ofthis application becomes null and void if work is
not commenced within'180 days from date'of issuance of such permit, or cessation of
work for 180 days will subjectpermit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with,all,city,and county ordinances and state laws relating to building
construction, and hereby, authorize representatives of this city to enter upon the above-
mentioned property.for inspection purposes.
Date: Signature (Applicant or Agent)
`MSg. y,(• Y4'+�'F `i `k.. 7�y 'xx. Jn•,,'4`3 F r ,FIYmrf`' y`LksR> 'kK -.:-. 4 J Y ,1:. "u i :3' .i Yll'T : "�. i2Y•
spa, 3' `Y u» , P�,>..,r#.�£"' Tki',;, .r .: :r. e. ��rr A'3"^ xy w;4 um, T :''l .f\- a * jr '�tiar^ a --z-h -. i a r x..� _y,:.:
a" �. PAID PAID��DQTE
} ;.,...DESCRIPgTION ;� .. ,:ACCOUNTf� .., .;`.QTxY`AMOUNTx. .t
�1yz.u'E.: J?:b''."vu:Z7°s u�'s:.��s "k.i u:i �!.>';-: �:A:.:.Y:-:s ;�Y�'�='�.zi;e�Y..x� °�ts>.<.::.5&.':.::K JSK r�'._'r,..r".,:bk .�✓...� a:.;+..>�E "'.<ce a. i�4: s+rf..x 4an �.;k'wET-.'.;:wi$"i. a�. i:8s:;�Y� g,✓v.�.'YY �i�i ,i!Y�ua'.:�efi F- (,4tri':.+.i whr�:4 :a::h3fif�:"'y,E,E'S
BSAS 561473 FEE 101 0000 20306
0 ' $1.'00:-' -. $0.00
-. _ .i_ � v 4. ZSni. "&' ,.i 44..' ' Z. .. Z"T ..S L Z'S.o''�r -Lp "`G -. E $sX.
.L 3. '?:. 9:+'�:� > .tis x•�i:.:c 'k =`
PAID BYE METIiODaa
I 4 Kx. • � 'ti.�'- a�i ei.�- Xsi..^ .: ` 2 �Jn
J 3 /,f�. :t '4''f
CIiECK-#k' 7.?:CLTD+BY'
x s�� �sfff r �x
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,RECEIPT# s _� f _
Total Paid forBUILDING STANDARDS.ADMIINw ISTRATION: BS/k- �, '$1:00 ' •. k. $0.00
�t
�ix`m31W. F. .:. C -0'.k .ih.. �:+4 �a%$fS'.a1o..l .T w..e e'' :' ;'L
;-
41 •• :y, S rLx :': i:?:Y:y ...fg3:rSX:t.,.✓.
ACCOWNT
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; PAID
.:.
A O DATE$
i55� DESCRIPTION �
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z�r
:zJfir `w'._..h.ti Sz. y...k.'xy_ h:
r_. _';Fa€'�'�'_:...:�t.'�'.
PATIO COVER, STD, OPEN;
101L,0000-42404
0
' $97 1T
$0.00
£ y .Xp,
011 G_: .cxr`r� .'ely." [
'�r,PAID,=6Yt,�..p
'Sr.. P L.,tfy.°•'ity=kd).<.e..:,.r 4S ,e. ��..rr..�� .'�`'
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RECEIP`;# 3„1�
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tic"h- i+ -k
CHECK #af
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c.
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;Ci�TD i
: �f x�E-,: ,... E
a�i.4.. TSS �'Le64".Iv K:,-,
!� rM =3 ,+w a>y E€ii. i;. �,..,,- �” #
.-As'1'. -ry-',' v.....°µ'+
ACCOUNTS:
: _
QTY*
.•.E"?,f v P::.4 Y 'z.`�x k :. 't:
'C" to ^.,S' 'i,i'4
"5AMOUNT�x
- a -:r 4,` :,::'f!
�i�4?'f.,y,. S�{f>S,a'`. 1V'
PAID.PAID
Pi
'
DATE"
� xDESCRIPTIONs-t
Li; er`k+s.:ri?$„,Q'<4 r :> ,ai8.7:h=i ...{ ::-n=,:<,._,s s. v:::F�k 'z>rc :8.:..1 1. d..
_
L?Rt?,; _;E�t, "�..d'er`a':.:C i.`^¢. na: �. +�� :t ....3e` , r.
'' -.: av i t
::<. 3` .?:?�tt. ':•*. <ro 4;5a: o,�,
^k u';.` .., -. ,.. tk,E"F �:3'-i
l
PATIO COVER; STD, OPEN;PC
101-0000;42600 '
0
95.172 .
$0.00
..>�>• 4.!2 Y i'i8rli` .'C '3r13K .kM.
'Y�;Y S
f.iN�SX' .1tiW Gird'%'F'p
{rr�::PAIDBYrY4Jk"3a
:h� .s "� .f�,4.�.e..''i 44i .4 "�k 3'+�a
{:: 5..
•',jia,q.''{'
tvv'y.....:s�. _i ij 'n i'S`ih�?^c.5y.
v&-e.n.i."T ?'t
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$ h 1
K �:�v?-�s-�i?. {, a_
r%-
CLTDBY.
t-,e.
d i
H6RF,METHOD4.
r..
_Yk"RECEP#
.:.>.�wCHECK#'.�
fi
:Total Paid forPATIO'COVER / COVERED PORCH/ LATTICE $192.89: $0.00
3 r, n_.r^>
c n ,'S sEx 'a
' D•ESCRIPTfON
.. C�.N' -:.. _ : sxS;;k
�'. i t.- sa
k`:.'"*,>`.,et.3
QTY
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a
AMOUNT�s-PAID�"'PAIATE
i P;�`, 'x-�^ ...-. .. r�Y a
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'
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:Y :..4, xyi "s "SsR:;.:z refi..t . 5: 'r '�? 'i-::tr_k. F.
�� �FACCOUNT�
ns.y. ...:�....-.+:'*°'._a:..`�S.t.�w>:F
>r• <:is
,�
.n vu ,vi"}
-;>�':rvp,�,"r.."i
SMI - RESIDENTIAL
101-0000=20308..
0 .
$0.50
$0.00
KNEE
� r3sf1�lIETFIOD
-'
_.'
'RECEIPT#`"
E'..i;.tf;Arc1" S �`ss'
f@fiECK°#`�hCLTD
N,j'�: •�:. �h�4, �;-<.:�3:c.
BYas•''
.
�`.+ h'{ b r.;�s .,�,s'�7�, y..',
n .v:�'.F=3 A.�...F..5� 4a>;C."lx •r."S,L X..f'..1:. s.':. _._,..5 . a.."'"Ga
.*' ^��... :..r xt'wws, `E.r"
;..,:. -c....M1:.,:,..,:55.. Rc,,.:c. - F.4 f.< _ Y.a.;..,E:.
+u':w"uase.:w'�..avAS....YiT.�F...SC':.a
y xi'Q,'a�
:ist�h.
;^A..Yrcrz..',�':!.Ya S
e„
tE"+'R;t4
Total Paid for.STRONG MOTIONtiINSTRUMENTATION SMt $0 50 $0.00
i ty>..rt'. i h- ♦c.. ,.... - r �'r... _.J?. .f ...f. �:. 3....:_. y-Lb . .. : fnp...-. . _ :. �_,
GENERALNOTES
1. FLOORS AT THE REQUIRED EGRESS DOORS SHALL
NOT BE MORE THAN %" LOVER THAN TOP OF
THE THRESHOLD
2. EXTERIOR LANDING SHALL BE PERMITTED TO
HAVE A SLOPE NOT TO EXCEED % UNIT VERTICAL IN
12 UNITS HORIZONTAL.
3. THE DEVELOPER / CONTRACTOR / OWNER IS
RESPONSIBLE FOR THE VERIFICATION OF EXISTING
.-. CURB LOCATION (OR EDGE OF STREET PAVING IF
NO CURB EXISTINGS) FROM PROPERTY LINE(S)
WITH THE PUBLIC WORKS DEPARTMENT.
4. CONCRETE PAD SUPPORTING MECHANICAL EQUIPI
SHALL EXTEND NOT LESS THAN 3" ABOVE GRADE.
5. ALL HVAC EQUIPMENT SHALL BE APPROVED PRIOR
INSTALLATION BY NATIONALLY RECOGNIZED STAN[
AND EVIDENCED BY THE LISTING AND LABEL C
APPROVED AGENCY.
n. r
®----- '---------'--
-! SITE PLAN
SQUARE FOOTAGE
EXISTING RESIDENCE:
2,593.00 SO.FT.
EXISTING GARAGE:
409.00 SO.FT.
EXISTING PATIO #1 _
387.00 SOFT.
EXISTING PATIO #2
209.00 SO.FT.
EXISTING BLDG.TOTAL
3.598.00 SO.FT.
AREA #1(NEW RESIDENCE)
107.00 SO.FT.
AREA #2 (NEW RESIDENCE)
286.00 SO.FT.
ADDITION RESIDENCE(#1+#2)
393.00 SO.FT.
NEW M. BEDROOM COVERED PATIO
209.00 SOFT.
DEMO AREA OF EXISTING COVERED
AS NOTED
MASTER BEDROOM PATIO
(76.00 SO.FT.)
JOB NO.
NEW BLDG.TOTAL
4.124.00 SO.FT.
LOT AREA
11,251 SO.FT.
LOT COVERADGE
36.7%
EXTERIOR LANDING NOTES
PROVIDE A LANDING ON EACH SIDE OF EACH EXTERIOR DOOR. THE
WIDTH OF EACH LANDING SHALL NOT BE LESSTHAN THE DOOR
SERVEDEXTENDING A MINIMUM DIMENSION OF 36 INCHES: FLOOR
ELEVATION SHALL COMPLY WITH THE FOLLOWING:
A. FLOORS AT THE REQUIRED.EGRESS DOOR SHALL NOT BE MORE
THAN 1%" LOWER THAN THE'TOROF THE THRESHOLD.
B. FLOORS AT THE REQUIRED EGRESS DOOR, PROVIDED THE DOOR
DOES NOT SWING OVER THE LANDING, SHALL -NOT BE MORE
THAN 7%" LOWER THAN THE TOP OF THE THRESHOLD. '
C. DOORS OTHER THAN THE REQUIRED EGRESS DOOR SHALL BE
PROVIDED WITH LANDINGS OF FLOORS NOT. MORE THAN 7% -
BELOW THE TOP OF THE THRESHOLD.
D. EXTERIOR LANDING SHALL BE PERMITTED TO HAVE A SLOPE NOT
' TO EXCEED 1/4 UNIT VERTICAL IN. 12 UNITS HORIZONTAL.
A. KAUUNI
CHECKED
S.L.
DATE
06-13-2014
SCALE
AS NOTED
JOB NO.
2014 - 001
SHEET
PIANS PREPARED BY:
LENC9 DESIGN
S P=1
STUDIO, INC.
AJ?. LENCR II
PRESIDENT
Bin # .
�-
City of La Quints
Building 8t Safety Division
P.O. Box 1.504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) .777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address: 471: e
`Owner's Name:
A. P. Number:
Address::77- G ALe
Legal Description:
City, ST, Zip:
A 2ZS3
Contractor:Tele
X./FET M4'i i9 i / &S
hone: r./s/
P 3� -
1% .���.��'
�
Address: �� 14X 57gQ6
Project Description:
City, ST, Zip:. L-A a(ilWW eA oio? T 9
-, cs
Tele hone � - Q0),3
P 7�0" 77
K"w vg
�� `
w�}
' State Lic. # �'7 TQ�.-T 3.
City Lic. #:.34�59_
Aj
Arch., Engr., Designer:
Address:
'
City, ST, Zip: "
Telephone:
State Lic. #:
Name of Contact Person: �'��
Construction Type: Occupancy:
Project type (circle one): New Add'n Alter Repair Demo
Sq. Ft.:,5, S ' #Stories: # Units:
Telephone # of Contact Person: %0
Estimated•,Value of Project:
APPLICANT: DO NOT WRITErBELOW THIS.LINE
#rEnergy
l
Req'd
Rec'd
TRACKING.
PERMIT;FEES
Plan Check submitted
Item
Amount
l Cales.
Reviewed, ready for corrections
Plan Check Deposit
les.
Called Contact Person
Plan Check Balance.
Calcs.
Plans picked up;
Construction
Flood plain plan
Plans resubmitted.
Mechanical
Grading plan
21" Review, ready for correctionsrssue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plansresubmitted
Grading
IN HOUSE:-
'"' Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
':Pub. Wks. Appr
Date of permit issue
.'School Fees
Total Permit Fees
Description: WEATHERWOOD OPEN LATTICE PATIO COVER 225.5 SF
Type: PATIO COVER Subtype: Status: APPROVED
Applied: 10/23/2014 KHE
Approved: 10/23/2014 KHE
Parcel No: 773052008 Site Address: 51180 AVENIDA OBREGON LA QUINTA,CA 92253
Subdivision: SANTA CARMELITA VALE LA QUINTA Block: 44 Lot: 8
Issued:
UNIT 4
Lot Sq Ft: 0 Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $2,029.50 Occupancy Type: Construction Type:
Expired:
No. Buildings: 0 No. Stories: 0 No. Unites: 0
Details: 225.5 SF WEATHERWOOD OPEN LATTICE SHADE STUCTURE PER 2013 CALIFORNIA BUILDING CODE
Printed: Thursday, October 23, 2014 2:48:44 PM 1 of 2
SYS TFti1S
DESCRIPTION,-.,
ACCOUNT
QTY
-
AMOUNT
PAID,
PAID DATE-
RECEIPT #
CHECK #
METHOD,
-
PAID BY ,
-
CLTD
BY.., .
PATIO COVER, STD,
101-0000-42404
0.
$97.17
$0.00
OPEN
PATIO COVER, STD,
101-0000-42600
0
$95.72
$0.00
OPEN PC
Total Paid for PATIO COVER / COVERED PORCH / LATTICE $192.89 $0.00
SMI -RESIDENTIAL
101-0000-20308
0
$0.50
$0.00
Total Paid forSTRONG MOTION INSTRUMENTATION SMt $0.50 $0.00
TOTALS:• ••
PARENT PROJECTS
ATTACHMENTS
Printed: Thursday, October 23, 2014 2:48:44 PM 2 of 2 CRNAJF
sysrrrns
�,� ,•,•ter-9��
' h10 SAS I. • �
CAMPBELL • O
Exp: (2 : m
�c
CAVIL
THOMAS IRAY
CAMPBELL
11 PATIO COVER SYSTEM AS;MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES:
:-DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
2 -INTERNATIONAL -BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL
DES, ASCE/SEI 7 -10 -MINIMUM DESIGN-LOADS.FOR-BUILDINGS AND OTHER STRUCTURES AND THE 2010
)MINUM_MANUAL=ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC
D 2013_CRC.SECTION-AH105:2'FOR-10-psf RESIDENTIACCONSTRUCTION AND ACI318-11 FOR 20,25 AND 30
psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
DRAWING NOTES:
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE,
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES AND PROCEDURES.
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
CHANGE ORDER.
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL.
7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL.
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
EXISTING OR NEW CONRETE SLABS.
10. 20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
CARPORTS.
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
DESIGN CONSIDERATIONS:
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PRR FOOT.
12. MINIMUM COVER PROJECTION IS 10'.
13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARd FEET, WHERE COVER IS ATTACHED TO THE
EXISTING OVERHANG.
14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINFD 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
PREY SURE 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. Ff STERNERS: 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.
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L-APPLICATIONS'='CRC AND -IRC -APPENDIX H; CBC AND'IBC-CHAPTER 16,-CBC-&_IBC.APPENDIX CHAPTER I.
LIVE AND SNOW LOADS: 10,.20,.25, 30, 40_& 5- psf_(SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
�L'APPLICATIONS - CBC AND IBC CHAPTER 16.
LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
ADDrTIO4AL DESIGN REQUIREMENTS:
1. TABULATED -SPANS -FOR -SNOW -LOADS -HAVE -BEEN -ADJUSTED FOR ROOF APPLICATIONS.
C2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND &
3 -OCCUPANCY -CLASSIFICATION AND -RISK -CATEGORY': II; 11.
4. SEISIAIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
5. SEIS IC DESIGN PARAMETERS:
SIT CLASS: D
SEI MIC DESIGN CATEGORY: D
MA PED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.5_0, S, = 0.6, S �= 1.0, S o,= 0.50
RE PONSE MODIFICATION FACTOR, R:1.25
6. DESGN ASSUMPTIONS:
A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20-
B. IkAST BUILDING WIDTH OF MAIN STRUCURE: 30'
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10'
EACH PFOJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
THE PER !HENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
EVALUAA6N REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
A. TITL SHEET AND GENERAL NOTES.
B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C. BAS j0 ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TABLES.
D. TYPd6F HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITOSPECIFIC DESIGN LOADS.
E. APPROPRIATE STRUCTURAL DETAILS.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
SHEETINDEX:
SHEET # SHEET TITLE / DESCRIPTION
WIND SPEED CONVERSION TABLE:
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
SEE CONVERSION METHOD, THIS PAGE,
FOR APPLICATION AND USE.
SITE DESIGN PARAMETERS:
SITE ADDRESS:
A -e Qv,cc4?cAj
WIND SPEED & EXPOSURE:
ROOF / SNOW LOAD:
T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1 ............SOLID PANEL STRUCTURES
2 ............OPEN LATTICE STRUCTURES
3-4 .........PANEL SPANS TRI -V, W -PANEL & FLAT PAN
5 ............MINIMUM FASTENERS
6 ............RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
7 ............HEADER BEAM TYPES, COLUMN / POST TYPES
8 ............EXISTING EAVE CONNECTION DETAILS
9 ............HANGER CHANNELS AND MOUNTING BRACKETS
10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
11 ...........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
12 ...........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
13 ...........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS
15-17 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
18-20 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
21-23 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
24-27 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
28-30 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
31-33 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
34-36 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
37-38 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
39-40 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
41-42 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
43-44 ......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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26'-3"
16'-0"
15'-10"
16'-0"
15'-0"
15'-9"
13'-8"
22'-6"
22'-4"
22'-6"
21'-1"
22'-2"
19'-2"
16"
26'-3"
26'-3"
26'-3"
26'-3"
26'-3"
25'-7"
16„
14'-2"
14'-2"
14'-2'
14'-2"
14'-2"
13'-9"
16„
19'-10"
19'-10"
19'-10"
19'-10"
19'-10"
19'-4"
10
.042
.024
,024
24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6"
13'-0"_� 13'-1" 12'-3" 12'-10"
18'-4"
18'-3"
18'-4"
1T-3"
18'-2"
15'-8"
24"
21'-6"
21'-6"
21'-6"
21'-0"
r24
11'-7"
11'-7"
11'-7"
11'-3"
24„
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
15'-10"
23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9"
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
28'-7" 28'-6" 28'-7" 27'-9" 28'-3"
25'-7"
16"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
16„
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
17'-7"
16„
25'-3"
25'-3"
25'-3"
25'-3"
25'-3"
24'-8"
2Q
.042
10
.032
10
.032
18'-9" 18'-9" 18'-9" 18'-9" 18'-9"
16'-7" 16'-6" 16'-7" 16'-1" 16'-4" 14'-10"
23'-4"
23'-3"
23'-4"
22'-8"
23'-1"
20'-10"
24"
17'-10"
17'-10"
17'-10"
17'-10"
17'-10"
24„
14'-8"
14'-8"
14'-8"
14'-8"
14'-8"
14'-4"
24„
20'-8"
20'-8"
20'-8"
20'-2"
19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8"
24'-6" 24'x" 24'-6" 23'-9" 24'-3" 23'-2"
34'-7" 34'-4" 34'-7" 33'-7" 34'-2"
32'-8"
16"
21'-6"
21'-2"
21'-3"
20'-8'
16„
21'-9"
21'-9"
21'-9"
21'-9"
21'-2"
16„
30'-8"
30'-8"
30'-8"
30'-8"
30'-8"
29'-10"
25
.042
•042
.042
16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1"
20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0"
28'-2"
28'-1"
28'-2"
27'-4"
27'-10"
26'-8"
24"
17'-7"
17'-7'
17'-4"
17'-6"
16-10'
24"
17'-9"
17'-9"
17'-9"
17'-9"
17'-9"
17'-3"
25'-1"
25'-1"
25'-1"
25'-1"
24'-4"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-3"
16"11'-9"
19'-1"
16„
16„
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
30
.042
.024
.024
-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9"
10'-2" '" 10'-2" 10'-1"
10'-2" 10'-�8-9-8-
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
24"
5'-7"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
24
9 -8 ,
9'-8"
9
9'-8"
9'-8"
24„
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10"
Rl
15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8"
22'-1'� 22'-1" 22'-1" 22'-1" 22'-1"
22'-0"
16"
6'-8"
16'-8"
16'-8"
16'-8"
16'-8"
16'-8"
16„
15-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
16„
21 -1"
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
40
.042
20
.032
20
.032
12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1"
12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-9"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-0"
24"
13'-8"
13'-8"
13'-8"
13'-8"
13'-8"
13'-8"
24„
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
24„
17'-3"
17'-3"
17'-3"
17'-3"
17'-3"
17'-3"
13-4 13-4 13-4 13-4 13-4 13-4
19'-0" 19'-0" 19'-0" 19'-0"18'-10"
26'-8" 26'-8" 26'-8" 26'-8" 26'-8"
26'-7"
16"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
16„
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
16„
25'-6"
25'-6"
25'-6"
25'-6"
25'-6"
25'-6"
50
•042
•042
.042
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3"
15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-9"
24"
11'_2"
11'-2"
11'-2"
11'-2"
11'-2"
11'-2"
24„
14'-9"
14'-9"
14'-9"14'-9"
14'-9"
24„
20'-10"
20'-10"
20'-10"
20'-10"
20'-10"
20'-10"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
16"
11'-7"
11'-7"
11'-7"
11'-6"
11'-6"
11'-2"
16"
16'16'-1"
16'-2"
15'-8"
NOTE: SINGLE RAFTERS
SPACED
16" O.C. MAY BE USED AT
024
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
24„
13'-4"
13'-4"
13'x"
13'-2"
13'-3"
12'-9"
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
.024
24" O.C. MAY BE USED AT 48" O.C.
WHEN DOUBLED.
24„
9'-6"
9'-6"
9'-2"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
14'-4"
14'-4"
14'x"
14'-4"
14'-4"
14'-4"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
16"
14'-9"
14'-9"
14'-9"
14'-6"
14'-7"
14'-2"
16„
20'-9"
20'-9"
20'-9"
20'-6"
20'-7"
25
. 032
25
032
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
24"
24„
12'-1"
12'-1"
12'-1"
11'-10"
17'-0"
17'-0"
17'-0"
16'-8"
16'-9"
16'-3"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
16'
17'-9"
17'-9"
17'-9"
17'-8"
16„
25'-1"
25'-1"
25'-1"
25';1"
25'-1"
25'-1"
.042
042
13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3"
20'-0"
20'-0"
20'-0"
20'-0'
20'-0"
20'-0"
24"
14'-7"
14'-7"
14'-7"
14'-4"
14'-6"
14'-0"
24„
20'-6"
20'-6"
20'-6"
20'-6"
20'-6"
20'-6"
o.oaz"
rYP.
8.0"
0.024" 6.5"
0.032"
0.042"
0.024" 6.5"
0.032"
0042"
I-�-2.0"��
* 3"x8" RAFTER
* 2"x6.5" RAFTER
ALUM. ALLOY 3004-H36
*DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H36 OR
EQUAL
OR EQUAL
EQUAL
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ThinkPad\Duralum\IAPMO 0195\5-21-14 Submitta
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. E& C
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OR EQUAL EQUAL W
Q U)
A G.A.- OPlI A l 1•M ALA r w.. onC�A/.:1nr
z Z 2" X 6 1/2" RAFTER z W DBL. 2" x 6 1/2" RAFTER
a � 110 MPH 120 MPH 130 MPH "T" a � 110 MPH 120 MPH 130 MPH
LUSL 0) oz EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0 LUSL (IN.) �o EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
16" 9' -gel 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 16„ 14'-8" 14'-8" 14'-8" 14'-8" 14'-8" 14'-8"
.024 10'-3" 10'-3" 10'-3" 024 14'-6" 14'-6" 14'-6" 14'-6" 14'-6" 14'-6"
7'-6' 7'-6 7 -6 7'-6 7'-6' 7'-6 r24 11'-2" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2"
24" � � .I
-10" 11'-10" 11'-10" 11 -10" 11'-10
„ 12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 18'-7" 18'-7" 18'-7" 18'-7" 18'-7" 18'-7"
16 16 18'-4" 18'-4" 18'-4" 18'-4"
.032
30 .032
24" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 24„ 15'-3" 15'-3" 15'-3" 15'-3" "16-T-110-8"10-8"10'-8"15'-1" 15'-1"15'-115'-1 16"16'0" 16'-0" 16'-0" 16'-016'-0"16'-0"16„22'-7" 22'7" 22'722'-7" .0425'"9"15'-9"15'-9"15'-9"15'-9"04222'-2"222"22'-2" 22'-2" 24" 1!!12'-10'
'-3" 12'-3" 12'-3"12-3" 12'-3" 12'-3"�24„18'-6" 18'-6" 18'-6" 18'-6" 18-6 18-6
12'-10' 12'-10'18'-2" 18'-2" 18'-2"
16" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 16„ 2'-10" 2'-10" 2'-10" 2'-10" 2'-10" 2'-10"
.024 9'"1' 9'-1' 9'-1" 9'-1" .024 12'-8" 12'-8" 12'-8" 12'-8" 12'-8" 12'-8"
24" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 9'-10" 9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
24"
7'-2" 7'-2" 7'-2" 7'-2" 7'-2"
16" 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 16„ 16'-4" 16'-4" 16'-4" 16'-4" 16'-4" 16'-4"
40 .032 11'-6" 11'-6" 11'-6" 11'-6" 11'-6" 11'-6"16'-1" 16'-1" 16'-1"
24" 8'-3' 8'-3' 8'-3" 8'-3" 8'-3" 8'-3" 40 .032 12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 12'-6"
F24"
9'-4" 9'-4" 9'-4" 9'-4" 9'-4" 9'-4" 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" 13'-2"
13'-2" 13'-2" 13'-2" 13'-2" 13'-2" 13'-2" 19'-9" 19'-9" 19'-9" 19'-9" 19'-9" 19'-9"
.042 16' 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 042 16 19'x' 19'-4' 19'x" 19'-4" 19'x" 191�1
24" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 24„ rl'�51
16'-2" 16'-2" 16'-2" 16'-2" 16'-2"
11'-3" 11'-3" 11'-3" 0" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10"
16" 7'-3" 7'-3" 7'-3" 7'-3" 7'-3" 7'-3" 16„ 10'-10" 10'-10" 10'-10" M14'-8"
'-10"
.024 8'-2 8'-2 8'-2 8'-2' 8'-2' 8'-2' 11'-4" 11'-4" 11'-4" 11��1
24" 5'-2' 5'-2' 5'-2" 5'-2" 5'-2" 5'-2" .024 8'-3" 8'-3" 8'-3" _311
5'-9" 5'-9" 5'-9" 5'-9" 5'-9" 5'-9" 24' gl��� 9� A1 g�l g���l16..9'_g�� 9' -9"9' -9"g' -9"g' -g"9'-9"14'-8" 14'-8-"Y14'-8" '-8,1
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 16 14'-6"14'-6" 14'-6" 14'-6" 14'-6"
50 .032 7'-0" 7'-0" 7'-0" 7'-0" 7'-0" 7'-0„ 50 .032
24" 24„ 11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
8'-4" 8'-4" 8'-4" ---8
-4" 8'-4"
11'-10"
11'-10"
11'-10"
11'-10"
11'-10"
.042
16"
11'-9"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
12'-6"
,042
16"
17'-9"
176"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
24"
9'-0' 9'-0' 9'-0' 9'-0 9'-0' 9'-0"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
24„
13'-7" 13'-7" 13'-7" 13'-7" 13'-7"
14'-3" 14'-3" 14'-3" 14'-3" 14'-3"
13'-7"
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THOMAS [RAY
CKAPBELL
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A GUTTER FASCIA
ALUM. ALLOY
3004-H36
SPLIC
WHER
SPLICE n n OCCUR
WHERE
0.075"I� I I 3I " I r
TYP. " Il JJ
B MAG BEAM
ALUM.ALLOY
6063-T6
IDBL.2"x6.5"x0.042"
ALUM. ALLOY 3004-H36
OR EQUAL
J DBL.2"x6.5""
x0.032
ALUM. ALLOY 3004-H36
OR EQUAL
tM
T=12 OR
14 GA.
ASTM
A653 SS
GRADE 50
G60
.042"
TYP.
MAX
DBL. 3"x8x0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"x8" BEAM.
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 8/27/201411:41:38 AM, CutePDF Writer,
HEADER BEAM TYPES
C 4" I -BEAM
ALUM. ALLOY
6063-T6 r
K 3"x8"x0.042M36 M
ALUM. ALLOY 3
OR EQUAL
.032"
ALUM.
B 3" SQ. ALUM POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
GUTTER
EXT. CLIP
SPLICE
WHERE
OCCURS
0.065"
TYP.
D4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
L DBL. 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36_j
OR EQUAL
�{ 1.00" r
.040" ALUM.
048" STEEL
3.0"
.28"
C3" SQ. ALUM. POST "
~ALUM. ALLOY 3004-H38
(3" SQ. STEEL POST
F ASTM A653 GRADE 50 CP60
T=12 GA.
ASTM A653 SS
GRADE 50 G60 3.0"
.032"
ALUM. II
F�3.0"--moi
3" SQ.x0.032" ALUM. BEAM
E W/ 12 GA. STL. "U" CHANNEL
ASTM A653 SS GRADE 50 G60
T=12 OR
14 GA.
ASTM
A653 SS
GRADE:
G60
0.625"
3"x8x0.042" BEAM
M W/ 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
3"x8"x0.042" BEAM
N W/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
0.024"
0.032"
PLASTIC
PLUGS
#10 SMS
@ 24' O.C.
EA. SIDE
f3"'SQ.ALUM.'^ OST
D� V1/ITH_SIDEPLATES
ALLOY 3004-H36
L---OR-EQUAL
INSERTIFT=0.125'
WHERE ALUM.
OCCURS ALLOY
6063T6
0.110"
TYP.
0.375"
F 7" I -BEAM
ALUM. ALLOY 6063-T6
G W/ 1 "C" INSERT
ALUM. ALLOY 6063-T6
H W/ 2 "C" INSERTS
ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7" I -BEAM.
0.075" 1
TYP..
3.0"
1►3.0"-moi
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.
SQ. STEEL POST
ASTM A500 GRADE B
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Th' kP — I \IAPMO 0195 5 21 14 0 6 'tt'
A34 FRAMING ANGLE
SEE TABLE 2
FASTENERS, SEE TABLE 3 —
R.F. OR EXT. HANGER
CHANNEL, 2X OR 3X
RAFTER BRACKET
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR B, SITESPECIFIC 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 FASTENER
PER TABLES 3 &
ALUM. PANEL R—/
TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
DESIGN
EXIST. RAFTERS AT
3x ALUM. RAFTER
Xg:
OPENING
24" O.C. AT ROOF 1"
EXIST. FASCIA BOARD
> 8'
>1v
OVERHANG
ALLOWABLE PROD.
EXISTING EAV
2X FULL DEPTH 3
TO BEAM
130, C
0
A 4 "O.C.(SIMPSONSTRONG80LT2SS
AT ae• o.c. (a,b)
WOOD SCAB, 1"
2" x 4" FULL
OVERHANG
26'-0"
26'-0"
WHERE OCCURS,
SEE TABLE 1
(24" MAX.)
a =
10 PSF L.L.
SEE TABLE 2
r 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.
2x WOOD STUD OR
CONCRETE WALL
o WALL CONNECTION
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6• (AT 2•x6 YZ
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
0 TYP. BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8' O O TO DRAIN (OPTIONAL)
O EXISTING EAVE ALLOWABLE PROJ. TO BEAM
O51/2"W.S
SEE TABLE 1
1 1/4" 2X6 OR 2x8 LEDGER
R
(3}#1
A_
NOTE: PLACE "SIKH FLEX" OR SIMILAR �_ NOTE: BRACKET MAY BE
MATERIAL BETWEEN BRACKET AND COMP.
SHINGLE ROOFING TO PROVIDE SEAL MOUNTED BELOW RAFTER
W/ SAME CONNECTION'S.
^l ALTERNATE EAVE CONNECTION
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE 1
TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
DESIGN
(E) WALL
COVER
LOADS
OPENING
PROJECTION
10, 20 psf
> 8'
>1v
30, 40 & 50 psf
> 6
> 14,
2x WOOD STUD OR
CONCRETE WALL
o WALL CONNECTION
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6• (AT 2•x6 YZ
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
0 TYP. BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8' O O TO DRAIN (OPTIONAL)
O EXISTING EAVE ALLOWABLE PROJ. TO BEAM
O51/2"W.S
SEE TABLE 1
1 1/4" 2X6 OR 2x8 LEDGER
R
(3}#1
A_
NOTE: PLACE "SIKH FLEX" OR SIMILAR �_ NOTE: BRACKET MAY BE
MATERIAL BETWEEN BRACKET AND COMP.
SHINGLE ROOFING TO PROVIDE SEAL MOUNTED BELOW RAFTER
W/ SAME CONNECTION'S.
^l ALTERNATE EAVE CONNECTION
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE 1
TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
TABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
COVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
MAXIMUM PROJECTION
(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
COVER
LUSL
NUMBER AND TYPE
OF FASTENERS
WIND SPEED (MPH) AND EXPOSURE
110, B
110, C
120, B
120, C
130, B
130, C
0
A 4 "O.C.(SIMPSONSTRONG80LT2SS
AT ae• o.c. (a,b)
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
a =
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
25'-7"
25'-4"
21'-2"
o
m 3
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)
20
YZ 0 SIMPSON STRONG -BOLT 2 SS
AT 48" O.C. (a,b)
� 0
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
110 120 130
110
120 130
110 120 130
110 120 130
110 120 130
110 120 130
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)
25
y• 0 SIMPSON STRONG -BOLT 2 SS
AT 48" O.C. (a,b)
6'
(A) (A) (A)
(A)
(A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
20
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
7.
(A) (A) (A)
(A)
(A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
3o
A2T036"SIMPSON b) STRONG -BOLT 2 SS
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)
4o
AT 8 SIMPSON STRONG -BOLT 2 SS
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)
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
11'
(A) (A) (A)
(A)
(A) (A)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
50
Y2" 0 SIMPSON STRONG -BOLT 2 SS
AT 24" O.C. (a,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) (B)
(B) (B) (B)
(B) (B) (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
AND ROOF PANEL RAIL TO FASCIA
OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
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) Y4" DIAMETER LAG
SCREWS.
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
30
2" x 4" FULL
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
(C) - (2) X" DIAMETER LAG SCEWS
(D) - %" DIAMETER LAG SCREW
(E) - %a^ DIAMETER LAG SCREW
2" x 6" NOTCHED
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
}
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"
j o
M -
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'
ll' -7"
11'-7"
223:
110
120 130
110
120 130
110 120 130
110 120 130
110
120
130
110
120
130
2" x 6" NOTCHED
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
2"X6" FULL OR
2"x8" NOTCHED
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
5'
(C)
(C) (C)
(C)
(C) (C)
(C) (C) (C)
(C) (C) (C)
(D)
(D)
(D)
(D)
(D)
(D)
6'
(C)
(C) (C)
(C)
(C) (C)
(C) (C) (C)
(D) (D) (D)
(D)
(D)
(D)
(D)
(D)
(D)
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
7'
(C)
(C) (C)
(C)
(C) (C)
(C) (C) (C)
(D) (D) (D)
(D)
(D)
(D)
(D)
(D)
(D)
2" x 4" FULL
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'
(C)
(C) (C)
(C)
(C) (C)
(D) (D) (D)
(D) (D) (D)
(D)
(D)
(D)
(E)
(E)
(E)
2" x 6" NOTCHED
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
9'
(C)
(C) (C)
(C)
(C) (C)
(D) (D) (D)
(D) (D) (D)
(D)
(D)
(D)
(E)
(E)
(E)
50
2x6" FULL OR
2x8 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
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
12 ,
(C)
(C) (C)
(D)
(D) (D)
(D) (D) (D)
(D) (D) (D)
(E)
(E)
(E)
(E)
(E)
(E)
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CIVIL
hot.1 0.•184A
THOMAS IRAY
`. CAMPBELL
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
T=.060" TYP. �{
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ALUM.ALLOY
ALUM. ALLOY
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6063-T6
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AT ROOF LOADS EXCEEDING 30 psf.
(3) %2"0 LAG SCREWS
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1 1/2" 20#,25#,30# L.L.=(3)#14 SMS EA. SIDE
, /BEAM.SPLICE TO
N
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40#,50# L.L.=(4)#14 SMS EA. SIDE
1/ OCCUR DIRECTLY OVER 5/8"0 PLASTIC
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6 W
—
@ 2 -POST UNITS
@ 6 SCREWS I SCREW IS INSIDE
w o r•
z =_:}
i"
_ 3/4" OR 1 1/2"
PER SIDE I
_.
.5 #1 4 SMS MAY
a
2" x 6 1/2" OR
--------- - - -------- BE USE AS
Q 3"
5" MIN. 3" x 8" ALUM.
35" 3.5" ALTERNATE TO
RAFTER
1/4"fel BOLTS
4�E�A�C�H
35" 3.5"
O:OKZ
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3" �i
—
3/4" OR 1 1/2"
-- - ----- - -- - - - 8"BEAM
55
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x8 ALUM.—
—--------
I 5"
0L)X
HEADER
U -BRACKET
1OR 2 '
LuW
' 1"
EXISTING WOOD STUD FRAMING
SEE NOTES
a LLm3"X8"
ALUM.
E) STUCCOBELOW
I I 6 1/2" SIDEPLATE EA.
2 YZ" (E) STUCCO
x 3-1/2" LAG SCREWS L.L.=10 psf
I SIDE SEE POST SCHED.
RAFTER
0 x 3-1/2" LAG SCREWS L.L.=20, 25 and 30 psf
#14 SMS EA. SIDE
PENETRATION BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf
TOP, MID HEIGHT
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)AND
BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
E
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
m E
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
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..
0° m
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
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BEAM TO POST CONNECTION O8
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SHEATHING WOOD FILL OR
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NOMINAL LEDGER
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ALTERNATE:
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THOMAS TRAY
CAMPBELL
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN.
NUMBER OF REQ. COLUMNS
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TABLE 2
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FOOTING &ANCHOR BOLTS
FREESTANDING
i USE POST TYPE
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ALUM.^T"BRACKET USE WITH
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FOOTING SIZE BOLTS EMBED.
CUBE SIZE
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18"
18" SQ. 12"
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1/2 DEPTH OF
BASE PLATE USE WITH
POST TYPE B,C,D,E,F,G,H,J OR K.
17' - 27 CUBED (1)
(2}3/8"0
1 7/8'
FOOTING OR j
o
20" 21' SQ 12"
(2}3/8"0 STRONG -BOLT 2 SS
SEE TABLE 1
12" MIN. EMBD. I j
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22'
25" SQ. 16"
EA. BRACKET TO SLAB.
23' & 24• CUBED (1)
(z}1n•0
31/4•
i < : ; I N
24" 28" SO. 20'
DISTANCE TO
_ W
' I
25' - 30' CUBED (2)
(4}1/2'0
3 1/4•
26"
32" SQ. 23"
EDGEMINIMUM
EDGE OF SLAB.
•:: I I `: V' m
33" MINIMUM DISTANCE FROM
a a
28"
35" SQ. 25"
SLAB CRACK TO COLUMN.
d
31' - 34' CUBED (2)
(4}5/8'0
4'
W Z
30"
39" SQ. 28"
(1Y8" MIN. EMBEDMENT)
" `< `' U) EL
o
o
35' - 39" CUBED (2)
(4}3/4'0
4 3/4'
32"
43" SQ. 30"
e
DEPTH n
< •.'� _
(1}1/2"OM.B. ''
a`
00
34"
47" SQ. 32"
SLAB SHALL BE IN
a POURED CONCRETE
x9" LONG, 1" ' ro°; `' a Q
<<y < <e
N
36"
51" SQ. 34"
GOOD CONDITION FOOTING SEE TABLES
40' - 42' CUBED (2)
(4}3/4"0
4 3/4'
FROM END Co
o
OF POST
o
11 z
BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS
(ICG ES ESR - 3037)
38"
55" SQ. 37"
FOR SIZE INOTE:
3 1/2" MIN. SEE FOOTING
POURED
SQUARE, SEE FTG.
03..
Q
QUA RE�
40"
60° SQ. 39"
CONCRETE
IN BEAM SPAN TABLE
1) MAY USE EITHER STEEL T BRACKET OR
SCHEDULE IN BEAM
FOOTING
w
; 0
_
ALTERNATE FREESTANDING BASE PLATE.
42"
64" SQ. 41"
SPAN TABLES
EXISTING SLAB
7 ATTACHED COVERS ONLY O
POSTS TO CONIC. FOOTING
ATTACHED COVERS ONLY
2) REQUIRES USE OF ALTERNATE FREESTANDING
BASEPLATE.
SQUARE POST EMBED.
O INTO FOOTING
69" SQ. 43'
W Z Z
'CUBE FOOTING
LL Z _ J
ai0¢O
�O d
IO
O z
a ¢ Z LL
(3)-3/4"0 BOLTS
z S o W
FOR POST TYPE F, G, H, I, J & K
:10 w m
0 =)
3" OR 4" SQ.
2
° W z
4 5" INSERT
16" x 0.188"
ASTM A500
8
45' GRADE B
m
STEEL
° 9
0 9
T.O.C.
o m
(n
a?W�
(4y SS316 3/4"0 STRONG -BOLT 2 SS
w
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
"6
} N
o �
ALUM. ALLOY 00" R
u;
a LL
6063-T6 �2.40"
2'0"
> W g
U�
aN
„
1.375
q 7/16"0 HOLE
INSERT TO
° 9 0. a
FOR 3/8" MB .56"
2 FLANGES
BASE PLATE 3/16^
a
0
2 1/8" APART
� m
75"
ASTM A500 GRADE B
POST
INSTALL 1Y2" x 1Y2" x Ye" HDG 1.125"
2.5"
-- - ;
w
o
WASHER PLATE AT ANCHORS
z
0
.75"
75" BASE FLARES
INSERT
u1 o w ..
1.60"
157"
TYP.
TO 3"WIDE EA.
SIDE OF FLANGES
i
9" SQ. X 5/8" THK. `-" `-'
}how
z z W
THK. BASE PLATE
3 aj Lu
1.50 a
090 TYP.
USE FOR 3" OR 4" 1.75" FOR 3" POST,
��
=74�
(ASTM A500 GRADE B STEEL)
o o¢ N it
INSTALL 1Y2" x 1Y2" x YB" HDG
STEEL POSTS 5.50"
4" WIDE FOR 4" POST
4" 6Yz"
WASHER PLATE AT ANCHORS
q 1-7/16"0 HOLE
FOR 130 MPH
q 2- 5/16"0 HOLES_x
2-3/8" HOLES
`r
NOTE: CONCRETE SLAB ANCHORS SHALL BE
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
TYP. EA. SIDE
WELDED STEEL BASE PLATE Q
O
o
%" DIAMETER SIMPSON STRONG -BOLT 2 SS
w
(ICC -ES ESR -3037)
w
ALTERNATE FREESTANDINGa
ALUM "T" BRACKET C
STEEL "T" BRACKET D
BASE PLATE ANCHOR
a rn
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HOMAS.I.
CAMEL
PBL •-�
Exp: 12 I m
• CIVIL
�Na .184�A
THOMASIRAY
CAMPBELL
LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS
a=
r�
2"X6.5"X0.032" SIDE PLATES
m
110 MPH
120 MPH
130 MPH
42"
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
7'
2
3
3
4
3
4
8'
3
3
3
4
4
5
9'
3
4
4
4
4
5
10'
3
4
4
5
5
6
11'
4
4
4
5
5
6
12'
4
5
5
6
5
7
13'
4
5
1 5
6
1 6
7
a
2"X6.5"X0.042" SIDE PLATES
m
110 MPH
120 MPH
130 MPH
�
I
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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16 SCREWS
PER SIDE
3.5"
3.5"
1❑ ORI
SEE NOTES I
BELOW
/BEAM SPLICE TO
J/ OCCUR DIRECTLY OVER 5/8"0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
@ 2 -POST UNITS SripFw Ic wclnG
I
.5" #14 SMS MAY
D3�.5-
BE USE AS
ALTERNATE TO
1/4"P1 BOLTS
8" BEAM
5"
6 1/2" SIDEPLATE EA.
SIDE SEE POST SCHEC
#14 SMS EA. SIDEI F oI t
TOP, MID HEIGHT
AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
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
ROLL -FORMED OR
INSULATED ROOF PANEL
INTERLOCKING SEAMS, TYP.----,,,
WALL
HANGER
�A co
COVF�tiF�Ts'� �7
4'J
(E) STRUCTURE
ROOF PLAN
FASTENERS,
"-ET 4
SEE SHEET 4
ROLL -FORMED #14 SMS @ 32" O.C. MAX.
OR IRP (4 MIN. PER PANEL INTERLOCK)
ROLL -FORMED
PANEL
ROOF HANGER
#14 SMS @ 32" O.C.
4 MIN. PER f"^ '^""
ALUMINUM,q
TOP & BOTT. 0.024"
PION, P
0 ROLL -FORMED PANEL INSULATED ROOF PANEL
INTERLOCKING SEAM INTERLOCKING JOINT
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ROLL -FORMED
PANEL
ROOF HANGER
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• v
HO DSAS I. .�
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Exp- i2 i4 m
•, CIVIL
o� .•abA
�Rn;_o••184� � •
THOMAS IRAY
CAMPBELL
BEAM TO P
SPLICE DETAILS 11
SIMPLE SPLICE
ST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
BEAM TO POST DETAILS 12 BEAM TO POST DETAILS
FULL MOMENT
24' I OPTIONAL DECORATNE FASCIA
1 I I I
I
(8 TO M.S. II #12 S.M.S. II
TYP. THICKNESS =.035' 6 �• (24 TOT TYP THICKNESS =.035"
II II
+ + t ++ + + + + ++
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS
SPLICES - ROLLFORMED & EXTRUDED FASCIAS
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
3" 1 TOTAL= (8}112'0 BOLTS
SPLICE WHERE 4n
OCCURS
070"
TYP.
ALUM. ALLOY
6063-T6
4" I -BEAM
MOMENT CSPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
4'
11 1
SPLICE WHERE
OCCURS
TYP.
ALUM. ALLOY
6063-T6
7" I -BEAM
(2)#10 S.M.S.@ EA.
1.00"
O 0
2.00•
O O
O 0
6 - #14 SDS
T-0"
16" 1•
MOMENT CSPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
4'
11 1
SPLICE WHERE
OCCURS
TYP.
ALUM. ALLOY
6063-T6
7" I -BEAM
1 %2" SQ. OR 2" LATTICE TUBE
ALUM. ALLOY 3105-H25
1.50" 1.50"
.28" � 211 211
018
_T
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M 2"x3NT CPLICE
" LATTICE TUBE
ALUM. ALLOY 3105-H25
.28" � 311 2rr
.018'
T
(2)#10 S.M.S.@ EA.
1.25"
O 0
4.5"
T Ll
0 0
O O
6 - #14 SDS
T-0"
16" 1"
z�s^
1 %2" SQ. OR 2" LATTICE TUBE
ALUM. ALLOY 3105-H25
1.50" 1.50"
.28" � 211 211
018
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M 2"x3NT CPLICE
" LATTICE TUBE
ALUM. ALLOY 3105-H25
.28" � 311 2rr
.018'
T
x 8" x .042" BEAM,
,"SQ. STEEL OR
4AG BEAM.
(6W4 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
X 3" ALUM. OR
TEEL POST
"U" BRACKET - RAFTER TO BEAM
LATTICE TUBE TO RAFTER
#8 x 2 "SMS, 2 1/2"
1 1/2" SQ., 2" SQ.,
OR 2"x3" LATTICE
@ 3" O.C. MIN.
TO 6"D.C. MAX.
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
ROOF LIVE AND SNOW LOADS
"L" FASTENERS
(2)#10 S.M.S.@ EA.
4 - #14 SDS
2'-0"
6 - #14 SDS
T-0"
12 - #14 SDS
VALLEY, TYP.
#14 S.M.S. @12"O.C.
(12) - #14 x 12' S.M.S. EACH SIDE OF 3'
6 1/2"x2'x.024 2' 1"
"L" SEE TABLE
RAFTER
SQ. POST (fl -TOTAL)
ALTERNATE:
"U" BRACKET - RAFTER TO BEAM
- --
1/4'0 OLT W/ WASHER
EA SIDE OF 3' SQ. POST
w
O
A=J
w
-----vET
III + 1.10'
--- - - I
.75 1 II O
I J'
+I'���
L --
NOTCH I -BEAM FLANGE
3' SQ. POST
2.35'
I -BEAM ALUM ALLOY
AS NEEDED TO CLEAR
(6061-T6) ALTERNATE
SQ. POST,CONNECT WEB
STL. C -BEAM
TO POST W/ (2) - 5/8"0
THRU-BOLTS @ 4' I -BEAM,
SQ. POST
AND (3) - 518' 0 THRU BOLTS
4$114 x 1/2' S.M.S. EACH SIDE OF 3'
SQ. POST (LroTAL
@ T I -BEAMS
ALTERNATE: 1/4'0 BOLT W/ WASHER
EA SIDE OF 3' SQ. POST
GUTTER FASCIA
3.00' 3' SD. POST
OR .240'
G BEAM
3'SQ. STL. BEAM
H - BRACKET TO POST 14
RAFTER "TAIL" TO GUTTER 15
x 8" x .042" BEAM,
,"SQ. STEEL OR
4AG BEAM.
(6W4 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
X 3" ALUM. OR
TEEL POST
"U" BRACKET - RAFTER TO BEAM
LATTICE TUBE TO RAFTER
#8 x 2 "SMS, 2 1/2"
1 1/2" SQ., 2" SQ.,
OR 2"x3" LATTICE
@ 3" O.C. MIN.
TO 6"D.C. MAX.
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
ROOF LIVE AND SNOW LOADS
"L" FASTENERS
V-0"
4 - #14 SDS
2'-0"
6 - #14 SDS
T-0"
12 - #14 SDS
FASTENER SPACING = 3/4'
#14 x 1/2' S.M.S. TOP
8 BOTT. (2) -TOT.
FASTENER TO FASCIA - SEE TABLE
— FASTENER TO RAFTER TAILS - SEE TABLE
�OPTIONAL LATTICE TUBES
AT OVERHANG
ROOF PANEL o o
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-------------- – o o
GROUP
ROLLFORMED OR o 0
EXTRUDED GUTTER
ALUM. BRACKET X
#14 S.M.S. @12"O.C.
FASCIA
6 1/2"x2'x.024 2' 1"
"L" SEE TABLE
RAFTER
"U" BRACKET - RAFTER TO BEAM
0
(6) - #14x 3/4° TEK SCREWS
BRACKET TO RAFTER
(6) - #14x Y/4" TEK SCR
BRACKET TO B
2.125" FOR 2 x
t = .040" (c 6063 -T6
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CIVIL
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THOMAS TRAY
CAMPBELL
HOW TO DETERMINE TRIBUTARY WIDTH TO WALL HANGERS, LEDGERS AND SUPPORTING BEAMS
TRIBUTARY WIDTH TABLE
NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED
FAN BEAM (19'-0" MAX SPAN)
Q HEADER
z CEILING FAN AND/
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I J
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TYP.
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PROJECTION
CLEAR SPAN
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I J
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HO JAS I.
CAMPBELL
cExp:
CIVIL '
�No.�184tiA
THOMAS TRAY
CAMP13ELL
ThinkPad\Duralum\IAPMO 0195\5-21-14 Subn
BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS
ATTACHED &
FREESTANDING SOLID COVERS
10•PSF LIVE
LOAD - 110,120,130 MPH - EXP. B & C
o
1.52"
6.5" ROLLFORM
A
z
w
1.79'
GUTTER
z
ExT cuH
z c
z
r�7 77
WHERE I
=
MAX.COL.
¢ r
ATTACHED SOLID
FREESTANDING SOLID
>,
Q x
� W N
a
WHERE
I
SPACING
r
Z) o
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
- r
LU
w
H
sPECE
WHERE
occuas
T=12 GA.
ONB
-
SPACING IN.
((1))
POST
SPACING )
((N)
� _o
6.5"
2.57"
E2
TYPE
7 v
0.73"
SPLICE
RCCURs
I
ASTM A653 SS
GRADE 3.0"
(SPAN)
(SPAN)
TYPE
O
05 6
r
13'-7"
5'
11'-9" 18
11'-9" 20
B
11'-9" 26
11'-4" 28
G
5
WHERE
occuRW I 1
a.0"
0.070"
I a.s"
0.065"
50 G60
.032"
O
rn
a a
ca
0.075 I II 3.0"
TMP.
1
ALUM.
O
11 �'
6
10'-9" 18
B
10'-9" 26
G
.038' 2.08^
TYR I I
2.04' I TYp. 1
r
6
w o a
I
r
10'-9" 21
10' 4" 27
CL w
L - - - - ------3.0"�
1
$
,_ „
9 8
7
10'-0" 19
B
10'-0" 26
G
10'-0" 21
9'-8" 27
z
2.93"
3.0"
3.0"
4.00"
3" SQ.x0.032" ALUM. BEAM
J
� L
, „
8-6
,
8
9'-4" 19
9'-4" 26
^
8,
A 6.5" ROLLFORM
B MAG BEAM
C 4" I -BEAM
ALUM.
D 4.5" MAG GUTTER
E W/ 12 GA. STL. "U" CHANNEL
C,6A
v/
9'_4" 22
9'-1" 26
V
m
8''10" 20
8'-1 O" 27
ALUM. ALLOY
ALUM. ALLOY
ALLOY
ALUM. ALLOY
ASTM A653 SS
7,_7„
9'
p
v
^
V
9,
6063-T6
6063-T6
6063-T6
6063-T6
GRADE 50 G60
LL.
$'-10" 22
8'-7" 26
6 -9 "
10
8'-6" 20
B
8'-6" 27
G
10'
Lcs-6'-2"
8'-6" 23
8'-1" 27
11'
8'-1" 21
C
8'-1" 27
G
11,
a
o.37s"
SPLICE T�.�zS
WHERE ALUM.
occuns ALLOY
O
�
8'-1" 23
7'-9" 28
a c
5'-8°
,
12
7'-$" 21
C
7'-8" 28
G
,
12
7'-6" 24
T-6" 28
0
„ c5
6.656" 7.0' 8.0'
o n
0.110" 0.042" 6.5" 0.032" 6.S 0.042"
J z
3
=
ATTACHED SOLID
FREESTANDING SOLID
>-
TY p. TMP. TMP• TMp.
>
J N
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.COL.
SPACING
¢
HF -
> p
o
x
0.375"
^2^
I..L.
ON SLAB
_o
m
SPACING (IN.)
POST
SPACING (IN.)
POST
m
1.76• ___� _ 4.0" 4.0'
2.0" 2 0" 2.0" I
(2),(3)
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
11'-9" 19
11'-9" 28
MAX. MAX. 2 0" 3.0'�i
O
13'-7"
5'
11'-7" 21
B
o'-10"
G
5,
4.0"
DBL. 2"x6.5"x0.042" DBL. 2"x6.5"x0.032" 3"x8"x0.042" BEAM
7" I -BEAM i
ALUM. ALLOY `� K
cm
r
29
�wzZ
� W Z a
o=¢
<
11'-4"
6'
10'-9" 19
10'-7" 22
B
10'-9" 27
10'-O" 28
G
6'
9'-8"
7'
1 O' -O" 20
1 O'-0" 27
'
F 3004-H36 ALUM. ALLOY 3004 H36 ALUM. ALLOY 3004 H36
ALUM. ALLOY
ALL OR EQUAL OR EQUAL OR EQUAL
1
_o f
J G w
6M.
9'-10 22
G
7
y a w m
9'-3" 28
IL
W/ 1 "C" INSERT9'-4"
G ALUM. ALLOY
J
8'-6"
8'
20
9'-2" 23
B
9'-4" 26
8'-8" 27
G
,
8
25"
6063-T6 r
"C"
ui7,-7„
90
8'-10" 21
B
8'-10 27
G
9"
W/ 2) INSERTS
8'-8" 23
&_2" 28
E
H
L.L.
6'-9"
10'
$'-6" 21
B
$'-6" 27
G
10'
ALUM. ALLOY 14 Gh.
6063 T=12 OR ASTM
V)
R E
-Ts
�a Ga Assn ss
8'-3" 24
7'-9" 28
2.
NOTE: ASTM GRADE50
WHERE'C' SPLICE OCCURS AS SHOWN IN 8.0" 7.875" A653 SS G60 8A"
CD °
LL
6'-2"
11'
8'-1" 21
B
8'-1" 27
G
11'
SPAN TABLES, IT SHALL BE INSTALLED THE 0.042" GRADE50
G6o
O
7'-10 24
T-6" 29
g O
5 -8 "
,
12
7'-8" 22
7'-8" 28
G
,
12
FULL LENGTH OF THE 7' ]-BEAM. p
TMP"
r
¢ z rn
7'-7" 25
7'-2" 30
G
0.625"
X
I I I
2.875"
�3.0"� 4.0" �I--3.I _3.0"�f-- 4.0" �3.0"--I
0 j
> a W
O z
ATTACHED SOLID
FREESTANDING SOLID
>
D
MAX. MAX.
2
¢_
r
U ja
DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM
SPACINL.
SPACING
ON SLAB
o
La -
3
MAX.POST FTG.
SPACING (IN.)
MIN.
POST
MAX.POST FTG.
SPACING (IN.)
MIN.
POST
m 3
0 m
L M W/ 14 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT
(2). (3)
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
a. o' m
13'-7"
5'
11'-9" 20
11'-2"
B
11'-7" 29
G
5,
W
O
ALUM. ALLOY 3004-H36 ASTM A653 GRADE 50 G60 ASTM A653 GRADE 50 G60
OR EQUAL
O
3"x8"x0.042" BEAM
DBL. 3"X8"X0.042" BEAM
M
22
10'-6" 30
v
10'-9" 20
10'-7" 28
FOOTNOTE: "SAMPLE"
N W/ 12 GA. STL. INSERT ��/ DBL. 12 GA. STL. INSERT
P
r
11'-4"
6'
10'-2" 23
B
9'-7" 30
G
6'
?'
"'N2 }
„
9 -8
7
10'-0" 21
B
9'-9" 28
G
7
FIGURE INDICATES ASTM A653 GRADE 50 G60 ASTM A653 GRADE 50 G60
EXPOSURE
1
m � o m
w
B
FIGURE INDICATES NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
9'-6" 23
8'-10" 29
z
3 Gi -o rn
,
8'-6"
,
8
9'-4" 21
B
9'-2" 27
G
,
8
EXPOSURE C OCCUR AS SHOWN IN THE SPAN TABLES, NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
INSTALLED
J
� o � �
THEY SHALL BE THE FULL LENGTH SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
$'-1 O" 24
8'-3" 29
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. OF THE 3'x8' BEAM. THE FULL LENGTH OF THE 3'x8' BEAM.
7,_7„
9'
8'-10" 22
=2 -4
B
8'-8" 27
G
,
9
8'-4"
T-10" 29
0
$'-6" 22
8'-3" 28
FOOTNOTES TO ALL SPAN TABLES:
p
1. FOOTING SHOWN REPRESENTS LENGTH OF 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB SHALL BE 3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE
(n
6'-9"
1
B
G
10
EACH SIDE AND DEPTH OF CUBED FOOTING, SEE SHEET 10. THE SMALLER OF THE MAXIMUM SPACING SHOWN IN THIS COLUMN MAXIMUM COLUMN SPACING MEASURED AT THE COLUMN
g'_0" 25
T-6" 30
w
6'-2"
11'
8'-1" 23
B
7'-10" 29
11'
WHERE SLAB OCCURS, CUBED FOOTING SIZE OR THE MAXIMUM POST SPACING SHOWN FOR THE SELECTED AND SHALL NOT CONTAIN ANY CRACKING FOR 25 & 30 psf.
w
MAY BE REDUCED BY 6" FOR FREESTANDING ONLY. BEAM. WHERE 2 PSF INSULATED ROOF PANELS THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE
O
7'-7" 25
C
7'-2" 31
G
a w
OCCUR AT 10 & 20 psf INSTALLATIONS, SEE TABLE 1, SHEET 47 FOR 9 1/4" MINIMUM.
r
Q U)
7'-8" 23
7'-7" 29
MAXIMUM COLUMN SPACING ON EXISITNG SLAB.
iRall5-91-1dRdriwn AYJRMMdR•15•aR d1,A h"nP11F Writar
5'-8"
12'
7'-1" 25
6'-9" 31
G
12 '
No. C37948
EXP. 03/3.17/
HO AWS.I.
CAIthPBELL
Exp: f2 I+ : m
c
CIVIL
THOMAS IRAY
CAMPBELL
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal -28-14 4.dwg, 8/26/2014 6:36:06 AM, CutePDF Wnter,
ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120, 130 MPH.=,EXP_. B_&,C
3"x8"x0.042"
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3"x8"x0;
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ATTACHED
FREESTANDING
ATTACHED
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=
MAX.COL.
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o
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
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MAX.POST
FTG.
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FTG.
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FTG.
MIN.
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FTG.
MIN.
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FTG.
MIN.
MAx.POST
FTG.
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IN.)
((1)
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(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING.
(IN.)
POST
SPACING
(IN.)
POST
TYPE
SPACING
(IN.)
POST
SPACING
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POST
TYPE
m 39:
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(SPAN)
TYPE
(SPAN)
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TYPE
(SPAN)
(1)
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(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN) ,
(1)
TYPE
(SPAN)
(1)
(SPAN)
(1)
TYPE
(SPAN)
(1)
R
0 a
C
(n�U
c
18'-0"
15
18'-0"
29
21'-8"
16
B
21'-8"
31
G
20'-9"
16
B
20'-9"
31
G
22'-8"
17
B
22'-8"
31
G
29'-2"
18
C
29'-2"
33
H
5
Q a
Q
13'-7"
5'
18'-0"
18
B
17'-6"
31
G
21'-8"
19
21'-2"
33
H
20'-9"
18
20'-2"
33
H
22'-8"
19
22'-1"
33
H
29'-2"
21
28'-6"
36
I
Z z
r'
16'-4"
16
16'4"
29
G
19'-9"
17
C'
19'-9"
30
G
19'-0"
17
B
19'-0"
30
G
20'-8"
17
C'
20'-8"
31
G
26'-8"
19
E
26'-8"
33
H
6
w o Q
r
11'-4'
6'
16' 4"
18
B
16'-0"
30
19'-9"
19
19'-3"
32
19'-0"
19
18'-6"
32
20'-8"
20
20'-2"
32
26'-8"
21
26'-0"
35
I
9'-9"
T
15'-2"
16
B
15'-2"
29
G
18:-4= 17
►18'
�j
4"
30
G
17'-7"
17
C'
17'-7"
30
31
G
19'-2" 18
lA C
19'-2"
19'-2"
31
32
G
24'-8"
24'-8"
19
22
E
24'-8"
24'-1"
33
34
H
a Z
Z
15'-2"
19
14'-10"
30
>,
17'-10
31
1T-7"
19
1T-1"
X1'9'=2"'
X20
-j
C
14'-3" 17
14'-3" 29
17'-2" -18�
17'-2" 31
G
16'-6" 18
C
16'-6" 31
G
18'-0 1"8—
�° C
18'-0" 31
G
23'-2" 20
E
23'-2" 33
H
8,
.J
"
8'-6"
8'
14'-3
19
B
13'-10
29
G
17'-2 20
16'-9"
31
16'-6"
20
16'-1"
31
18'-0
21
18'-0"
31
23'-2
22
22'-7"
33
J
9'
13'-613'-6"
119
13'-613'-1"
330
16 96'-3"
1
E
16'- 15'-9"
331
C7
15'-6"5'-6"
120
Ci
15'-65-2"
331
17'-017'-0"
121
E
17'-0"7'-0"
331
G
21' 20'-10
223
E
21'-2 ^-3"
334
H
9'
U
7,_7„
Ci
G
21
`j
LL
12'-9"
17
C
12'-9"
30
G
15'-4"
18
E
15'-4"
32
G
14'-9"
18
E
14'-9"
32
G
16'-1"
19
E
16'-1"
32
G
20'-9"
20
E
20'-9"
34
H
10'
6'-10"
10'
12'-9"
20
12'-6"
30
15'-4"
21
15'-1"
32
14'-9"
21
14'-4"
32
16'-1"
21
16'-1"
32
20'-9"
23
20'-2"
34
12'-212.-2"
120
12'-11'-10"
330
G
14'-8"4'-8"
19
E
14'-8
332
G
14' 14'-1"
121
E
14'-113'-8"
332
G
15'-4"5
122
E
15'-4"5�"
332
(j
19'-9"9
224
E
19'-9"9,-3"
334
1
11'
Q
6,_2„
11,
C
4-4"
4"
9"
r
11'-8"
18
C
11'-8"
31
G
14'-1"
19
E
14'-1"
32
G
13'-6"
19
E
13'-6"
32
G
14'-9"
19
E
14'-9"
32
H
19'-0"
21
E
19'-0"
35
I
12'
o N
5 -8"
12
11'-8"
20
11'-4"
31
14'-1"
22
13'-9"
32
13'-6"
21
13'-2"
32
14'-9"
22
14'-9"
33
19'-0"
24
18'-6"
35
„o
o�
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0,
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
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FREESTANDING
ATTACHED
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MAX.COL.
o
MAKPOST
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MIN.
MAKPOST
FTG.
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MAKPOST
FTG.
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FTG.
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MAKPOST
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FTG.
MIN.
MAX.POST
FTG.
MIN.
MAKPOST
FTG.
MIN.
SPACING
ON SLAB
m
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
3
(SPAN)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)'
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
C
(2) (3)
(1)
C
18'-0"
16
18'-0"
31
G
21'-8"
17
B
21'-8"
33
I„ I
20'-9"
17
B
20'-9"
32
G
22'-8"
18
B
22'-8"
33
H
29'-2"
19
C
29'-2"
35
I
5,
Q
13'-7"5
17'-8"
19
B
17'-0"
31
H
21'-4"
20
20'-7"
34
20' 4"
20
19'-8"
34
H
22'-4"
20
C
21'-6"
35
I
28'-9"
22
27'-8"
37
K
z
N
16' 4"
17
B
16' 4"
30
G
19'-9"
18
C'
19'-9"
32
G
19'-0"
18
B
19'-0"
32
G
20'-8"
18
C
20'-8"
32
G
26'-8"
20
E
26'-8"
35
1
6'
w " z
N
r
11-4
6
1
19
15'-7"
30
19'-7"
21
18'-9"
34
H
18'-8"
20
C
18'-0"
33
H
20' 4"
21
19'-8"
34
H
26'-3"
23
25'-3"
36
K
0 9
„
15'-2"
17
B
15'-2"
30
G
18'-4"
18
C'
18'-4"
31
G
17'-7"
18
�'
17'-7"
31
G
19'-2"
19
C'
19'-2"
32
G
24'-8"
20
51
E
24'-8"
34
H
7
k W �
0 ` m
9'-9
7
15'-0"
20
14'-4"
30
18'-1"
21
17'-4"
33
H
17'-3"
21
16'-8"
33
18'-10'
21
18'-2"
33
H
24'-4"
23
23'-6"
36
I
LL
$'
14'-3"
18
B
14'-3"
29
G
17'-2"
19
C
17'-2"
31
G
1 F'-6"
18
C
16'-6"
30
G
18'-0"
19
C
18'-0"
31
G
23'-2"
21
E
23'-2"
33
H
8'
J
.
8'-6"
14--1 '
20
C
13'-6"
29
17' 0'
22
16'-3"
32
16'-2"
21
15'-7"
32
17'-8"
22
17'-1"
33
H
22'-9
24
22'-0"
35
I
J
9'
13'-6"
18
13'-6"
30
16'-3"
19
E
16'-3"
31
G
15'-6"
19
C
15'-6"
31
G
17'-0"
19
E
17'-0"
32
G
1'-10"
21
E
21-1
34
H
9'
�,-7„
13'-3"
21
C
12'-9"
30
G
16'-0"
22
15'-4"
32
15'-3"
22
14'-8"
32
16'-8"
22
16'-1"
32
21'-6"
24
20'-8"
34
I
E
ILL
12'-912,-7"
121
C
12'-912
330
G
15'-4"5'-2"
122
E
15'-4"4
331
G
14'9"
122
E
14'-9 4
331
G
16'-; 5,-10
223
E
16'-115,-3"
332
G
0'-92"0'-4"
21
E
20'-9 9
334
H
10'
6'-10"
10'
-1"
-7"
' 6"
-0
8"
m
11'
12'-2"
19 '"
C
12'-2"
31
G
14'-8"
20
E
14'-8"
32
G
14'-1"
19
E
14'-1"
32
G
15' 4"
20
E
15' 4"
32
G
19'-9"
22'
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19'-9"
35
11'
Q
6'-2"
12 -0
21
11'-7"
30
14'-6"
23
14'-0"
32
13'-10"
23
13' 4"
31
15'-2"
23
14'-7"
32
H
19'-6"
25
18'-9"
34
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11'-8"
19
11'-8"
31
14'-1"
20
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14'-1"
32
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13'-6"
20
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13'-6"
32
G
14'-9"
20
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14'-9"
33
H
19'-0"
22
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19'-0"
35
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11'-6"
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13'-10'
23
13'-4"
32
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13'-3"
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12'-9"
32
14'-6"
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14'-0"
32
18'-8"
26
18'-0"
34
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18'-0"
17
17'-8"
33
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21'-8"
19
B
21'-4"
34
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20'-9"
18
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20'-4"
32
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22'-8"
19
B
22'-4"
35
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29'-2"
20
C
28'-9"
37
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13'-7
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17' 3"
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16'-6"
34
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20'-10'
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20'-0"
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19'-1"
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21'-10"
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20'-10"
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28'-2"
23
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6'-10"
39
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16'-4"
18
16'-2"
32
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19'-9"
19
C
19'-7"
33
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19'-0"
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18'-8"
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20'-8"
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20'-4"
34
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26'-8"
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26'-3"
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15'-10"
20
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15'-1"
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19'-1"
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18'-3"
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18'-3"
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17'-6"
33
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20'-0"
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19'-1"
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25'-9"
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24'-7"
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15'-2"
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15'-0"
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18' 4"
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C'
18'-1"
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17'-7"
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19'-2"
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18'-10"
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24'-8"
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24'-4"
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14'-0"
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17'-8"
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16'-10'
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17'-0"
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18'-6"
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17'-8"
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22'-9"
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14'-3"
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14'-1"
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17'-2"
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17'-0"
32
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16'-6"
20
C'
16'-2"
30
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18'-0"
20
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17'-8"
33
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23'-2"
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22'-9"
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13'-9"
21
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13'-1"
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16'-7"
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15'-10'
34
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15'-10"
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15'-2"
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17'-4"
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16'-7"
34
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22'-3'
25
21'-3"
37
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9'
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19
13'-3"
30
G
16'-3"
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16'-0"
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G
15'-6"
20
C
15'-3"
31
G
17'-0"
21
E
16'-8"
32
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21'-10"
23
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21'-6"
34
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13'-0"
22
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12' 4"
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15'-8"
23
15'-0"
33
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15'-0"
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14'-3"
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H
16'-4"
24
15'-7"
34
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21'-1"
26
20'-1"
36
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12'-9"
20
12'-7"
30
15' 4"
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15'-2"
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14'-9"
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14'-6"
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16'-1"
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15'-10"
32
H
0'-9"
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20'-4"
34
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10,
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6'-10"
10
12'-3"
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C
11'-9"
31
G
14'-10
24
14'-2"
33
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14'-2"
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13'-7"
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15'-7"
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14'-10'
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20'-0"
26
19'-1"
36
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12'-2"
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C
12'-0"
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G
14'-8"
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E
14'-6"
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H
14'-1"
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3'-10"
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15'-4"
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15'-2"
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19'-9"
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19'-6"
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14'-2"
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19'-1"
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18'-2"
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11'-811'-3"
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11'-610-9"
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14'-113.-7"
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13'-103"
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13'-12,-0"
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14'-9"4
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19'-08
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18'-8
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