BPAT2014-1018J 1
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
BPAT2014-1018
Property Address:
47875 ENDLESS SKY
APN:
600410047
Application Description:
PATIO COVER 129 SQ
Property Zoning:
Application Valuation:
$1,134.00
Applicant:
LIFETIME PATIOS
P 0 BOX 5806
LA QUINTA, CA 92248
Tait 4 4 Qumr(v
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
AUG 18 2014
CITY OF LA QUINTA
COMMUNITY DEVELOPMENT DEPARTMENT
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9
(commencing with Section 7000) of Division 3 of the Business and Professions Code, and
my License is in full force and effect.
License Class: B License No.: 770843
X� Date: jj�Contractor:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair any
structure, prior to its issuance, also requires the applicant for the permit to file a signed
statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business
and Professions Code) or that he or she is exempt therefrom and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applicant for 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 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 am exempt under Sec. . B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760)777-7153
Date: 8/18/2014
Owner:
MIRIAM GOTTSCHALK
47875 ENDLESS SKY
LA QUINTA, CA 92253
Contractor:
LIFETIME PATIOS
P 0 BOX 5806
LA QUINTA, CA 92248
(760)772-0013
Llc. No.: 770843
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
_ I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance of
the work for which this permit is issued.
_ I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My workers' compensation insurance carrier and policy number are:
Carrier: _ Policy Number:_
_ I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
Date Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE
HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit issued
as a result of this application , the owner, and the applicant, each agrees to, and shall
defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not
commenced within 180 days from date of issuance of such permit, or cessation of work
for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the above-
mentioned property for inspection purposes.
Date: Signature (Applicant or Agen .
r
F. / � Z t `F Art ..� • � . . • � • •
droe�N�
Date Paid: Monday, August 18, 2014
Paid By: LIFETIME PATIOS
Cashier: PJU
Pay Method: DEBIT
Printed: Monday, August 18, 2014 1:38 PM 1 of 1
(rflL.i P&lZVCTFMC
fiyi: i?.
f. AFAMFM
PermitTRAK
$191.69
BPAT2014-1018 Address: 47875 ENDLESS SKY
Apn: 600410047
$191.69
BUILDING STANDARDS ADMINISTRATION BSA
$1.00
BSAS SB1473 FEE
101-0000-20306
0
$1.00
PATIO COVER / COVERED PORCH / LATTICE
$190.19
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$94.38
PATIO COVER, STD, OPEN
101-0000-42404
0
$95.81
STRONG MOTION INSTRUMENTATION SMI
$0.50
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
{ w
Date Paid: Monday, August 18, 2014
Paid By: LIFETIME PATIOS
Cashier: PJU
Pay Method: DEBIT
Printed: Monday, August 18, 2014 1:38 PM 1 of 1
(rflL.i P&lZVCTFMC
67.50'
i m
I ,
I �
I I
. I
I IN
I GARA62E 3'-311I�
I
620TTSGHALK
FI
RS I DING
I
of I
I13.00'
I
STRl1GTlJRE-: dJ
i_ _ I m
I N
�N
I -
1
O t�11CRVAW&O-Tr5-GS ALK,
4ZW5rENDLE55 5KYK
b—&- MI ttT&,; G=A: 42253
I
31
PROPERTY LINE__
54.50'
�2
WATERCOLORS AT LA QUINTA HOMEOWNER ASSOCIATION
ARCHITECTURAL IMPROVEMENT APPLICATION AND REVIEW FORM
Lot Number: %1.-f- Owner Name:,— r ------ ��° i � Sc Hr1y� __________ Date: � /� 9/o__
Property Address: _ /`�+a«-SS SKY Contact Phone:_ %
Nature of lmprovement_PAit_vc_o_\JEfZ 6-)(07 ► C. - _______________
S:EMIL:IfLCU�l�L:�G7i___i�---------------------
----------------------------------------------------------------------------------------
Color, if applicable:_____Estimate start date:___,4�L!_______
'E:
Location, if applicable: .['-
���►,a4S 4�.�1t1�=--��.—t lL:..7C_=:;�C.Z__ 1�tGz:i__'....i�_'
Dimensions, if applicable: _------- _L'------- ------------------=-------------------
Construction materials, if applicable: ______________
Supplier/vendor: __LiFe�'2�_ i'�+7� o ____----__ ___ Approx. Cost:._Q1�__�_--
Attach an additional page for description, if necessary. One set of plans of all
improvements must be attached to this application to show location and dimensions, or a
picture of the item if more appropriate. If construction is involved, the owner is responsible
for obtaining City of La Quinta porypt to do the work.
Owner Signatu --�--- `-� ,) ---------------------/�u�1,�oTTSC'�`�?Gh►A�C _Comer
Send the app tion by a of the following:
CEPnvn�
Via emai to irene�hitestarmgmt.com or Fax: 760.773.5432
By mail to 71687 Highway 111, Suite 102, Rancho Mirage, CA 92270
For Internal Use Only -
Date Received: �t inspection date, if applicable: _
Approval Disapproval (circle one) Date:
Approval Si nature '1
PP 9
Conditions:
4
Whitestar Management for Watercolors at la Quinta HOA
Rev. 6.13
�y
.caa1�B�Lty .
PATIO'COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES: DESIGN REQUIREMENTS:
GOVERNING CODES: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIXCHAPTER I.
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psi. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING RESIDENTIAL CODES, COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
ASCE/SEI 7 -10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010 ALUMINUM ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psi. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC AND 2013 1✓ -
CRC SECTION AH105.2. ADDITIONAL DESIGN REQUIREMENTS:
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
12 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
EXISTING OR NEW CONRETE SLABS.
10. 20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
CARPORTS.
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
DESIGN CONSIDERATIONS:
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 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 (HIP). 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 CP60. STAINLESS STEEL MEMBERS
SHALL CONFORM TO ASTM A653, GRADE 40.
24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A307. 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.
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\2-28-14 A 2.dwg, 5292014 420:39 PM, CutePDF Writer,
1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C.
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: 11, 1.0.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
S. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
•,!4PPED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.50, S,= 0.6, S �= 1.0, S,4= 0.50
RESPONSE MODIFICATION FACTOR, R:125
6. DESIGN ASSUMPTIONS:
A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10'
i
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
I
EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
A. TITLE SHEET AND GENERAL NOTES.
B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TABLES.
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITE-SPECIFIC DESIGN LOADS.
E. APPROPRIATE STRUCTURAL DETAILS.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION.
t
SHEETINDEX:
SHEET # SHEET TITLE / DESCRIPTION
WIND SPEED CONVERSION TABLE:
CBC / IBC
WIND SPEED
EQUIVALENT CRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
SITE DESIGN PARAMETERS:
SITE ADDRESS:
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
0
a
W
z
2 Z o
W N
vi
W A
Q
OD
N IA
N
adFo
°s z
J Y0
W OM Lu
Q
is L V
Uzz
co
i J Z
0LuU
rc
0
U
r
w Q ,-
=oZ
N � J
W 0 -
pUSz
0 W
a
E
R E
LL da
� p m
a?�m
�2,6 G
(13 0
U <
O2=s
UCL
ao-m
ao0m
waW
mS0m
Z
o918cc
0 1-
2W
CL a W
x
rn
T'�IOMAS t:
CA�9F91Et*
R .12 2'a1
lb i'v IR.
J. _.4
!`� 83l7d4&
MAV
ThinkPadMuralumVAPMQ 0195\2-28-14 A 2.dwg, 5/292014 421:53 PM, CutePDF Writer,
- SOLID PANEL STRUCTURES
ROOF
RHANG,
OVVEF
ATTACHMENT CHANNEL
OVERHANG,,
ATTACHMENT CHANNEL
ROOF PANEL SEE TABLES SEE DETAIL A, B & C,
OR WOOD,
LENG
SEE DETAIL A, B & C,
ROOF PANEL SEE TABLES
LENG TN
OR WOOD, ti
W
z
qN0 TN PFS CONCRETE OR
SHEET 8
SHEET 4 FOR ROOF
yNo OF
Sl♦gQ TRIC
CONCRETE OR
z i o
SHEET 4 FOR ROOF SHEET 8
PANELSUPPORTING
SH4L TRVC MASONRY WALL
PA"EL ATTACHMENT
THE
MASONRY WALL
'° N
WALL
THE PRO ES SEE SHEET 8
SUPPORTING WALL MIN. 0.25" SLOPE PER FT.
Rpp /ES
SEE SHEET 8
Q w_
NSA
N W
0 m
HANGER & BEAM.
HANGER & BEAM.
O. SPAN
O.H.
a "
"ami
"O.H." NOT TO EXCEED 25%
"O.H." NOT TO EXCEED 25%
J. w o
OF ROOF PANEL
OF ROOF PANEL
m
ALLOWABLE SPAN J�
ALLOWABLE SPAN
a w 'o
Cl
SEE DETAIL 11, SHEET 12 ✓ 8
�M
SEE DETAIL 11, SHEET 12 B
Q 3�
FOR MANDATORY SPLICE. Sp
POST MI/
BEAM - SEE TABLES
FOR MANDATORY SPLICE. p Sp
OST
BEAM -SEE TABLES
OF � oZ
NO BEAM SPLICE AT SPAC ING
SEE
2
NO BEAM SPLICE AT Spm/
SE Ac
EXTERIOR POSTS. E TABLE G
FOR POST SPACING
F-
=
2
W
EXTERIOR POSTS. T
ARLES
S
2
POSTS, SIZE VARIES
O•/L N pT
POSTS, SIZE VARIES"
EXC NOT TO
2
SEE SHT. 11 FOR MINIMUM
25 o pFB�4� iv
SEE SHT, 11 FOR MINIMUM
pFBEED25%NUMBER
OF REQUIRED COLUMNS
owABLESPAN
NUMBER OF REQUIRED COLUMNS
ALLOEAU eLESp
A�a
a a
3 1/2" SLAB ATTACHMENT
MAY BE USED
WHERE PERMITTED.
NOTE: NO SPLICE AT E [OR POSTS
3 1/2" SLAB ATTACHMENT
MAY BE USED
WHERE PERMITTED.
n
N O
SEE TABLES
SEE TABLES
o
NOTE: EACH COMPONENT IS INTER-
MAX. HT.- 12
NOTE: EACH COMPONENT IS INTER-
o §
FOOTING WHERE REQUIRED
CHANGEABLE WITH ANY OTHER
FOOTING WHERE REQUIRED
CHANGEABLE WITH ANY OTHER
W o
SEE TABLES
COMPONTENT UNLESS OTHERWISE SHOWN.
SEE TABLES
COMPONTENT UNLESS OTHERWISE SHOWN.
x
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION
TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
ui
W w W
Z K
a�
DD
J w
V�1 w
ROOF PANEL SEE TABLES
LENGTHpF
LENGT/I
SHEET 4 FOR ROOF PANEL
ATTACHMENT TO
STRUCROOF
TL/RE
PANEL SEE TABLES MIN. 0.25" SLOPE
SHEET 4 FOR ROOF PANEL
OFSTRU
Cn/RE
SUPPORTING BEAM. O.H.
V
ARIES
PER FT. O.H.
V
ARIES
E
ATTACHMENT TO
E
SUPPORTING BEAM.
m
O.H. SPAN
O.H. SPA
m,
LL
"O.H." NOT TO EXCEED 25%
SPAN
"O.H." NOT TO EXCEED 25%
.61.
a z
OF ROOF PANEL
OF ROOF PANEL2
,6 e
ALLOWABLE SPAN
ALLOWABLE SPAN
12
p
SEE DETAIL 11, SHEET 12
B
FOR BEAM
SEE DETAIL 11, SHEET 12 B
EAM
w oo j
� z > "
MANDATORY SPLICE.
NO BEAM SPLICE AT ppS7' Sp�l /
AC
BEAM -SEE TABLES
FOR NO BEAM SPLICE AT Ts
SE AC/
BEAM -SEE TABLES
> a W N
o E z E
S
EXTERIOR POSTS. EE TABLES NG
FOR POST SPACING z
EXTERIOR POSTS. E TABLES NG
FOR POST SPACING
=
o
POSTS, SIZE VARIES
0j,
NOTT
POSTS, SIZE VARIES
NOT T�II
a o m m
MAY E U ED
O
OFg o cV
ALL E%
LEgpgN
MAY E USED
OFeE% ,o
gLLOwAst Sp,�
iV
TO CONSTRAIN
TO CONSTRAIN
wow ..
z
FOOTING, SEE
FOOTING, SEE
} S In
TABLES
TABLES
g w w
Qz
K Q U
FOOTINGS
FOOTINGS
o o m x
SEE TABLES
NOTE: EACH COMPONENT IS INTER-
SEE TABLES
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
CHANGEABLE WITH ANY OTHER
m
COMPONTENT UNLESS OTHERWISE SHOWN.
COMPONTENT UNLESS OTHERWISE SHOWN.
LL
O
O
TYPE "C" FREESTANDING
W/ CANTILEVER OPTION
TYPE "D" FREESTANDING MULTISPAN
W/ CANTILEVER OPTION
z
ThinkPadMuralumVAPMQ 0195\2-28-14 A 2.dwg, 5/292014 421:53 PM, CutePDF Writer,
TH 731'.
kx
i� @3lTE!lG3�`Z
CAMP . -.�
ThinkPadlDuralumkIAPMO 019512-28-14 A 2.dwg, 5/29/2014 42420 PM, CutePDF Writer
OPEN LATTICE STRUCTURES
.
RAFTER, SEE TABLES
z
w
WALL LEDGER OR
ROOF OVERHANG.
/SnN�'
w
SljN
e(q SEE
Z �
GB OR
DETAIL A & C
WALL LEDGER
G SHEET 8.
-Zi
hG ROOF OVERHANG,
MAX. O.H.
25% OF RAFTER O.H.
SEE DETAIL AB & C.
Q
ALLOWABLE
SHEET 8
RAFTER, SEE TABLES
0SPAN
cai
O.H
Spgh
x
25% OF
ALLOSA AN
2%
z
o'o
0
�S
w
aw�
rc
MCS
qc/Nc
U Z =.
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHEET 12
m z
�G� 0 -
NO BEAM SPUCE AT
EXTERIOR POSTS
3 4
_
O
RftgN 2 0
G
MANDATORY BEAM SPICE - SEE
=
0
LENGTH OF STRUCTURE VARIES
i� =
DETAIL 11, SHEET 12
�G�G•
POST WITH SIDE PLATES
NO BEAM SPLICE AT
pEL
24
e
pOsr
SEE SHT. 11 FOR MINIMUM
EXTERIOR POSTS
0�
Rye
Sp NUMBER OF REQUIR
SF Spq 9h� COLUMNS
LENGTH OF STRUCTURE VARIES
G
y =
a a
3 1/2' SLAB ATTACHMENT
p45 �q y
POST WITH SIDE PIA
d
p MAY BE USED WHERE
ST `S,°
S��T9@
SEE SHT. 11 FOR MINIMUMPERMITTE
o
NOTE: EACH COMPONENT IS INTER-
sFFT Ogc/may SEE TABLES
C/ G/
COLAUMNS BER F REQUIRED
N �
CHANGEABLE WITH ANY OTHER10=
�S
o
COMPONTENT UNLESS OTHERWISE SHOWN.
FOOTING WHERE REQUIRED.
SEE TABLES
NOTE: EACH COMPONENT IS INTER-
posse
3 12' SLAB ATTACHMENT
o 3
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
CHANGEABLE WITH ANY OTHER
SF Spq qN�
FT9g mho
MAY BE USED WHERE
o n1 ;
MAY NOT BE COVERED.
COMPONTENT UNLESS OTHERWISE SHOWN.
�S
PERMITTED.
J ¢ _ ..
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
SEE TABLES
MAY NOT BE COVERED.
FOOTING WHERE REQUIRED,
SEE TABLES
TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE
TYPE "Fr ATTACHED MULTISPAN
LATTICE STRUCTURE
�N
5�
z�
a�
O N
RAFTER, SEE TABLE
FOR SIZE
AND SPACING
MAX. O.H.
O.H.
RAFTER, SEE TABLE
8
?s 25% OF RAFTER
app ALLOWABLE
FOR SIZE
AND SPACING
H
m
p O SPAN
OSTSQ�
MAX. O.H. O.H.
25% OF RAFTER
to
a
0
_
c/h G
ALLOWABLE
25c SPAN
g 02
p
(00 1m
w
srsp
ul
o
u)°w
6
ja�a�
F
V?aS
LENGTH OF STRUCTURE VARIES
O N W
�3 0
0��0
! m
R
�G6pG
Q
p
?q
MANDATORY BEAM SPICE - SEE
O
DETAIL 11, SHEET 12
POST CROSSSECTI
RN�
'vVG
NO BEAM SPLICE AT
LENGTH OF STRUCTURE VARIES
EXTERIOR POSTSp0
SEE POST DETAI
S_`srSp _
MANDATORY BEAM SPICE -SEE
_ -
z a
T9@ qC/h
�S G
3 1/2' SLAB
DETAIL 11, SHEET 12
�S
POST CR SS -SECTION,
SEE POST DETAIL,
uj - W
g
BE USED
To CONSTRAIN
NO BEAM SPLICE AT
SF
EXTERIOR POSTS F
qc/,y
> o m
NOTE: EACH COMPONENT IS INTER-
p0
srsp FOOTING, SEE
q49
SFS G
; � ui y
CHANGEABLE WITH ANY OTHER
s
TABLES
FFt9e qc/NQ
3 1/2• SLAB
COMPONTENT UNLESS OTHERWISE SHOWN.
l;
�s
p os
To CONSTRAIN BE USED
0 N
NOTE: S OPEN LATTICE -TYPE STRUCTURE
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
SFFTge�gC/hC
FOOTING, SEE
MAY NOT E COVERED.
FOOTING SEE TABLES
z
COMPONTENT UNLESS OTHERWISE SHOWN.
Fs
J
v
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
FOOTING SEE TABLES
LLO
MAY NOT BE COVERED.
0
O
f N
W
TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
ThinkPadlDuralumkIAPMO 019512-28-14 A 2.dwg, 5/29/2014 42420 PM, CutePDF Writer
. .. i
ttlWASk.. '•�!
CAMPNE'L L
TMMMIPAY'
24" TRI -"V" PAN
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS
110/120/130 MPH EXP. S & C
6• / 8- x 2 Y2" FLAT PAN
.09R (IS.)-.
ALUM. ALLOY 3004-H36 OR EQUAL
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOFPANELTYPE 10
ROOF UVE/SNOW LOAD. psf
20 25 30 40 50
24• TRI -'V• PAN
- 0.88 0.83 0.75 0.80
24"x2Y2'X0.018" 0.85
0.80 0.65 0.65 - -
24'x2YZ x0.024" 0.90
PANEL -r
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
LLSL
(IN.)
EXP.B
EXP.0
EXP.B
EXP.0
EXPA
EXP.0
13'-9•
13•_9•
10' 3•
10'-3'
10'-3'
10'-3•
10'-3"
10'-3'
16.4"
.018
15, T"
15'-r
15'-r
15'-7"
15! 7•
10
17-0•
11-1 •
9'-0'
8'-s•
8'-r
8'-1•
8'-2'
r-5-
15-3'
15'-3"
17-3"
1 r-3'
17-3"
173'
13'-1•
.024
10
.024
12'-0'
11'$ '
'-
112
11'3'
IT T'
13'-2'
17-r
10'-4•
9'-9•
9'-9'
9'-2•
10
1T -r
IT-T
14'3"
14'-3'
14'-3'
14'3'
M8'-4"8'-4-
040
.032
16'$'
15'-7"
14'-10"
14'-10'
14'-1"
14•-2'
15' 6'
17$•
1 r-1'
1 Y-1'
11'-z'
10'-2'
10•_2•
19-r
19-r
8'4'
8'4'
8'4•
8'4•
.020
.040
.018
d
10'-8'
10'-1'
.020
9'$'
1T -T"
W-11"
7'-9'
T-5"
T-5'
T-2'
T-2'
6'-10"
11'-,3
11'3•
10'-1"
10•-1'
10'-1•
10'-1'
101-11
101-1•
zo
.o2a
12'-1'
12'-1•
024
17-1"
1r-1'
1z-1"
0*
14'-1"
8'-8"
8' 4"
8•-5"
8' 1'
8 1"
T-9"
1z$'
1r$•
1 r-1'
12'-1 •
12'-1'
17-1 •
17-1 •
12'-1 •
032
13'-0"
13'-0"
13'-0"
13'-0•
13'-0"
15'-1"
11'-2'
10'-9"
10'-9'
10'-3•
10'4'
9'$'
9'-9"
9'-9-
14'$"
14'$"
T-3'
T-3'
T-3"
T3"
T-3'
7'-3'
11'-0'
.018
10'$'
rn U r B
14'b•
13'-3•
12'-9'
T$"
T4'
T4'
T-1•
T-11
6'-10-
16*
16'-3'
16'-3'
8'-9•
8'-9•
8•-9"
8•-9•
8•-9•
8' 9-
25
.024
13' 6"
17-10'
13'-0"
12'4'
12' 6'
15'-1"
14'-r
8' 8'
8'4'
8'-5'
8-1"
8•-1'
T-9"
11'-1'
11'-1•
9$'
9'$'
9'$"
9'$'
9'$'
9'$'
.032
wo
14'-9"
020
14'-r
9'-10'
9'-3'
10'$'
10 -2'
10'-z'
s -r
9'$"
9'-z'
1 r-0'
1 r-0•
6'-r
6'-r
6'-7"
6'-r
6'-T'
6'-r
9'-6"
.018
024
11-0'
107'
T-3'
T-0'
7'-0"
6'-9•
6"-10'
6'-7'
13'-2•
8'-3"
8'-3'
8'-3'
8'-3•
8'-3"
8'-3-
30
.024
114'
11'4
q122'
W3'l
1 V_2•
13'-1•
12'-7'
8 3'
8'-0'
8'-0'
T-9'
T-9'
T-5"
14'-2•
14'2•
9'-1'
14'-2'
9•-1•
9•-1.
9•-1'
9•-1-
10'-9'
.032
1 r -r
o 8 cc
8'-3"
8'-3•
8'-3'
12'-3•
12'-3•
14'4'
9'-10"
T$'
13'-0'
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOFPANELTYPE 10
ROOF UVE/SNOW LOAD. psf
20 25 30 40 50
12-X3Y2"1r0.020- -
- 0.88 0.83 0.75 0.80
24"x2Y2'X0.018" 0.85
0.80 0.65 0.65 - -
24'x2YZ x0.024" 0.90
0.88 0.70 0.65
24•x2Y2"X0.032' 1 0.90
0.88 -
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE.
NOTE: PANEL FASTENERS
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE: "SAMPLE"
FIGURE INDICATES -a
ATTACHED
FIGURE INDICATES
FREESTANDING
ThinkPad\Duralum\IAPMO 0195\2-28-14 A 2.dwp. 5!292014 4:2533 PM. CutePDF Wrier,
ALUM. ALLOY 3004-H36 OR EQUAL
.Tr
45-
TYP.
(ALL UNMARKED RADII .06R)
25'-
2.38• T= (SEE TABLE BELOW)
.75'
b
Z
a
w
w
zz�
w H
N � a
t
Q
0 H
Q
Z
J 2 p
w O
m y
ALUM. ALLOY 3004-H36 OR EQUAL f z 0
8• x 2 Yi FLAT PAN 6• x 2 Yz' FLAT PANU z Z
0J
LL/SL PANEL -r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LL L PANEL r 110M H SPAN 120 MPH SPAN 130 MPH SPAN u ¢q
(IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 (IN.) EXP.B EXP.0 I EXP.B I EXP.0 EXP.B EXP.0 w
17$' 17$' 12'$" 176' 176' 17-6' .020 020 14'-r 14'-r 14'-r 14'-r 14'-r 14'-7" m
10•-10' 10'-1" 10.3' 9'$• 9'-r 9%0" 12'$'p 1r-0" 1r-0' 11'4" 11'$• 10'-9" O
13'4'
12"x 3 1/2"W PANEL
13'-r
IT 7"
13'-7-
PANEL -r
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
LL/SL
(IN.)
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
19'4"
17-1'
13'-9•
13•_9•
13•_9•
13•_9•
13•_9•
13•_9•
16•-10"
.020(l)
16.4"
15'7-
15, T"
15'-r
15'-r
15'-7"
15! 7•
10
17-0•
11-1 •
11-2"
10'-r
10'-r
9'-11"
10. 3-
9' 9"
15-3'
15'-3"
15•-3•
15'-3'
15•-3'
15'-3"
13'-1•
.024
12'-4
12'-6'
12'-0'
11'$ '
'-
112
11'3'
IT T'
13'-2'
17-r
17$•
11'-10'
17-0•
11'-1'
10
1T -r
IT-T
1T-7•
1T -r
1T -r
1T -r
.032
040
16'$•
16'$'
15'-7"
14'-10"
14'-10'
14'-1"
14•-2'
15' 6'
14'-9'
14'-0'
z
Qa
10'-2'
10•_2•
19-r
19-r
19-7"
19'-7•
19-7'
19-7"
.020
.040
d
10'-8'
10'-1'
.020
9'$'
1T -T"
W-11"
16'-9"
16-9'
16'-0•
1 F -W
T-11'
11'-,3
11'3•
11•_3•
11•_3"
11•_3•
11•_3•
11'4"
.020(l)
11'4•
a
12'-1'
12'-1•
024
17-1"
1r-1'
1z-1"
0*
14'-1"
13'-r
13'$'
024
13'-2'
124'
10 1"
1z$'
1r$•
12'$'
12'-6'
12'$`
17$-
E
.024
13'-0"
13'-0"
13'-0"
13'-0"
13'-0•
13'-0"
15'-1"
11'-2'
10'-9"
10'-9"
10'-3•
10'4'
9'-10"
20
9'-r
14'$"
14'$"
14'$•
14'$"
14•$"
14'$•
11'4'
.032
11'-0'
11'-0'
10'$'
rn U r B
14'b•
13'-3•
12'-9'
12'-9'
1 z4'
1 r4'
11'-7-
10, .
1(Y3•
16*
16'-3'
16'-3'
16'-3"
16•-3'
16'-3•
16'3"
11'4"
.040
.040
13' 6"
17-10'
13'-0"
12'4'
12' 6'
15'-1"
14'-r
14'-r
13'$'
14'-1"
13'-2•
9 9
9 9•
11'-1'
11'-1•
11'-1'
11'-1•
11'-1'
11'-1'
020
.020(l)
wo
14'-9"
020
14'-r
9'-10'
9'-3'
9'-5•
8'-11'
9'-0'
8'$"
T-10'
8'-10"
1 r-0'
1 r-0•
12'-0"
12'-0"
-O"12'-0"
10'4"
10'4"
.024
9'-6"
9'-6"
024
11-0'
107'
10' 8"
10'-2^
024
9'-9"ZS13'-2'
91$•
9'-3'
13'-2•
13'-2"
13'-2•
12'-C
13'-2-.032
1 Y-1'
b
i
10'3'
11'4"
114'
11'4
q122'
W3'l
1 V_2•
13'-1•
12'-7'
12'8'
12'2
11'-2"
11.-6-
14'-2•
14'2•
14'2"
14'-2'
3�N
14'-2'.04015'-0•
11' 3'
113"
10'-9'
13 -1"
1 r -r
o 8 cc
8'-3"
8'-3•
8'-3'
12'-3•
12'-3•
14'4'
14'-213'-7"
T$'
13'-0'
10'$•
101-6•
10'$"
10'$•
10'-0"
10'$"
W8'-3"3`
020(1)
.040
V7-
13'-3'
17-9'
12'-9"
12'-3"
12'4"
9'-2•
8'-9'
8'-11"
8'-5•
8'$'
8•-2'
9'-3"
9
9'-3'
11'3•
11'-3•
11'-3-
11'-3•
11'-3"
11'-3"
020
.024
020
8'-5'
8'-1"
8'-1-
T-9'
T-10'
30
1r6•
12-6•
12•$•
1r -s•
1r�s•
1r�-
9 -9'
.032
9 -91024
024
12 6"
12'-1'
11'-10'
11' 6'
11'-1"
9'$''-2"
13'4'
13'4"
13'4'
13'4'
13'4'
13'4"
.040
10`9"
•
10'-9"
10'-9"
10'-9•
14'-2'
13' 8'
13'$"
13'-0'
13'-3'
12' 6"
9'-1•
9'-1'
9'-1•
9.- .
9•_1.
9•_1•
020(1)
10'4•
M8'4'8'4'
10.4'
10'-0-
11'-r
8'-3"
8'-1'
8'-1'
T-10"
T-10•
T 6"
10'3'
10'-3'
10'-3"
10'-3'
10'-3•
10'.3-
.024
oa0
1z -r2'-2'
11'-8'
11'-9'
11'-3'
8'-10•
81-10•
8'-r
40
•
11'4'
114
11'4'
114
114'
11'4'
U20
.032
020
11'-3'
11'-1'
11'-0"
10'-r
10'$'
10'-3'
6'-11'
1Z 2'
12'-2"
12.2"
12•_2•
12•_2"
12•_2•
.040
9'-0"
024
1r$'
1z4•
174'
17-1"
17-1"
11'$'
8'$'
8'-2"
8'-2•
8'-2"
8'-2•
8'-2•
8'-2-
.020(l)
9.9.
9'_9.
9'_9.
191-7-
9•-9•
9'_9.
40
T-1'
T-1 •
T-1'
6'-11'
6'-11'
6'-9'
9'-2•
9-2'
9'-2•
8'-2"
9'-2"
9'-2"
9'-10•
.024
9'-r
9'-3'10'-7"
10'7'
10'-r
T-10'
T-10'
7'-8'
T$'
T-6'
50
10 -r
10-r
1 O
10 -r
10-r
1a -r
.032
.040
11'$"
11'-2•
11'-2"
10'$'
10'-10"
9'-r
9'-r
9'-r
9'-3`
9'-5'
8'-11'
T-5•
T-5•
11'3"
11'-3'
11'3•
11'-3'
11'-3'
11'3-
.020
.040
.020
1r-0•
10•-10•
10•-10•
1o' -r
10'$•
10.4-
.Tr
45-
TYP.
(ALL UNMARKED RADII .06R)
25'-
2.38• T= (SEE TABLE BELOW)
.75'
b
Z
a
w
w
zz�
w H
N � a
t
Q
0 H
Q
Z
J 2 p
w O
m y
ALUM. ALLOY 3004-H36 OR EQUAL f z 0
8• x 2 Yi FLAT PAN 6• x 2 Yz' FLAT PANU z Z
0J
LL/SL PANEL -r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LL L PANEL r 110M H SPAN 120 MPH SPAN 130 MPH SPAN u ¢q
(IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 (IN.) EXP.B EXP.0 I EXP.B I EXP.0 EXP.B EXP.0 w
17$' 17$' 12'$" 176' 176' 17-6' .020 020 14'-r 14'-r 14'-r 14'-r 14'-r 14'-7" m
10•-10' 10'-1" 10.3' 9'$• 9'-r 9%0" 12'$'p 1r-0" 1r-0' 11'4" 11'$• 10'-9" O
14'-2'
13'4'
13•-r
13'-r
IT 7"
13'-7-
13'-r
13'-r
18•
18•-0"
024
18•-0"
a
15-6
-18••
159'
024
10
19'4"
17-1'
11'-4'
I V-6"
10 -9'
10'-10'
10'-1'
1T$•
16•-10"
1T-0•
16.4"
15'7-
15, T"
15'-r
15'-r
15'-7"
15! 7•
10
032
10'-10•
10'-4•
10. 3-
9' 9"
9'-10"
9'-5•
032
13'3"
13'-3"
14'-1'
13'-1•
13'4•
12'-4
12'-6'
12'-0'
11'$ '
'-
112
11'3'
IT T'
1T-7"
1T -r
IT 'r
1T -r
1T-7".040
15' 6'
14'-2"
13'-9'
13'-r
13'-0'
13'-1"
12'$'
16'-8"
040
16'$•
16'$'
15'-7"
14'-10"
14'-10'
14'-1"
14•-2'
13'4-
z
Qa
10'-2'
10'-2'
10•_2•
10'_2"
10•_2"
10•_2•
i 3
10'4" 10'4• 10.4• 10'4" 10'4• 10.4-
.020
d
10'-8'
10'-1'
.020
9'$'
9'-9•
9'-1"
8'-9"
8'-9'
B'4'
8'-6"
T-11'
i
11'4'
11'4•
11'4"
11'4"
11'4'
11'4•
a
12'-1'
12'-1•
024
17-1"
1r-1'
1z-1"
14'-1"
13'-r
13'$'
024
13'-2'
124'
10 1"
9 $'
9 9
9 3'
9 5'
8 11'
20
E
13'-0"
13'-0"
13'-0"
13'-0"
13'-0•
13'-0"
15'-1"
14'-8"
.032
14'-1'
m E
m $
9'-9` 91-9" 91-9' 9'9' 9•-9' 9'-9•
9'-11"
9'-r
9'-r
9'-2'
.032
8'-11•
U. u
11'-10'
11'4'
11'$'
11'-0'
11'-0'
10'$'
rn U r B
14'b•
14'-6'
14' 6"
14' 6"
14%6
14'$"
11.0"
10, .
1(Y3•
.040
2 u
11'"
11''
11.4"
114"
11'4"
11'4"
.040
13' 6"
17-10'
13'-0"
12'4'
12' 6'
11'-10'
12$
134
12-6'
17-r
9 9•
9 9
9 9•
9 9•
9.-9.
91-9"
173"
17-3•
It
j a a N
020
wo
14'-9"
020
14'-r
14'-1"
8'-11'
8'-8
8'$•
8'-3•
8'-3'
T-10'
8'-10"
8'_7-
8$-
8•_1•
1014'
10'4"
10'4"
10'4"
9'$•
9'-6"
9'-6"
024
10'-2•
9•-10'
024
25
91$•
9'-3'
12'-1'
9'-2•
1r-9,
12'-C
25
1 Y-1'
b
i
10'3'
11'4"
114'
11'4
11'4'
W3'l
1 V_2•
11•-2•
11'-2'
.032
11'-2"
11'-2"
z z w
.032
3�N
11'-10'
11' 3'
113"
10'-9'
13 -1"
1 r -r
o 8 cc
8'-3"
8'-3•
8'-3'
12'-3•
12'-3•
12'-3"
tr-3•
T$'
T$•T-2'8'-9•
.040
8'-9"
8'-s•
W8'-3"3`
9"
.040
V7-
13'-3'
17-9'
12'-9"
12'-3"
12'4"
11'-9"
10 4'
10 -3'
10'3"
10'-1 •
9 -3•
9'-3"
9
9'-3'
9'-3'
9'-3'
9'-3-
3'
11'-9'
11•-0-
11'$•
020
020
8'-5'
8'-1"
8'-1-
T-9'
T-10'
T-6"
91-9"
•
9 -9'
9 -9"
9 -91024
024
30
9'$''-2"
8'-10'
8'-11"
8'4•
10`9"
•
10'-9"
10'-9"
10'-9•
032
032
11'-1'0'-9'
10'4•
M8'4'8'4'
10.4'
10'-0-
11'-r
11'-r
11'-7"
11'-7'
oa0
oa0
1z -r2'-2'
11'-8'
11'-9'
11'-3'
84•
•
84'
84'
84"
U20
020
T$'
7'-6•
T 6'
T-3'
T-2"
6'-11'
9'-0'
9'-0'
9'fi
9'-0"
9'-0"
024
024
40
8'$'
8'-3"
8'-3'
8'-1'
T-10"
9.9.
9'_9.
9'_9.
191-7-
9•-9•
9'_9.
40
032
032
10'-2'
9'-10•
9'-10"
9'-r
9'-3'10'-7"
10'7'
10'-r
10'-r
10'-r
040
.040
11'$"
11'-2•
11'-2"
10'$'
10'-10"
10' 6'
7'-5'
T-5•
T-5•
T-5•
T-5'
T 5-
.020
.020
6'-5'
6'-5'
6'-5'
6'-3'
6'-3'
6'-1'
8 -3•
B 3'
8 3•
8'3*
8 3'
8 3'
024
024
50
T4'
7'-3'
7'-3'
T-1•
T -W
6'-11•
50
9-1•
9 1'
9 1'
9 1
9 1"
9-11
032
032
8'-9"
8'-r
8'$'
8'-5•
8'4'
8'-3'
9'-9'
9•-9•
9'-9•
9' 9•
9'-9
9'-9"
.040
.040
9'-10'
9'-9"
9'-9'
9'-5•
9 r
9'-2'
14'-2'
13'4'
r 13'4'
17$'
17-9'
12'-1"
18'-0"
18•
18•-0"
18'`
18•-0"
a
15-6
-18••
159'
'-a
143'
0 q
19'4"
19'-4'
194'
194"
19'4"
194"
o c
1T$•
16•-10"
1T-0•
16.4"
16'$"
16'-0'
r o
o::
o_
12'-1" 12'-1• 12'-1' 17-1' 1r-1• 19'4"
10'-10•
10'-4•
10. 3-
9' 9"
9'-10"
9'-5•
3
"az
13'3"
13'-3"
3'3'
13'3•
13-3•
13'3•
ow cc
11'$ '
'-
112
11'3'
17"2-2
_1'-8
15'$"
15' 6"
15'-6"
16-6'
15•$"
15' 6'
14'-2"
13'-9'
13'-r
13'-0'
13'-1"
12'$'
16'-8"
16•$'
16'$•
16'$'
16'-8"
16'$'
z
Qa
15'-6"
15'-2'
15-2'
14'-10'
14'-10'
14'-3•
i 3
10'4" 10'4• 10.4• 10'4" 10'4• 10.4-
d
10'-8'
10'-1'
10'3'
9'$'
9'-9•
9'4•
CIL w
i11'
1'1�"l11'-1'
i
6"
11'-r
10' 6'
a
12'-1'
12'-1•
12'-1'
17-1"
1r-1'
1z-1"
14'-1"
13'-r
13'$'
13'-1'
13'-2'
124'
13'-1'
13'-1•
13'-1"
13'-1"
13'-1'
13'-1"
E
15'4•
15'-1"
14'-8"
14'-9-
14'-1'
m E
m $
9'-9` 91-9" 91-9' 9'9' 9•-9' 9'-9•
9'-11"
9'-r
9'-r
9'-2'
94'
8'-11•
U. u
10'4"
10'4•
10'4•
10'-4'
10'4'
10'4"
rn U r B
a w c
11'4•
10•-9"
11.0"
10, .
1(Y3•
9'-11'
2 u
11'"
11''
11.4"
114"
11'4"
11'4"
}I
j N o
-
13r
12$
134
12-6'
17-r
11-10
0A
„A
12'-3'
12'3'
12'3"
17-3"
173"
17-3•
It
j a a N
wo
14'-9"
14* -6"
14'-r
14'-1"
14'-1'
13'-r
U Z) a N
9'-0• 9'-0" 9'-0" 9'-0" 9'-0• 9'-0"
9 1"
8'-10'
8'-10"
8'_7-
8$-
8•_1•
Q>mm
a o m E
9•$"
9'$"
9'$"
9'$•
9'-6"
9'-6"
10'-2•
9•-10'
9'-10'
9'-r
91$•
9'-3'
12'-1'
12'-9•
1r-9,
12'-C
12.-r
1 Y-1'
b
i
10'3'
10•-1•
10'-1•
T-10"
9'-10•
9'$"
m z m
1 V_2•
11•-2•
11'-2'
11'-2"
11'-2"
11'-2"
z z w
3�N
13'-9•
13'4•
13' 6'
13•-0'
13 -1"
1 r -r
o 8 cc
8'-3"
8'-3•
8'-3'
T$'
T 7-
T$•T-2'8'-9•
8'-9"
8'-s•
W8'-3"3`
9"
v8'-9'
V7-
8r8'
-1•0O9'$'
9'$' 9'$' $'
10 4'
10 -3'
10'3"
10'-1 •
10 -1 •
9'-9'
w
10'4' 10'4' 10'4' 10'-4" 10'4' 10'4"
11'-10'
11'-r
11'-9'
11•-0-
11'$•
111-2"
�t ti;-
G��9P®I=Ety
Qt�. 6y6, g317d¢1G.3�2
Thinkpad\Duralum\IAPMO 0195\2-28-14 A 2.dwg,
MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
14 4:27:11 PM, CutePDF Writer
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED —a
FIGURE INDICATES FREESTANDING
r
i
TABLE 1
TABLE 2
TABLE 3
(2) 211x6 Y2" AND
WALL HANGERS, 3"x8" AND
EXTRUDED AND 3"x8"
WITH
6 %2"
ROLL
FORMED BEAMS
_STEEL
HEADERS
STEEL
INSERT HEADERS
NUMBER OF NO. 14 TEK OR SMS SCREWS
NUMBER OF NO. 14 TEK OR SMS SCREWS
NUMBER OF
NO.14 TEK OR SMS SCREWS
PER
FOOT OF BEAM LENGTH
<m:
PER
FOOT
OF WALL
HANGER AND
BEAM LENGTH
<x
PER FOOT
OF BEAM LENGTH
a
Da
3
110 MPH 120 MPH 130 MPH
110 MPH 120 MPH 130 MPH
110 MPH
120 MPH
130
MPH
EXP. B
EXP. C EXP. B EXP. C EXP. B
EXP. C
EXP. B
EXP. C
'EXP. B EXP. C
EXP. B
EXP. C
EXP. B EXP. C
EXP. B EXP. C
EXP. B
EXP. C
~
~
~
5
[j ---j
1
1 1
2
5�
1
-
•
-1.'
1 1
1
1
5
1
1
1 1
1
1
2 2 2
2
2
1
1
1 2
2
2
1 1
1 1
1
1
6'
[j--2—
1
1 2 2
2
6'
1
1-:
1 1
1
2
6'
1
1
1 1
1
1
2 2 2
2
3
1
2
2 2
2
2
1 1
1 1
1
1
1
7
1
1
1 2 2
2
7'
1
1
1 2
2
2
7'
1
1
1 1
1
1
2
2 2 3
3
3
2
2
2 2
2
2
1 1
1 1
1
2
80
1
2
2 2
2
$�
1
1
2 2
2
2
$1
1
1
1
1
1
2
2 2 33
3
3
2
2
2 2
3
3
1 1
1 2
1
2
9'
2
2
2 2 2
2
9'
1
2
2 2
2
2
9'
1
1
1 1
1
1
2
3 3 3
3
4
2
2
2 3
3
3
1 1
1 2
2
2
10'
2
2
2 2 2
3
10'
1
2
2 2
2
2
10'
1
1
1 1
1
1
2
3 3 3
3
4
2
2
2 3
3
3
1 2
2 2
2
2
11'
2
2
2 2 2
3
11'
2
2'
2 2
2
3
11'W22
1
1
2
3
3 3 4
4
4
2
3
3 3
3
3
2
2
2
12
2
2
3 3 3
3
12'
2
2
2 2
2
3
12'1
1
2
3
3 3 4
4
5
2
.3
3 3
2
4
2
2
2
13'
[3-3-1-2--4--2
�4�34 3
�43�5
13'
2
2
2 3
3
3
13'1
1
2
2
3
3 3
3
4
2
2
2
14 4:27:11 PM, CutePDF Writer
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED —a
FIGURE INDICATES FREESTANDING
r
i
0
z
W
z
zz�
W N
w
W �
Q
O�
Wry
Q J
F
J W
W D
� � U
< 3UZ
O a K
�w
0
0
U
E
8
r E
Y �
ID mQ �
LL U
f p m
W F N
O _
> a
W
1.
O�z�
UDa l
Q]mm
aom�
Z o . .
W O W
m C 0 coo
3 111 N
QfQ
06NIx
a
LL
= O
v
Lu
w
X
m
1`tlt�+A3i18F;
CAVILL .
f�0; �31I11b3�2
74iQf*M,A1��411V
y3`
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
a
w
w
Z
z i �
W N
n
O Qm
N
a J Q
�aC7 .
Z
12 o•
w o
M w
cr U
U c i
O J Z
a
F U
ui
0
U
N I
as
N
<^
N O_
N
O
z
03
00
x
W J
a
OV
0w
2o
iX
0
ac�a
U
�g
8
}
E
m m@
Ili U
��
Q Z W m
� t-
}�
0
FOOTNOTE: "SAMPLE" O
W (L
W g
FIGURE INDICATES v 4 N
ATTACHED O , ( a
FIGURE INDICATES a > m m
FREESTANDING a o m
w
c�
W
Z<
tLo W
mNOm
z�Ww
w
QQQ N
O�tU9w
a
LL
O
Wt
Q w
W
y
o.oar
TYP.
s.a•
s.s o.oza• s.s
o.oza• o.o3r
o.o3r
o.oar o.oar
MAX
* 3"x8" RAFTER * 2"x6.5" RAFTER *DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR ALUM. ALLOY 3004ai36 ALUM. ALLOY 3000-H36 OR
EQUAL OR EQUAL
LUSL
cn
^7"
(�N.)
z W
a �
� o
3" x 8" RAFTER
z �
¢ �
� o
2" X 6 1/2" RAFTER
z �
a �
va, o
DBL. 2" x 6 1/2" RAFTER
110 MPH 120 MPH 130 MPH
LUSL
•T"
��N)
110 MPH 120 MPH 130 MPH
LUSL
^�"
(�N.)
110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
10
.042
16"
29'-8"
26'-3"
29'-0"
26'-3'
29'-8"
26'-3"
28'-9"
26'-3"
29'-3"
26'-3"
26'-3"
25'-7"
.024
16„
16'-0"
14'-2"
15'-10"
14'-2"
16'-0"
15'-0"
15'-9"
13'-8"
,024
16"
22'-6"
10"
22'x"
19'-10"
22'-6"
21'-1"
22'-2"
19'-10"
19'-2"
19'x'
24"21'-0"
24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6"
21'-6" 21'-6" 21'-621'-6"21'-0"24"11'-7"
13'-1" 13'-0" 13'-1" 12'-3" 12'-10" 11'-2"
11'-7" 11'-T 11'-7" 11'-7" 11'-3"24"
17'-3" 18'-2"
16'-3"16'-3" 16'-3"16'-3"5-10"23'-0"
15'-8"
.04216"10"21'-10"0"21'-10"21'-10"21'-10".03216"18'-0"
23'-0" 23'-0"23'-0" 23'-0"22'920'-3`
20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
0" 17'-T10
18'-0"18'-0" 18'-0" 18'-ui
03216"25'-3"25'-3"25'-3"224'-8"2418'-9"
418'-4"183"18'�l"
'-6" 28'-7" 27'-9" 28'-3"
25'-T20
18'-9' 18'-9" 18'-9"8'-9" 18'-9"24"16'-7"
17'-10" 1T-10" 17'-10" 17'-10" 17'-10" 17'-10"
16'-616'-T 16'-1" 16'-4" 14'-10"24"
14'-8" 14'-8" 14'-8" 14'-4"
-3" 23'x" 22'-8" 23'-1"
20'-8" 20'-8" 20'-8" 20'-8" 20'-0"
20'-10"
25
.042
16"
19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8"
21'-6" 21'-6" 21'-0" 21'-2" 21'-3" 20'-8"
.042
16"
24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2"
21'-9" 21'-9" 21'-9" 21'-9" 21'-2"
.042
16"
34'-7" 34'-4" 34'-7" 33'-7" 34'-2"
30'-8" 30'-8" 30'-8" 30'-8" 30'-0"
32'-8"
29'-10'
24"
16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1"
17'-7" 17'-T 17'-T 17'-4" 17'-6" 16'-10"
24
20,_1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0"
17'-9" 17'-9" 17'-9" 17'-9"
24"
28'-2" 28'-1" 28'-2" 27'-4" 27'-10"
25'-1" 25'-1" 25'-1" 25'-1" 25'-1"
26'-8"
24'-4"
30
.042
16"
18'-1"
19'-1"
18'-1"
19'-1"
18'-1"
19'-1"
18'-1"
19'-1"
18'-1"
19'-1"
18'-1"
19'-1"
,024
16"
12'-4"
12'-4"
12'-4"
12'-4"
11'-9"
12'-4"
11'-9"
12'-4"
11'-9"
20
,024
16"
17'x"
16'-T
17'-0"
16'-7"
17'-4"
16'-7"
17'-4"
16'-7"
17'-4"
16'-T
17'-3"
16'-T
24"
13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9"
15'-7" 15'-7" 15'-T 15'-7" 15'-7" 15'-7"
24"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1"
9'-8" 9'-8" 9'-8" 9'-8" 9'-8"
24"
14'-2" 14'-2" 14'-2" 14'-2" 14'-2"
13'-7" 13'-7" 13'-7"
14'-2"
13'-T
16"
15'-10" 5'-10" 15'-10" 15'-10" 15'-10"
16'-8"16'-8" 16'-8"
15'-8" 15'-8" 15'-8" 15'-8" 15'-8"16"22'-1"
15'-0"15'-0"15'-0" 15'-0" 15'-0" 15'- 0"
22'-1" 22'-122'-1" 22'-1"
21' -1"21'-1"21'-1"21'-1"21'-1"21'-140.032.032.04224"224"12'-10"
22'-0"16'16'-8"
115'-10"16"15'-8"
13'-8" 13'-813'-8" 13'-8" 13'-8"
12'-10" 12'-10" 12'-10" 12'-10" 12'-9"24„18'-1"
12'-313" 12'-3"17'-3"
18'-1" 18'-1" 18'-1" 18'-1"
17'-3"17-3"17'-3"17'-3"1-3"
18'-0"
50
.042
16"13'-4"
13'x"13'-4" 13'x"1�T-4"
15'-0" 15'-0 15'-0" 15'-0" 15'-0"
.042
16„
19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10"
18'-1" 18'-1" 18'-1" 18'-1"
,042
16"
26'-8" 26'-8" 26'-8" 26'-8" 26'-8"
25''6" 25'-6" 25'-6" 25'-6" 25'-6"
26'-T
25'-6"
24"
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3"
2" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2"9"
24"
15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6"
14'-9" 14'-9" 14'-9"
24„
21'-10" 21'-10" 21'-10" 21'-10" 21'-10"
20'-10" 20'-10" 20'-10" 20'-10" 20'-10"
21'-9"
20'-10"
* NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
24' O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED.
024
16'
10'-7"
11'-7"
10'-7"
11'-7"
10'-7"
11''7"11''6"
10'-7"
10'-7"
10'-7"
024
16"
15'-10"
16'-3"
15'-10"
16'-3"
15'-10"
15'-10"
15'-10"
16'-2"
15'-10"
15'-8"
24"
8'-1" 8'-1" 8'-1" 8'-1" 8'-1" 8'-1"
g'_6" g'-0„ g'_6^ g'-0^ g'_6" 9'-2"
24„
13'x" 13'-4" 13'-4" 13'-2" 13'-3"
9'-3" 9'-3" 9'-3" 9'-3" 9'-3"
12'-9"
9'-3"
. 032
16'
14'-4"
14'-4"
14'-9"
14'-4"
14'-9"
14'4"
14'-6"
14'-4"
14'-7"
14'-4"
14'-2"
032
16„
20'-2"
20'-9"
20'-2"
20'-9"
20'-2"
20'-9"
20'-2"
20'-6"
20'-2"
20'-7"
20'-2"
19'-10
25
25
24"11'-1�11
11-1�24„16'-7"
16'-7" 16'-7" 16'-7" 16'-7"
16'-7"12'112'-1"
11'-10"
12'-0"
11'-7"
17'-0"
17'-0"
17'-0"
16'-8"
16'-9"
16'-3"
.042
16"
17'-4"
17'-9"
17'-4"
17'-9"
17'-4"
17'-9"
17'-4"
17'-7"
17'-4"
17'-8"
17'-4"
17'-1"
,042
16"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24"
13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3"
14'-7" 14'-7" 14'-7" 14'-4" 14'-6" 14'-0"
24"
20'-0" 20'-0" 20'-0" 20'-0" 20'-0"
20'-6" 20'-6" 20'-6" 20'-6" 20'-6"
20'-0"
20'-0"
ThinkPad\Duralum\IAPMO 01 95\2-28-14 A 2.dwg, 5/2 9/201 4 4 28 23 PM, CutePDF Writer,
EQUAL
ThinkPad\Duralum\IAPMO 01 95\2-28-14 A 2.dwg, 5/2 9/201 4 4 28 23 PM, CutePDF Writer,
NO
TttOMAS F. '
C`A�PBELf..
IVIL
�L.
F�fi, 8317�4lL�. '
i. tHo.w.- RA >t
P.: i
IThinkPad\Duralum\IAPMO 0195\2-28-14 A 2.dwg,
RAFTER SPANS FOR OPEN LATTICE STRUCTURES
0.024" 6.5"
0.032
0.042
1-2.0"-J I--2
MAX
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 30044436 ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
110/120/130 MPH
1014 4:29:10 PM, CutePDF Writer,
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED —a
FIGURE INDICATES
FREESTANDING
EXP. B & C
0
a
W
W
zz�
W n,
v;
wA
ap-;
r
N 0cd
Q < 4
J Z =
0
Wow
m.�
0. w
7 K v
U Z =
< U
o`
r- U
Lu
W
0
U
E
w E
'n
m mE
u- c
tAUO
Q , Lu
wc6 G
0 Q
j
aar
0
O�=�
U�Lu
aN
Og4v
Q�mm
aom�
a
0
z �*
uj W
mom
;ww�w
0)
ITu-
2b o
0
a
< LU w
Lu
x
Z I.-
Z
av
mo
2"
X 6 1/2" RAFTER
-
Zw
av
w
DBL.
2", x 6 1/2" RAFTER
LUSL
(IN.)
110 MPH 120 MPH 130 MPH
LUSL
(IN.)
110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP:,B EXP.0
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
024
16"
9'-9"
9'-9"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
024
16"
14'-8"
6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
24"
7'-6" T-6" 7'-0" 7'-0" 7'-6" 7,-0"
8'-6" 8'-6" 8'-W 8'=6" 8'-6"
24"
11'-2" 11'-2" 11'-2" 1�V-2"�'Jo�1'1!"j
11'-10" 11-10 11-10
0'
.032
16'
12'-6"
12'-6"
13'-1"
12'-6"
13'-1"
12'-0"
13'-1"
12'-6" •
13'-1"
12'-6"
13'-1"
.032
16"
18'-7"
18,-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
30
30
24"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
24"
15'-3" 15'-3" 15'-3" 15'-3" 15'-3"
15'-3"
-!::-10.--
0'
10'-8"
10'-8"
10'-8"
10'-3"
10'-8"
15'-1"
15'-1"
15'-1"
15'-1"
15'-1"
042
16"
16'-0"
16'-0"
-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
042
16"
,-2" 22'-7"
22
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22 '-2"
22'-7"
2 2'-2"
22'-7"
22'-2"
24"
12'-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'
12'-10'
12'-10
12'-10'
12'-10'
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
024
16"
8'-0"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-11'
8'-0"
9'-1"
024
16„
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
24"
6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2"
7'-2" 7'-2" 7'-2" T-2" T-2" T-2"
24"
9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
10'14" 10'-4" 10' 4" 10'-4" 10'-4"
9'-10"
10'-4"
032
16"
10'-10"
10'-10"
10'-10"
10'-10"
11'-6"
10'-10" 10'-10"
11'-6" 11'-6"
032
16„
16'-4"
16'-1"
16'14"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1"
16.4.
16'-1"
16'-4"
16'-1"
40
40
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3" - 8'-3"
24„
12'-6" 12'-6" 12'-6" 12'-6" 12'-6"
12'-6"
9'-4"
9'-4"
9'-4"
9'-4"
9'-4".
9'-4"
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
042
16"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
042
16'
19'-9"
19' d"
19'-9"
19'11"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4"
24"
10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9"
24„
16'-2" 16'-2" 16'-2" 16'-2" 16'-2"
15'-10" 15'-10" 15'-10" 15'-10" 15'-10"
16'-2"
15'-10'
024
16"
T-3"
7'-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
7'-3"
8'-2"
T-3"
8'-2"
024
16„
10'-10"
10'-10"
10'-10"
10'-10"
10'-10"
10'-10"
24"
5'-2" 5'-2" 5'-2" 5'-2" 5'-2" 5'-2"
5'-9" 5'-9"
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9'-4" 9' 4" 9'-4" 9.14" 9'1}"
8'-3"
9'4"
50
032
16"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
50
032
16
14'-8"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
24"
7'-0" 7,-0" 7'-0" T-0" T-0" T-0"
8'-4" 8' 4" 8'-4" 8'-4" 8'-4" 8'-4"
24„
11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
11'-10" 11'-10" 11'-10" 11'-10" 11'-10"
11'-3"
11'-10"
.042
16"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12' 6"
11'-9"
12'-6"
11'-9"
12'-6"
042
16"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-0"
17'-9"
17'-6"
24"
9'-0" 9'-0" 9'-0" 9'-0" 9'-0" �'9'-0"
10'-2" i 0'-2" 10'-2" 10'-2" i 0'-2" 10'-2"
24„
13'-7" 13'-7" 13'-7" 13'-7" 13'-7"
14'-3" 14'-3" 14'-3" 14'-3" 14'-3"
13'-7"
14'-3"
1014 4:29:10 PM, CutePDF Writer,
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED —a
FIGURE INDICATES
FREESTANDING
EXP. B & C
0
a
W
W
zz�
W n,
v;
wA
ap-;
r
N 0cd
Q < 4
J Z =
0
Wow
m.�
0. w
7 K v
U Z =
< U
o`
r- U
Lu
W
0
U
E
w E
'n
m mE
u- c
tAUO
Q , Lu
wc6 G
0 Q
j
aar
0
O�=�
U�Lu
aN
Og4v
Q�mm
aom�
a
0
z �*
uj W
mom
;ww�w
0)
ITu-
2b o
0
a
< LU w
Lu
x
6.5" ROLLFORM
A GUTTER FASCIA
~ ALUM.ALLOY
3004-H36'
L2.(r 3.0'
MAX.
DBL. 2"x6.5"x0.042"
SPLIC
WHEP
SPLICEOCCUR
WHERE , i
0.075'1 L_tL II JJ 310" •I n
TYP. �I u
HEADER BEAM
MAG BEAM 4" 1 -BEAM
B ALUM. ALLOY (' ALUM. ALLOY
6063-T6 6063-T6
�J ALUM. ALLOY 3004-H36
OR EQUAL
DBL.2"x6.5"x0.032"
JUM. ALOY 300
ALL4-H36
OR EQUAL
T=12 OR
14 GA.
A653 SS
GRADE 50
CP60
.047
TYP.-y
DBL. 3"x8"x0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-1-136
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\DuralumUAPMO 019512-28-14 A 2.dwg, 529/2014 4:30:15 PM, Cut/PDF WrPoer,
K 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
.037
ALUM.
7
IVr
B 3" SQ. ALUM POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
GUTTER
EXT. CUP
0.065'
TYP.
PES
SPLICE
WHERE
OCCURS -
D 4.5" MAG GUTTER
ALUM.ALLOY
6063-T6
L3"X
O042"
BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
1.00"
.040"ALUM.
.048' STEEL
3.0'
.zs•
C 3" Q. ALUM. POST
ALUM. ALLOY 3004-H36
3" SQ. STEEL POST
F ASTM A653 GRADE 50 CP60
3" SQ.x0.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
E
ASTM A653 SS GRADE 50 CP60
T=12 OR
14 GA.
ASTM
A653 SS
GRADE:
CP60
0.625
3"x8"0.042" BEAM
�1 W/ 14 653 STL. INSERT
ASTM A653 GRADE 50 CP60
GRADE 50 CP60
3"x8"x0.042" BEAM
NDW/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 CP60
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"
0.037
PLUGS
#10 SMS
24'0.(
EA. SIDE
3" SQ. ALUM. POST
D WITH SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
INSERT 'w•'�^'
WHERE ALUM.
OCCURS -� 063-TT6
0.110'
TYP.
0.375"
7" I -BEAM
r ALUM. ALLOY 6063-T6
W/ 1 "C" INSERT
v 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'
I 1 P 3.0'
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.
T=12 GA.
=3"SQ.xt=0.250"
ASTM A653 SS
=3"SQ.xt=0.313'
GRADE 50 CP60
3.0"
.037
ALUM.
�3.ir
3" SQ.x0.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
E
ASTM A653 SS GRADE 50 CP60
T=12 OR
14 GA.
ASTM
A653 SS
GRADE:
CP60
0.625
3"x8"0.042" BEAM
�1 W/ 14 653 STL. INSERT
ASTM A653 GRADE 50 CP60
GRADE 50 CP60
3"x8"x0.042" BEAM
NDW/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 CP60
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"
0.037
PLUGS
#10 SMS
24'0.(
EA. SIDE
3" SQ. ALUM. POST
D WITH SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
INSERT 'w•'�^'
WHERE ALUM.
OCCURS -� 063-TT6
0.110'
TYP.
0.375"
7" I -BEAM
r ALUM. ALLOY 6063-T6
W/ 1 "C" INSERT
v 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'
I 1 P 3.0'
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.
Cl
Z2
W
W
z
Ups
Z�
W �y
rule
W ^
Q
U m
p� a
� p~j U
¢ad
-.j z
W 0
G a�a
m N U
�Ka
¢00
U
0
F U
If
ul0
0
U
E
8
r E
m me
LL U
mvOB.
W FN-• � H
rn
rn
O _
>aaN
oxw�
o��d
IL0mm
comm
SQ. STEEL POST
ASTM A500 GRADE B
W
U-
0
0
a w
W
=3"SQ.xt=0.188"
=3"SQ.xt=0.250"
IK
=3"SQ.xt=0.313'
4"SQ.xt=0.188"
=4"SQ.xt=0.250"
Cl
Z2
W
W
z
Ups
Z�
W �y
rule
W ^
Q
U m
p� a
� p~j U
¢ad
-.j z
W 0
G a�a
m N U
�Ka
¢00
U
0
F U
If
ul0
0
U
E
8
r E
m me
LL U
mvOB.
W FN-• � H
rn
rn
O _
>aaN
oxw�
o��d
IL0mm
comm
SQ. STEEL POST
ASTM A500 GRADE B
W
U-
0
0
a w
W
V-; - - — ;�'1 f
-i�
CA)►lFBt�EL
tom, aI$;rT4i![�2.
'I`� it�d41'Y
PmL
ThinkPad\Duralum\IAPMO 019512-28-14 A 2.dwg, 5/29/20144:3132 PM, CutePDF Writer,
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
NOTE:
A34 FRAMING ANGLE
1. EXISTING ROOF OVERHANG DESIGN LOADS:
0 3116' STEEL NOTE: BRACKET CAN BE LOCATED
8" 1/4'0 HOLES,TYP. ANYWHERE ON EAVEIx
z
SEE TABLE 2
RDL = 3 psf (MIN)TO 8 psf (MAX) RLL = 20, 25, 30, 40, & 50 psf
O
tu
2. EXISTING RAFTER ALLOWABLE
BENDING STRESS IS 1200 psi.
NOTE: PROVIDE WATER
m
FASTENERS, SEE TABLE 3
0 TYP. BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CHUCK JOINTS AND SLOPE
ti z .-
z z 8
R.F. OR EXT. HANGER
LEDGER OR WALL HANGER
8
0 0 o
TO DRAIN (OPTIONAL)
W A
CHANNEL, 2X OR 3X
WITH FASTENERS
EXISTING EAVE ALLOWABLE PROJ. TO BEAM
¢
RAFTER BRACKET
PER TABLES 3 & 4
2x WOOD STUD,
OVERHANG SEE TABLE 1
rJ v m
L—
MASONRY OR
1 1/4"
(24' �') zsoRzxe
� �
1' MIN.
CONCRETE WALL
¢
ALUM. PANEL 2X OR
3x ALUM. RAFTER
EXIST. RAFTERS AT
3 Yz
RAFTER
Z o
w o
24' O.C. AT
ROOF
(3}#14x3 1/2' W.
EXIST. FASCIA BOARD
OVERHANG
1' MIN
CL rc 0
ALLOWABLE PROD. EXISTING EAV
T—
U i =
TO BEAM
SEE TABLE 1
OVERHANG
(24" MAX)
NOTE: PLACE'SIKA FLEX' OR SIMILAR
NOTE: BRACKET MAY BE
g i
og
MATERIAL BETWEEN BRACKET AND COMP.
SHINGLE ROOFING 70 PROVIDE SEAL
MOUNTED BELOW RAFTER
w
W/ SAME CONNECTION'S.
�n1 EAVE CONNECTION
WALL CONNECTION
0
B
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2'X6' (AT 2'x6 Y{
ALTERNATE EAVE CONNECTION
C
MINIMUM RAFTERS), NOMINAL 2'x8' (AT 3x8' MINIMUM RAFTERS)
NOTE: THIS DETAIL IS LIMITED
TO RESIDENTIAL INSTALLATIONS
OR KILN -DRY WOOD -FILLED 2x6 Y2'OR 3'x8' ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM
DESIGN LOAD.
TABLE 1
TABLE 2
TABLE 4 ANCHORS INSTALLED
wx
gm
TYPE AND NUMBER
OF FASTENERS REQUIRED
AT ROOF PANEL
INTO CONCRETE WALLS
e
OR RAFTER
CONNECTED
TO EXISTING ROOF
OVERHANG
WITH 6 -INCH MIN.THICKNESSo
EXISTING
MAXIMUM
PROJECTION
N �
(A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS
COVER
NUMBER AND TYPE
FRAMING MEMBER
o
WIND SPEED (MPH) AND EXPOSURE
COVER
AT ROOF
(B) - SIMPSON A34 FRAMING ANCHOR
USING SD9112 SCREWS
WITH 2x FULL
DEPTH WOOD SCAB
FULL LENGTH OF
LUSL
OF FASTENERS
01 g z
110,131
110,C
120, B
120, C
130, B
130, C
LUSL
OVERHANG
RAFTER TAIL
o N
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.
10
Yz' 0 SIMPSON STRONG -BOLT 2 SS
AT48'O.C. (ab)
mcc
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
25'-7"
25'-4"
21'-2"
� o
an �:
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
P. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
20
y2.0 SIMPSON STRONG -BOLT 2 SS
2"x6" FULL OR
110 120 130
110 120 130
110 120 130
110 120 130
110 120 130
110 120 130
0
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
AT 48.O.C_ (a,b)
>
2"x8" NOTCHED
6w
oa
Z
a
z o
2"x8" FULL OR
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
MP O ySTRONG-BOLT 2 SS
6'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
2"X10" NOTCHED
AT 48"SIMPSON
wz
00
J W
F
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'x"
20'-7"
7'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
30
nZrHSIMPSON
to c o tj STRONG -BOLT 2 ss
2" x 6" 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)wo
20
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
9'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B) (B) (B)
40
MPSON STRONG -BOLT 2 SS
2"x8" FULL OR
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)
AT036'IO.C. (ab)
2"x10" NOTCHED
8
m y a
11'
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
50
y{ 0 SIMPSON STRONG -BOLT 2 SS
AT 24' D.C. (a,b)
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
2" 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)
x
LL U
°
2rJ
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE
3 TYPE AND
NUMBER OF FASTENERS
REQUIRED
AT LEDGER
a z W m
ROOF PANEL RAIL TO EXISTING WOOD STUD WALL FRAMING
FOOTNOTES TO TABLES 3 & 4:
W 13
2"x8" FULL OROR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
a. EMBED ANCHOR 3" MINIMUM INTO
"o w �
a
2" x 4" FULL
16'-0"
16-0"
16'-0"
16'-0"
16'-0"
16'-0"
(C) - (2) 4" DIAMETER LAG SCEWS
(D) - 8" DIAMETER LAG SCREW
CONCRETE WALL AND INSTALL IN
> N
Wo
2" x 6" NOTCHED
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
3 SCREW
( )"I
ACCORDANCE WIHT ESR -3037
v > a
2"x6" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
30
( F) - 1"DI DIAMETER LAG CREW
b. USE 3" SQ.xYa STAINLESS STEEL
O a
2"x8" NOTCHED
WASHER WHEN INSTALLING NEW
a m m
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
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
WOOD LEDGER AGAINST EXISTING
m
2"x10' NOTCHED
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)
CONCRETE WALL.
2"x 4" FULL
11'-7"
11'-7"
.11'-7"
11'-7"
11'-7"
-11'-7"
c. WHERE ROOF PANEL RAIL OCCURS,
z
CC
~
110 120 130
110 120 130
110 120 130
110
120 130
110 120 130
110 120
130
USE Yz' DIAMETER LAG SCREW IN
W r Z
>�om
2" x 6" NOTCHED
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
2"x6" FULL OR
5'
(C) (C) (C)
(C) (C) (C)
(C} (C) (C)
(C)
(C) (C}
(D) (D) (D)
(D) (D)
(D)
40
LIEU OF (2) Ya" DIAMETER LAG
z z W
2"x8" NOTCHED
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
SCREWS.
a 2
6'
(C) (C) (C)
(C) (C) (C)
(C) (C) (C)
(D)
(D) (D)
(D) (D) (D)
(D) (D)
(D)
Dorno!
2"x8" FULL
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"x10" NOTCCHH ED
8'
(C) (C) (C)
(C) (C) (C)
(D) (D) (D)
(D)
(D) (D)
(D) (D) (D)
(E) (E)
(E)
2" x 4" FULL
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
0 0
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)
rJ0
w
2"x6" FULL OR
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
10'
(C) (C) (C)
(C) (C) (C)
(D) (D) (D)
(D)
(D) (D)
(E) (E) (E)
(E) (E)
(E)
2"x8" NOTCHED
ui
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"
m
12'
(C) (C) (C)
(D) (D) (D)
(D) (D) (D)
(D)
(D) (D)
(E) (E) (E)
(E) (E)
(E)
ThinkPad\Duralum\IAPMO 019512-28-14 A 2.dwg, 5/29/20144:3132 PM, CutePDF Writer,
CAMP88 _ .
4Y.- WZ60
la $3l7d4
HANGER CHANNELS AND MOUNTING BRACKETS
T=.060 NP.=
"EE
TABLE 3, SHEET 4
Ix
wz
FASTENERS, 078
TABLE 3 SHEET 8".
z w1.50"SEE
-TALUM.
3004-H36
.06 "
.OS
N
o
3.25"R
0.04"
,202" FASTENERS,
.010"x90"t=
(2) DIA. SEESHEET4<
coli m 563" .281" -- .200 �5ih.
J740"
SEE TABL
ioNTINUOUS
A- RAIL
3-
_1 w
ui
FASTENERS
ROOF PANEL (W ERE OCCURS)
O
d w"ri
SEE SHEET 7
DQ
o.06
FASTENERS, w
ALUM.ALLOY1--"""SEE SHEET 4
FASTENERS,
SEE TABLE 3, SHEET 4
0ainn
~
1- 175"
6063-T6
1.8
AL6.3 L Y
06
ALUM.ALLOY
ALUM. ALLOY
w
6063-T6
6063-T6
0
O ROLLFORMED
OB EXTRUDED HANGER/ CONNECTION
OC I.R. HANGER
"H" BRACKET
HANGER
NOTE: THIS CONSTRUCTION IS LIMITED TO 20 psf
10# L.L.=(2)#14 SMS EA. SIDE
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
1 1/2" 20# L.L.=(3)#14 SMS EA. SIDE
<!2
00
AT ROOF LOADS EXCEEDING 20 psf.
?
o
(3) %2"0 LAG SCREWS
t
3/4" OR 1 1/2"
/BEAM SPLICE TO
o
#14 SDS,
_
t
J/ OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
I
o 3
3 PER SIDE
I 2" x 6 1!2" OR
POST. NOT PERMITTED PLUG WHERE
o
1'
-/4Y�2�
S" MIN. 3" x 8" ALUM.
6 SCREWS @ 2 -POST UNITS
@ I SCREW IS INSIDE
' o
o
=
JQ
RAFTER
PER SIDE I
#14 SMS MAY
J
p3"
3/4" OR 1 1/2"
- - - - - - — - - - — -
.5"
3.5 "" ALTERNATE TO
1 /4"(d BOLTS
L1.5
U -BRACKET
3.5"
3-
EXISTING WOOD STUD FRAMING
8" BEAM
W o o
ALUM.(E)
sn►cco
5"
h
Xr HEADER
2.5"
1 OREIF
❑ ❑
�F
LU
2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L.=10 psf
SEE NOTES
W
N a LL m
3"X8" ALUM.
2 EACH 1/2"0 x 3-1/2' LAG SCREWS L.L.=20 psf
I
BELOW 1 I 6 1/2' SIDEPLATE EA.
(E) STUCCO
(2- MIN. PENETRATION INTO EXISTING WOOD STUD)
SIDE SEE POST SCHED,
RAFTER
I
PENETRATION
BRACKET
#14 SMS EA. SIDE
TOP, MID HEIGHT
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
NOTE: USE LEDGER WHERE RAFTER SPACING
AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
E
s
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET B.
-E
THREADED PORTION OF SHANK COMPLETE
PENETRATION INTO EXISTING CORNER STUD.
LL
HEADER BRACKET 2
RAFTER TO STUD WALL CONNECTION 3
BEAM TO POST CONNECTION 8
om
a 9
f L)
1 1/2" OR 2"LATTICE #8 S.M.S.
#8 S.M.S. EACH SIDE
un) o w
W a a
ALTERNATE CT DOUBLE RAFTER-
BOLT CONNECTION PLAN 2
LATTICE 1 1/2" 2"
ALUMINUM MEMBER WITH
EXISTING WOOD FILL OR
SHEATHING
DBL. 3"x8"x0.042 BEAM
.
O z
ALTERNATE:
NOMINAL LEDGER
(NEW OR EXISTING)
OR DBL. 2"x6.5'x0.032"/0.042" BEAM
0 � ;
4-#14 S.M.S. EACH
RAFTER TO COL.
H ¢ SEE NOTE, DETAIL B,
U)
F
a p m
CONNECT. (8 -TOT.)
2"x6.5" OR 3"x8" RAFTER
SHEET 8
p
°
I
�°
° °
ALTERNATE: 1/2" BOLT
U)
°
1•
w
z v
43" O 6•
ALTERNATE:
'! (2) SIMPSON SDS25600
Lu i
> C O m
(2} #14 S.M.S. EACH RAFTER
' =
z s z °w
1
TO COLUMN CONNECTION
5/8"0 ACCESS HOLES
Q3Q S
GCQUW
°
3"x 3'STL.POST (24") ALTERNATE :
(4 -TOTAL)
INSTALL 6- #14 X 3/a"
LONG SDS (off EACH
❑ p m tr
INSERT ATTACHED OR (2}2x6.5" OR
_ ALTERNATE:
r•
3" SQ. POST HEADER TO COLUMN
3'x 3"STL.POST COLUMN (2}3 x8'HEADER
FOR FREESTANDING
(2y 2x6.5" OR (2}3"x8" HEADER
<_ EXISTING
1" STUCCO OR EQUAL
(12 FASTENERS PER
(2}1/2 -BOLT
ALTERNATE:
CONNECTION)
v
u
3•x3"x0.024" (1) - 1/2 BOLT OR
2.5" PENE. INTO EACH WOOD STUD
a p
2"x 6.5"SIDEPLATE
CONNECTOR (2} #14 S.M.S. EACH RAFTER
O rn
w
DBL. RAFTER / DBL. HEADER CONN. 4O
STUB COLUMN TO DOUBLE HEADER CONN. O
LEDG
EXIST.
O
DO BLE HEADER
O O
ATTACHM NOT DETAIL
COLUMN DETAIL
ThinkPadlDuralumllAPMO 019512-28-14 A 2.dwg, 5/302014 5:39:31 AM. CutePDF Writer,
•mo:aAs f:.
cA1►9F.8ELt.
0;12'
�• � G1lIL• /
tip
m 831msm
"F � IpAv
I
UMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
ALUM. ALLOY 3.00" OR
6063-T6 �2.40"—
1.375" 7/16-0 H h
FOR 3/8" 11
.75" ASTM A500 GRADE B
INSTALL 1Y2' x 1Y2" x Y" HDG
a - WASHER PLATE AT ANCHORS
0
As -r-
1.60"
s -r-1.60" TYP..
1.5 090n TYP. USE FOR 3" OR 4"
INSTALL 1Y2" x 1Y2" x Ye" HDG STEEL POSTS
WASHER PLATE AT ANCHORS
FOR 130 MPH IZ 2- 5/16"0
NOTE: CONCRETE SLAB ANCHORS SHALL BE NOTE: CONCRETE SLAB ANCHORS SHALL BE
Ye- DIAMETER SIMPSON STRONG -BOLT 2 SS 3/" DIAMETER SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037) (ICC -ES ESR -3037)
_ ALUM "T" BRACKET cc)! STEEL "T" BRACKET
ATTACHED
ALTERNATE FTG_
T BRACKET @ 3'SQ. POST
I ALUM.TBRACKET USE WITH
SQ 19" DEEP 'CUBE FTG.
W/ (47%4X SMS EA. SIDE OF POST
POST TYPE B,C,D, OR E_
EMBED.
OR 1/2M.B. THROUGH POST
USE (2)-3/8"0 SIMPSON
20"
POST
POST STRONG -BOLT 2 SS r rii
23" & 24' CUBED (1)
(2)-12"0
STEEL.TBRACKET USE WITH
22^
1
POST TYPE B,C,D,E,F,G,H,J OR K.
25" - 30" CUBED (1)
(4}`I WO
USE (2)-3/8"0 SIMPSON
24' 28" SQ. 20'
(2)-3/8'0 STRONG -BOLT 2 SS
STRONG -BOLT 2 SS
23"
EA. BRACKET TO SLAB.
1'/8" EMBEDMENT DEPTH
4'
MINIMUM DISTANCE TO
(FOR STRONG -BOLT 2 SS)
25"
EDGE OF SLAB OR
(4}3/4'0
4 3/4'
CRACK = 12"
"w
43" SQ.
(1% MIN. EMBEDMENT)
Q 1
(4)-3/4.0
4 3/4"
34"
47' SQ.
32"
DEI rrH
SLAB SHALL BE IN
c POURED CONCRETE
FOOTING SEE TABLES
40" 60" SQ. 39"
GOOD CONDITION
44" 69" SQ. 43"
'CUBE FOOTING W/4' SLAB
FOR SIZE
0 U
1/2 DEPTH OF
31/2' MIN. SEE FOOTING
I -
w
IN BEAM SPAN TABLE
`'--SQUARE•—J
7
O
~EXISTING SLAB
8
POSTS TO CONC. FOOTING
1
ATTACHED COVERS ONLY
.._._._ ...__..... _._..---_........._._...... _ ... -- ._...`_._......
ATTACHED COVERS ONLY
--------._.._....__._...__..__...._.._...__..... _ _........... .
ALUM. ALLOY 3.00" OR
6063-T6 �2.40"—
1.375" 7/16-0 H h
FOR 3/8" 11
.75" ASTM A500 GRADE B
INSTALL 1Y2' x 1Y2" x Y" HDG
a - WASHER PLATE AT ANCHORS
0
As -r-
1.60"
s -r-1.60" TYP..
1.5 090n TYP. USE FOR 3" OR 4"
INSTALL 1Y2" x 1Y2" x Ye" HDG STEEL POSTS
WASHER PLATE AT ANCHORS
FOR 130 MPH IZ 2- 5/16"0
NOTE: CONCRETE SLAB ANCHORS SHALL BE NOTE: CONCRETE SLAB ANCHORS SHALL BE
Ye- DIAMETER SIMPSON STRONG -BOLT 2 SS 3/" DIAMETER SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037) (ICC -ES ESR -3037)
_ ALUM "T" BRACKET cc)! STEEL "T" BRACKET
ATTACHED
ALTERNATE FTG_
ATTACHED ONLY
FOOTING & ANCHOR BOLTS
CUBE SIZE
SQ 19" DEEP 'CUBE FTG.
FOOTING SIZE
SINGLE POSTS
EMBED.
18" 18" SQ. 12"
BOLTS
20"
21" SQ.
12"
23" & 24' CUBED (1)
(2)-12"0
3 1/4"
22^
1 25" SQ.
16"
25" - 30" CUBED (1)
(4}`I WO
3 1/4"
24' 28" SQ. 20'
26"
32" SQ.
23"
31" - 34' CUBED (1)
(4)-518"0
4'
28"
35" SQ.
25"
35- - 39' CUBED (1)
(4}3/4'0
4 3/4'
30" 39" SQ. 28"
32"
43" SQ.
30",
40" -42' CUBED (1)
(4)-3/4.0
4 3/4"
34"
47' SQ.
32"
NOTES: BOLTS SHALL BE HILTI KINK BOLT TZ
STAINLESS STEEL. I.C.C. ESR - 1917 OR EQUAL
1) REQUIRES USE OF ALTERNATE FREESTANDING
BASE PLATE
36" 51" SQ. W
38" 55" SQ. 37"
40" 60" SQ. 39"
4r 64" SQ. 41"
44" 69" SQ. 43"
'CUBE FOOTING W/4' SLAB
I ThinkPad\Duralum\IAPMO 0195\2-28-14 A 2.dwg, 5292014 4:45:10 PM, CutePDF Writer,
D
2 FLANGES
2 1/8" APART
BASE FLARES
TO 3"WIDE EA.
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
(3)-3/470 B
FOR POST TYPE F, G, H, I,
LL z ` J
0
W
r a @u
zzo
O O 2
aQ!iLL
w N
z�w0
2'�cc
mm
'6
3" OR 4" SQ.
" W z
INSERT
x 0.188"
ohm
8
GRADE B
m
tN
a�Q
J Z Z
STEEL POST ONLY:
O
'u o
USE POST TYPE
IL w
1 i
F. G. H, I, J ORKKU
00
0
I 1
Q U
1
0 U
1/2 DEPTH OF
I i
w
FOOTING OR
j
12' MIN. EMBD.
1
o
U
' I
I• 1 IMEE
u)
U
m
=
w Z
w Q
as
e�
�
o
(1)-1/2"OM.B.
"•
� �
x9" LONG, 1'
No°"
•�
Q
o
FROM END'
'.
I0.
p Ib
o "
OF POST
Z
u z
POURED—/SQUARE,
–ci
SEE FTG.
0 t4
CONCRETE
SCHEDULE IN BEAM
W o
FOOTING
SPAN TABLES
_
POST
EMBED.
OSQUARE
INTO FOOTING
w z z
(3)-3/470 B
FOR POST TYPE F, G, H, I,
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
BASE PLATE3/16"
POST
-- —,
r INSERT
9" SQ. X 5/8" THK.
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 Ya" I 6 Y�" 11
LL U CSD
p m
Q Z w m
v
-
Waaa
Obis
Umar:,
oq��<
a�mm
comm
0
Z. «.
w�zS:
m N m
zu7Zc
ww
Q N
KQ U cr
corns
v
u_
WELDED STEEL BASE PLATE Q _0
----- .---_.- ------- �...- -- .........._._. 0 o
a
uj
w
ALTERNATE FREESTANDING z
BASE PLATE ANCHOR
LL z ` J
� � J
r a @u
O O 2
aQ!iLL
z�w0
2'�cc
mm
3" OR 4" SQ.
" W z
INSERT
x 0.188"
ASTM A500
8
GRADE B
m
STEEL
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
BASE PLATE3/16"
POST
-- —,
r INSERT
9" SQ. X 5/8" THK.
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 Ya" I 6 Y�" 11
LL U CSD
p m
Q Z w m
v
-
Waaa
Obis
Umar:,
oq��<
a�mm
comm
0
Z. «.
w�zS:
m N m
zu7Zc
ww
Q N
KQ U cr
corns
v
u_
WELDED STEEL BASE PLATE Q _0
----- .---_.- ------- �...- -- .........._._. 0 o
a
uj
w
ALTERNATE FREESTANDING z
BASE PLATE ANCHOR
,TERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED
BEAM SPLICE TO
OCCUR DIRECTLY OVER
POST. NOT PERMITTED
@ 6 SCREWS I @ 2 -POST UNITS
PER SIDE I
cc ICE
2"X6.5"X0.032" SIDE PLATES
m
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
7'
2
3
3
4
3
4
8'
3
3
3
4
4
5
9'
3
4
4
4
4
5
10'
3
4
4
5
5
6
11'
4
4
4
5
5
6
12'
4
5
5
6
5
7
13'
4
5
5
6
6
7
cc
2"X6.5"X0.042" SIDE PLATES
cog
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
2
3
7'
2
2
2
3
3
3
8'
2
3
3
3
3
4
9'
2
3
3
4
3
4
10'
4
3
3
4
4
5
11'
3
3
4
4
4
5
4
4
5
4
5
R12'E3,
13'
4
4
5
5
6
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
ThinkPad\DuralumVAPMO 019512-28-14 A 2.dwg, 5/29/20144:48:39 PM, CutePDF Writer,
5/8"0 PLASTIC
PLUG WHERE
CCRFW I.R INSInF
5• #14 SMS MAY
BE USE AS
3.5" 3.5' ALTERNATE TO
1/4"0 BOLTS
3.5" 3.5'
"IWA
0 OR a ; t
SEE NOTES
BELOW I 1 6 1/2" SIDEPLATE EA.
SIDE SEE POST SCHED
#14 SMS EA. SIDE
TOP, MID HEIGHT 3"SQ. POST BETWEEN SIDE PLATES
AND BOTTOM.
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"
F
W/ (6}-#14 S.M.S. EACH SIDE. F2] W/ (8W4 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 TABLE (SHOWN AT LEFT) ARE NOT SPECIFICED
ROLL -FORMED OR
INSULATED ROOF PANEL
INTERLOCKING SEAMS, TYP.
COVE bF�T O
�r".00
N�
ROOF PLAN
FASTENERS,
— -11 4
(E) STRUCTURE
COLUMN 1: 3"x3"x0.0.32' W/ (2) 2"x6.5"x0.042" SIDE PLATES.
SEE(B AND 7D
COLUMN 2: PER SPAN TABLES
v
ROOF PANEL ATTACHMENT
—� #14 SMS @ 32' O.C. MAX.
WALL ROLL -FORMED (4 MIN. PER PANEL INTERLOCK)
HANGER OR IRP
DLL -FORMED
PANEL
FASTENERS,
SEE SHEET 4
10 ROOF HANGER
P
ALUMINUM SKINS RP
OROLL -FORMED PANEL INSULATED ROOF PANEL
INTERLOCKING SEAM INTERLOCKING JOINT
0
a
Uz p -
0
N
w � A
a
ODSca 15
U
a Q Q
o6tii
0
wED
O
CL w:2
U z x
oaz
F U
K
w
f
0
0
U
Lu
Lu
tu
w
ze
ui o w
mCOm
Z O
W
go y
O O a) K
v
LL
* O
VA
4 0{a�.
THOMAMRAV
ATTACHED & FREESTANDING SOLID COVERS - 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C
7" I -BEAM
7"I -BEAM
G W/ 1 C' INSERT
H W/ 2 "C" INSERTS
DBL. 2"x6.5"x0.042"
�,�DBL. 2"x6.5"x0.032"
OR g 3'x8"x0 042" BEAM
y -
19
W
z
�
}
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
I FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
U o
W
2
MAX COL.
o
MAx.POST
SPACING
FTG
MIN.
MAXPOST
SPACINGON
FTG. MIN. MAx.POST
FTG
MIN.
MAx.PosT
SPACING
FTG
N. MAX.PosT
SPACINGPOST
FTG.
MIN.
MAx.POST
SPACING
FTG.
MIN.
MAX
SPAC NG POST
POSTMIN.
SP CNG
FTG.
PO
SPAC NG
SP SPACPOSTING
FTG.
MIN.
;51-- p_
F p
SPACING
(IN.)
POST
TYPE
(IN.)
TYPE
SPACING
(IN")
POST
TYPE
(IN')
POST
TYPE
(IN.)
TYPE
(IN.)
TYPE
FOR DBL
FOR 3-c8"
(IN.)
POST
TYPE
FOR DBL
FOR 3}c8"
(IN.)
Ix
V
C
SPOST
LAB *
F
(SPAN)
(SPAN)
(SPA)
(SPAN)
(SPAN)
)
(SPAN)
Yx6.Sx0.03Y
BEAM
2 x6.5'x0.032'
BEAM
TYPE
F
c
13'-7"
5,
26'- 26.-9"
226
E
24'
334
G
29
227
E
335
H
16'-016.-0"
222
B
16'-0 5'
230
G
13' 12'-7"
13'-
121
B
13'-12'-3"
13'$ 2.
229
G
5'
N
O
23'-8"
H
29'-6"
I
3"
2'-10"
7"
o
r'
11'4"
6'
25'-3"
24
E
23'-0"
31
G
27'-9"
25
E
P24%0"
32
G
14'-7"
20
B
14'-7"
28
G
12'-1"
12'-6"
19
B
12'-1"
12'-0"
27
G
6�
-' W
r
25'-3"
27
22'-4"
33
H
27'-9"
28
34
H
14'-7"
23
14'-0"
29
11'-0"
11'-9"
21
11'-2"
11'-6"
28
a w
9,_8"
7,
24'
228
E
21'- 21'-3"
333
G
26'
229
E
334
H
13'-613.-6"
223
�.
13' 6 3'
229
C7
11'-10,-0"
11'-
222
B
11'-10.x"
11'-
227
G
7'
U
24'-0"
H
26'x"
-
0"
0'-10"
0'-8"
0 z z
J
8'-6"
$'
23'-0'23'-0"
22g
E
20'-120.-3"
332
H
25'- 25,-3"
230
E
23'-0-022
333
{
12'-812.$"
224
C
12'-8 2'
228
G
10'-60.-0"
10'-100".-2"
222
B
10' 69,
10'-1
227
G
8'
o
4"
2"
9"
0'-0"
ui
c
7'-7"
9
22'-1"
27
E
20'-1"
33
H
24'-3"
27
E
22'-1"
34
H
12'-0"
22
C
12'-0"
29
G
9'-10"
10'-2"
21
C
9'-10"
10'-2"
27
9
o
22'-1"
30
19'-7"
33
24' -LL 3"
31
21'-7"
34
I
12'-0"
24
11'-6"
29
9'-4"
9'-8"
23
B
9'-2"
9' 4"
27
G
U)
6'-9-
,
10
21'-4"
27
E
19'4"
34
H
23'-6"
28
E
21'-4"
35
11'-4"
22
C
11'-4"
29
G
9'-4"
9'-2"
21
�'
9'-4"
9'-2"
28
G
,
10
21' 4"
31
18'-10
33
23'-6"
32
20'-9"
34
11'-4"
25
0'-10"
29
9'-0"
9'-2"
23
8'-9"
8'-0"
27
6'-2"
11,
20'- 20.-8"
231
E
18'-98
334
22'- 22
232
E
20'-8"20'-2"
335
10'-10
225
E
10'-
329
G
9,
8
223
�i
910. '-4"
8' 4"7'
228
G
11'
CL
O
_3"
-9"
10"
10.-4"
g-7"
8'-4"
8,
5'-8"
12'
20%1"
232
E
18'-
335
22'-
233
E
20'-19'-7"
335
J
10' 410
226
E
10' 4 0
330
G
8'-7 s
7'-8?
223
C
8'-7 a
T-8 T-1"
228
G+
o
0•-1"
7.-9"
-1"
�"
-0"
2"
_8"
-0"
12'
N
n �
O�
u
00
z
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLIDrx
N
2
MAX.COL,
�~
m
MAx.POST
FTG
MIN.
MAx.POST
FTG
MIN.
MAx.POST
FTG
MIN.
MAx.POST
FTG
MIN.
MAx.PosT
FTG
MIN.
FTG
MIN.
SPACNG
SPACNG
FTG.
MIN.
INSAPXACIONSGT
MSAPxACNG
FTG.
MIN.
jPOST p
°x
ING
SPACING (IN.)
POST
SPACING POST SPACING (IN.)
(IN.)
POST
SPACING POST SPACING (IN.)-
(IN')
POSTCING
(IN')
POSTOR
FBEAM 8" (IN.)
POSTOR
FOR DBL. FBEAM6 (IN.)
POST
m
c�
ON SSPACLAB *Ix
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPEAN)
;MAPOST
TYPE
Yx6.5'x0FOR 803Y
TYPE
Yx6 5k0 032'
TYPE
H�'c"26'-9"
13 -7
5
24
E
24'A"
34
H
29'-6"
25
E
26'-1
35
1
16'-0"
20
B4'-7"
"
3013'-2"
G
13'-8"
20
6
13'-2"
13'-8"
29,
G
5
26'-6"
28
23'-1"
36
I
29'-2"
29
25'-4"
36
K
14'-10
22
31
12'-7"
11'-8"
21
12'-3"
11'-6"
30
N
6'
25'-3"
25
E
23'-0"
33
H
27'-9"
26
E
25'-3"
34
H
14'-7"
20
B
14'-7"
29
G
12'-1"
12'-6"
20
B
12'-1"
12' 6"
28
G
UJ UJ uj Z W
4'-10"
29
21'-9"
35
1
27'-6"
30
23'-10
36
K
13'-8"
23
13'-4"
31
11' 6"
10'-8"
22
11'-2"
10' 6"
29
6'
a a
9,_8"
7,
24'-0"3'
230
E
21'- 20.-8"
334
H
26'-4"26'-1"
231
E
24'-0"22'-9"
335
H
13'-612
223
C
13' 6
230
G
11'-10
11'-10
223
B
11'-1 O.�^
11'-79'-8"
228
oaU)
8"
I
I
$"
2' 4"
8"
-0"
G
7,
N `m co
J
8'-6"
$'
23'-0"
27
E
20'-10"
32
H
25'-3"
28
E
23'-0"
33
H
12'-8"
21
C
12'-8"
28
G
10'-6"
10'-10"
21
B
10' 6"
10'-10"
27
G
8'
22' 8"
31
19'-9"
34
25'-0"
32
21'-9"
35
I
11'-10
24
11'-7"
30
10'-0"
9'-3"
23
9'-9"
9'-1"
28
(/i
7'-7"
,
9
22'-1"
28
E
20'-1"
33
Fi
24'-3"
29
E
22'-1"
34
H
12'-0"
22
�'
12'-0"
29
G
9'-10"
10'-2"
22
C
9'-10"
10'-2"
28
G
9
�.1.
21'-9"
32
19'-0"
34
24'-0"
33
21'-0"
35
I
11'-2"
24
11'-0"
29
9'-4"
8'-9"
23
B
9'-2"
8'-7"
28
(n
6'-9"
10,
21'-4"21'-1"
232
E
19'-4"18'x"
333
H
23
233
E
21'-4"20'-2"
334
11' 410.-8"
225
C
11'
229
G
9 9'
9'-28'-4"
224
C
g,�
9'-2 7'
228
G
10'
I
23'-2"
10-4"
0"
B
8'-9"
9"
m e
6'-2"
11'
20'-8"
29
E
18'-9"
34
I
22'-9"
30
E
20'-8"
35
1
10'-10"
22
E
0'-10"
30
G
9'-0"
8':F
22
C
9'-0"
8'-4"
28
G
11'
`a' 1D
Q
20'-4"
33
17'-9"
34
22' 6"
34
19'-7"
35
J
10'-2"
25
9'-10"
29
8'-7"
8'-0"
24
8'-4"
T-1"
29
� o
r
r5'-8-
12
20'-1"
30
E
18'-3"
35
22'-1"
31
E
20'-1"
36
10'-4"
23
E
10' 4"
30
G
8'-7"
7'-8"
22
�'
8'-7"
7'-8"
28
G
¢ z W W
9'-10"
34
17'-3"
34
21'-10"
35
19'-1"
35
`�
9'-9"
26
9'-6"
30
8'-2"
7'�"
24
8'-0"
6'-7"
30
12
iu
ta <
v
Y 7
fn '
� to,
ATTACHED SOLID
ANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
Z
2^
MAX.COL.
o
MAKPOST
FTGPACING.
MIN.ST
FfG.
MIN.
MAX.POST
FTG
MIN.
MAx.POST
FTG
MIN.
MAx.PosT
FfGNG
MIN.
MAx.POST
FTGPOST
MIN.
SPACING
SPACNG
FTG.
MIN.
SPACINGT
SPACING
FTG.
MIN.
� o
U�a,v
O
1�
ING
T
S(SPAN)
(IN')
P4'-O"
(IN)
POST
SPACING
(IN)
POST
S(SPAIN)
(INJ
POST
SPACING.
(IN)
SPACING.
(IN)
P E
FOR OB
8"
FOR3'x8-
(IN.)
POSE
FOR3-x8-
a"
(INJ
POST
a m m
ON SSPACLAB *
TYPESPACINGPOST
)
TYPE
(SPAN)
TYPE
TYPE
(SPAN)
TYPE
(SPAN)
2'x6.5'x
YFOR x6.SxOB032'
c
5'
26'-9"
26
E
35
1
29'-6"
27
E
26'-4"
36
K
16'-0"
22
B
15'-7"
32
G
13'-2"
13'-1"
20
B
13'-2"
13'-0"
27
G
5
W
M13'-7"
25'-9"
29
4"
37
K
28'-6"
30
24'-8"
38
13'-8"
24
13' 4"
32
12'-7"
10'-9"
22
12'-3"
10'-7"
29
6'
25'- 24.-3"
23p
E
22'- 21'-1"
337
I
27'- 2"6�
231
E
24'- 23.-3"
337
I
14'-712.-7"
224
B
14'-
332
G
12'-1"1
12' "
223
B
12'-11"1._2"
1'-1
228
r
11,-4"
K
g^
K
2.-3"
-0"
10"
9'-8"
G
6,
WOW..
9'-8"
7'
24'-0"
28
E
21'-6"
34
H
26' 4"
29
E
23' 8"
35
1
13'-6"
23
C
13'-2"
30
G
11'-2"
11'-1"
22
B
11'-2"
11'-1"
27
G
7'
} o m
z
23'-1"
31
20'-1"
36
K
25'-6"
32
22'-1"
37
K
11'-8"
25
11'-4"
31
10' 8"
9'-2"
23
10' 4"
9'-0"
27
W
3WJy
J
8'-6"
$'
23'-0"
29
E
20'-7"
34
H
25'-3"
30
E
22'-8"
35
I
12'-8"
24
C
12'-4"
30
G
10'-6"
10' 4"
22
B
10'-6"
10'x"
27
$,
a
22'-1"
32
19'-2"
36
I
24'-4"
33
21'-2"
37
K
10'-10
26
10'-8"
30
10'-0"
8'-7"
24
9'-9"
8'-4"
27
G
7,_7"
9'
22'- 21
233
E
19'-9"8
335
H
24'- 2"3
334
E
21'9"0-4"
336
226
Ci
11'-8 0'
230
C7
'-109
9'-98
224
C
9'-109
9'-87'-10"
227
9'
LL
.-3"
_6"
I
6"
1"
�^
-1"
B
_2"
G
CD
v
6'-9"
10,
21'-4"20'-7"
334
E
19
335
H
23 - 22-8"
335
E
21'-;
336
UK1
227
C
11'-19
230
G
9'-4 9'
9'-27'
225
C
9'-4 8'
8'-9 7'
227
G
10'6'-2"
17.-10
I
9'-8"
7"
0"
8"
4"
2"
�-0
11'
20' 89-10
335
E
18'-G7'
345
I
22'- 22
336
E
20' 49
336
227
E
10'- 9'
231
G
9,-0
8,�7'
225
�i
91-0.
8�_0"
8-0-- ._7"
228
�j
11'
3"
J
-0"
-1"
2"
8'-7"
4"
,
x
r
5'-8"
12'
20'-
335
E
18'-0
334
I
22'
337
E
19'-9
335
J
10'-4 9'
227
E
10'-28,-9"
3
H
8'-7
7r
225
�+
g.-3"
6'-9"
J
21'-3"
8.-6"
0"
31
G
8'-2"
rloy.�fi..'..
Tun- . }i
AS
C/►>ti1LG
ATTACHED & FREESTANDING SOLID COVERS -10 PSF LIVE LOAD -110,120,130 MPH - EXP. B & C '
3"x8"x0.042" BEAM !
3"x8"x0.042" BEAM
DBL. 3"x8"x0.042" BEAM
DBL. 3"x8"x0.042" BEAM
o
L DBL. 3"x8"x0.042" BEAM
IV! -W/ 14'GA. STL. INSERT
N W/ 12 GA. STL. INSERT
W/ DBL. 14 GA. STL. INSERT
P W/ DBL. 12 GA. STL. INSERT
W
Z
��
ATTACHED SOLID
I FREESTANDING SOLID
! ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
I FREESTANDING SOLID
ATTACHED SOLID
I FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
�
W N
=
MAX.COL.
j o
MAKPOST FTGT
MIN.
MAKPOST FTGPOST
MIN.
MAKPOST ,FTG.
1[
MIN.
MAX.POST FTG.
MINPOST.
MAxYOST FTG
MIN.
MAX.POST FTG
MIN_
MAX.POST FTG
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTGPOST SPACING.
MIN.
MAX.POST FTG
SPACING
MIN
jp_
F
SPACING
3:
SPACING.
(IN')
SPACING,.
(IN')
POST
GJ (IN')
POST
ING (IN.)
(IN')
SPACING(IN)
(IN)
(IN)
(IN)
(IN)
POST
ON SPOST
LAB *
H
(SPAN)
TYPE
(SPAN)
TYPE
(S AIN
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
SPCAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
W
Q
fgNU
13'-7"
5
19'-3' 21
G+
19'-3" 30
G
18'-4"� 21
G+
18'-4" 30
G
20'-1" 21
G+
20'-1" 30
G
25'-1 23
E
25'-1 " 32
H
28'-4" 24
E
2T$' 35
J
5'
a a
O
f
18'-1" 23
17'-8" 31
a 18'=4', 23
17'-8" 31
201-1" 24
19'-4" 32
25'-10" 26
4'-10" 34
28'-4" 27
27'-0" 37
o
r
6'
17.'-7' 22
C
17'-7" 29
G
16'-9" 21
C
16'-9" 29
G
18'-4" 22
C
18'-4" 30
G
23'$" 24
E
23'$" 32
H
5'-1 " 25
E
5'-1 34
s'
J w <
r—
11'-4"
16'-0" 24
16'-1" 31
16'-9" 24
16'-2° 31
18'-4" 25
17'-8" 31
23'$" 27
22'-9" 33
25'-10" 27
24'-10" 36
`�
ix Q 5
7,
16'-
224
�.
16'- ; 5�-0" 230
G
15'-
224
C
15'-715 230
G
17'-1;
225
E
17'-1;
331
G
22'
227
E
22'
333
f -{
24'-0
228
E
24'
7'
9,_8"
5,-3"
5'-7"
-w
7.-1"
6 �"
-0"
21'-1"
4.-0"
23'-1" 35
`�
0 a z
J
8'-6"
8'
15'-3" 23
E
15'-3" 30
G
14'-7" 22
E
14'-7" 29
G `
16'-0" 23
E
16'-0" 30
G
20'-7" 25
E
20'-7" 32
t i
22'$" 26
E
22'-6" 34
J
8,
1 -4- 25
14'-0" 29
14'-7" 25
14'-1" 29
16'-0" 26
15'-0" 30
20'-7" 28
19'-9" 32
22' 6" 29
21'-7" 34
f
(n
7'-7^
9,
14"-4"13'-7" 225
E
14'-4*
330
G
13'-9 3' 226
E
13'-9 3' 330
G
15'-115,-1" 126
E
15'-114.-6" 130
G
19'�
229
E
19'-48'-7" 332
H
21'-21 229
E
21'- 20,-4" 335
J
9'
'-2"
9"
3"
9'-4"
'-2"
LL
U)
6,_9„
10,
13' 2,-10" 226
E
13'-8 2'_7" 330
G
13'-
226
E
13'-
330
G
14'-314,-3" 227
E
14'-313,-9" 231
(j
18'�
229
E
18'x"7, 333
H
20'-120,-1" 230
E
20'-119,x" 335
J
10'
3•-1"
2.-7"
8'_4"
8"
6'-2"
11'
13'-1" 24
E
13'-1" 31
G
12'-6" 24
E
12'-6" 31
G
13'$" 24
E
13'$" 31
G
17'-7" 26
E
17'-7" 34
H
19'-2" 27
E
19'-2" 36
J
Q
12'-3" 26
12'-0" 30
12'-6" 26
12'-0" 30
13'-8" 27
13'-1" 31
17'-7" 30
16'-10" 33
19'-2" 30
18' 6" 35
0
c'
S'
12'-61
227
E
12' G'1'$" 331
�.j
12'-0 Z
227
E
12'-0 ;
331
G
13'-113.-1" 228
E
13'-112.-7" 332
G
16'-9 6
230
E
16'-98 3
H
4; 231
E
18'-4"7'-8" 336
J
12'
a
-g"
12�
9"
-0"
-6"
-9"
-2"
118'
8 �"
N
°c
'
o�
Q n
0
J
W =
ATTACHED SOLID
FREESTANDING SOLD
ATTACHED SOLID
FREESTANDING SOLID
' ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLIDcr
N
=
MAX.COL.
j o_
MAKPOST FTG.
MIN.
MAX.POST FTG
MIN.
MAKPOST FTG
MIN.
MAKPOST FTGMIN.[20'
MAKPOST FTGPACING.
MIN.
MAX.POST FTG MIN.
MAKPOST FTG
MIN.
MAX.POST FTG: MIN.
MAX.POST FTG.
MIN.
MAKPOST FTG MIN.
jp
_
SPACING
ACIN
�'
ACI (IN.)
POST
(ACING (IN)
POST
SPACING
(IN')
POST
SPACING.
(IN')
S(SPAN) (IN.)
POST
(IN')
SPACING.
(IN')
POST
OST
S(SPAN) (IN')
(IN')
PIOPE
F�
ON
(SPAN)(IN')
SPAN
TYPE
SPAN
TYPE
TYPE
(SPAN) TYPEPOST
TYPE
(SPANPOST )
TYPE
(SPAN)
TYPE
TYPE
(SPANPACING
)
TYPE
TING
(SPAN)POST
5'
19'-3" 22
C
19'-3" 32
G
18'-4" 22
C
18'-4" 31 G
-1" 22
C
20'-1" 32 G
25'-1 24
E
25'-1 34 H
28'-4" 25
E
27'-8" 35 1
5,
O
13'-7"
16'-6" 24
B
16'-1" 32
17' 4" 24
17'-0" 33 hl
19'-0" 25
18'$" 33 H
24'-4" 27
3'-10" 36 K
26'$" 28
26'-1" 37 K
y �,
ITT 23
C
17'-7" 31
G
16'-9" 22
C
16'-9" 31
G
18'-4" 23
C
18'-4" 31 G
23'$" 25
E
23'-8" 33 H
5'-1 26
E
25'-1 34 H
s'
W'°ZZ
o= z a
s'
15'-1" 25
14'-8" 32
5'-1O" 25
15' 6" 32
17'-4" 26
17'-O" 33 H
22'-3 28
"
21'-9" 35 I
24'-4" 29
23'-9" 36 J
u
t
71
16'-3" 23
G.
16'-3" 30
G
151-7" 23
G.
30 G
17'-1" 23
E
17'-1" 31 G
22'-0" 26
E
22'-0" 33 H
24'-0" 26
E
24'-0" 34 H
7'
o a m
9'-8"
14'-0" 25
13'$" 31
14'-8" 26
.15'-7"
14'-4" 31
16'-1" 26
15'-8" 32
20'-8" 29
20'-2" 34
22'-7" 29
22'-1" 35 I
w
LL
J
8'-6"
8'
15'-3" 24
E
15'-3" 30
G
14'-/" 23
E
14'-7" 29
G
16'-0" 24
E
16'-0" 30
G
20'-7" 26
E
20'-7" 32
H
22' 6" 27
E
22'$" 33 H
,
8
13'-1" 26
C
12'-9" 30
13'-9" 26
13' 6" 31
15'-1" 27
14'$" 32
19'-4" 29
8'-10" 34
21'-2" 30
20'-8" 34 I
7'-7"
9'
E
14'-4" 30
G
13'-9" 24
E
13'-9" 30 G
15'-1" 25
E
15'-1" 31 G
191-4" 27
E
19'-4" 32 H
21'-2" 27
E
21'-2" 34 H
9,
26
12'-1" 30
13'-0" 27
12'-8" 30
14'-2" 27
13'-10" 31 H
18'-3" 30
17'-10" 33
20'-O" 31
19' 6" 34 I
6'-9"
10'
V4"24
25
E
13'-8" 31
G
13'1" 24
E
13'-1" 30 G
14'-3" 25
E
14'-3" 31 H
18'-4" 27
E
18'-4" 33 H
20'-1" 28
E
20'-1" 34 H10,
27
11' 6" 30
12' 4" 27
12'-1" 30 H
13' 6" 28
13'-2" 31
17' 4" 30
17'-0" 33
19'-0" 31
18' 6" 33I
mm
6'-2"
11,-
227
E
13'-111 330
H
12'-6"
228
E
12-6
330 G
131-8"2'-10" 228
E
13'-812,-7" 331 H
17'-
231
E
17'-161-2" 33
H
19'-218.-1" 232
E
19'-2171-8" 334
111
ID
o
-0"
9"
11'-6" H
6•-7"
33
.
r
5'-8 "
12'-6" 25
E
12'-6" 31
H
12'-0" 25
E
12'-0" 31
H
13'-1" 26
E
13'-1" 32
H
16'-9" 28
E
16'-9" 34 H
18'-4" 29
E
18' 4" 35
12
a z �
12
10,$^ 27
10'-6" 30
11'-3" 28
11'-1" 30
12' 4" 29
12'-1" 32
15'-10" 31
15' 6" 33 I
17' 4" 32
17'-0" 34
w N 9
jya
_LL
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
>-
a
0 2 i
=
MAX.POST
MAKPOST
MAX.POST
MAX.POST
MAx.POST
MAX.POST
U 2 a r
JJQ
MAX.COL.
j o_
MAx.POST FTG.
MIN.
MAX.POST FTGPOST
MIN.
MAKPOST FTGPOST
MIN.
MAX.POST FTGPACING.
MIN.
FTGPACING.
S(SPAN)
MIN.
FTGPOST SPACING.
MIN.
FTGSPACING.
MIN.
POSTSPACING
FTGSPACING. MIN.
FTG.
MIN.
POST
FTG MIN.
SPACING
jo
O a
ING3
SPALAB
(IfJ.)
SPACING.
(IN')
SPACING.
(IN.)
POST
S(SPAN) (IN")
POST
(IN.)
(IN')
POST
(IN')
(IN)
(IN')
POST
(IN')
M 3:
Q 'm
ON St
SPCINGAN)
TYPE
(SPAN)
TYPE
(S AN)
TYPE
TYPE
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN) TYPE
(SPAN)
TYPE
(SPAN) TYPE
�
d m
c�
C
13'-7
5
18'-4" 23
C
18'-3" 33
H
18'-4" 23
C
18'-0" 33
H
20'-1" 24
C
19' 8" 34
H
25'-1 26
E
25'-3" 36 J
281-4" 26
E
27'-3" 37
KI
,
5
ul
Q
15'-1" 24
B
14'-9" 33
16'-0" 25
B
15'-7" 34
17'-4" 26
17'-1" 35
1
22'-4" 28
1'-10" 37 K
24'-6" 29
24'-0" 38
6'
16'-9" ' - 24
' C
16'-9" ' 32
G
16'-9' 24
C
16'-6" 32
G
18' 4" 24
C
18'-0" 33
H
23'-8" 26
E
23'-1" 35 I
25'-1 27
E
25'-3" 36 J
6,
z
13'-10" 25
13'$" 32
14'-7" 26
14'-3" 33
H
15'-10 -;:26
15'-7" 34
"
20'-6 29
20'-1" 36 ._.K
_ 22'x^ 30
. 21'-10" 37- K
9'-8"
7'
15'-7" 24
C
15' 6" 31
G
15'-7" 24
C
15'-3" 31
G
17'-1 " 25
E
16'-8" 32
G
22'-0" 27
E
21'-6" 34 . H
24'-0" 28
E
23'-6" 35 1
7'
}
} o m
12'-9" 26
12'-7" 32
13' 6" 26
13'-2" 32
14'-9" 27
14'-6" 33
H
19'-0" 29
18'-7" 35 I
20'-9" 30
20'-3" 36 K
'
J
8'-6"
8
14'-7" 25
E
14'-6" 31
G
14'-7" 25
E
14'-3" 31
G
16'-0" 25
E
15'-7" 32
20'-7" 28
E
20'-1" 34 H
22'$" 29
E
22'-0" 35
8
o o` i? cc
12'-0" 26
C
11'-9" 31
12'$" 27
C
12'x" 32
13'-10 28
13'-6" 32
H
17'-9" 30
17'-0" 35 I
19'-6" 31
19'-0" 35
7'-7"
9'
13'-9" 25
E
13'$" 30
H
13'-9" 25
E
13'-6" 30
H
15'-1" 26
E
14'-8" 31
19'-4" 28
E
19'-0" 33 H
21'-2" 29
E
20'$" 34 H
9,
LL
11'-4" 27
11'-1" 31
G
12'-0" 27
11'-8" 31
G
13'-1" 28
12'-9" 32
H
16'-9" 31
16' 4" 34
18'-4" 32
18'-0" 35 I
U)
6'-9"
10,
13'-10'-9" 227
E
13'-0 0
330
H
13'-11 228
E
12'-91'-7" 3 31
H
14'- �
229
E
14'-012'-1" 331
H
18' 4
231
E
18'-05,_7" 3 34 H
20'-117 332
E
19'
335 H
10,
_7"
G
�^
2' 4"
6'-0"
-4"
1 T-1" 1
11
6'-2"
11'
12' 6" 26
E
12' 6" 31
H
12'-6" 26
E
12'-2" 31
H
13'$" 27
E
13'-4" -
H
17'-7" 29
E
17'-2" 33 H
19'-2" 30
E
18'-9" 34
11'
Q
10'-3" 28
10'-1" 31
10'-10" 28
10'-7" 31
11'-10 29
11'-7" 31
15'-2" 32
14'-10" 33
16'-7" 33
16'-3" 34LU
r
5'-8" 112-
12'9'-10" 228
E
1'-1 9�-8" 331
H
12'-10'x" 229
E
11'-8 0'_1" 331
H
13'-1111" 230
E
12'-911-1" 331
H
16'-941_7" 332
E
16'-64' 333 '
18'-45'-10 333
E
18'-015,-7" 334
CID
3"
12'
ThinkPad\Duralum\IAPMO 0195\2-2&14 8 3.dwg, S7 OTab:1T377Vd, WePDF Writer,
Bin # .
City of La Quinta
Building U Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address: -
Owner's Name:., O
A. P. Number:
Address: -
Legal Description:
City, ST, Zip: L�A
Contractor:
Telephone: -
i
Address: iU /64X 573,06
Project Description:
City, ST, Zip: /A 001A)7-14, eA g�)Q T
V t
Telephone: 76D - 7 7,9 - Qd / 3
ii
State Lic. # : ' 7 %D -T 3
City Lic. #: as g
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.: # Stories: # Units:
Telephone # of Contact Person:
Estimated Value of Project: --L
APPLICANT: DO NOT WRITE BELOW THIS LINE
q
Submittal
Req'd
Rcc'd
TRACMG .
PERMIT FEES
Plan Sets
Plan Check submitted'
Item
Amount
Structural Calcs.
RvOiewed, ready for corrections
Plan Check Deposit
Truss Cates.
Called Contact Person
Plan Check Balance
Energy Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
Zed Review, ready for correctionsrissue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
'"' Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub, Wks. Appr
Date of permit issue
School Fees
Total Permit Fees