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NAME
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PLAN CHECK NO: VESTED DATE
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Mechanical
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORKTO
t: BE DONE ON PRIVATE PROPERTY ONLY. ANY COMM CTIONONTHEPUBUC
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SEE BACK OF PINK PERMIT FOR MORE INFORMATION
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State Surcharge
'APPLICANT ON BI-11 01 HIS OR HER SPOUSE. HEIRS, ASSIGNS AND SUCCESORS
Traffic Mitigation
Plan Chit Deposit
IN INTEREST, AGREES TO INIIIIANII, DEFINE) AND NO D HARMLESS Till CITY F
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EDMONDS, WASHINGTON, ITS O11IC11LS, EMPLOYEES, AND AGENTS FROM ANY AND
Fire Review
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ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
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9 DEEMED TO MODIFY, WAIVE OR REDUCE
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ANY REGUIREMENT OF MY CITY ORDINANCE
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I HERE ACKNOWLEDGE THAT I HAVE R AD THIS APPLICATION: THAT THE INFORMATION
GIVEN B I Y CORRECT, AND THAT I AM THE EOVINER. OR TH DULY AUTHORIZED AGENT OF
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APPLICATION APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STAT LAWS REGULATING CONSTRUC.
CALL
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TION: AND IN DOING THE WORK AUTHORIZED T JERESY, NO PERSON WILL BE EMPLOYED
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
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C61AG DATE
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771-0220
DATt
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY
EXT 1333
A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS
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BEEN MADE AND APPROVAL OR A CERTIFI-
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05/16,1213N 15:29 513-702-"03 ENCI-nSURE SUPFLIER, 0C
ENCLOSURE SUPPLIERS Inc.
MICROFILM
April 2, 2002
Revised May 16, 2002
Champion of Seattle
18436 Cascade Ave South
Suite 120
Seattle, WA 98188
Attn: Mr. Steve Tinsely
Re: Hartzell Residence
9826 237th Place S.W.
Edmonds, WA
PROJECT NO.: ESI 260 Revised
Dear Mr. Tinsely,
We are pleased to Inform you thatwe have completed our roviewof theproposed'oharriplon patio
enclosure"to be constructed at the referenced address, The findings; fmm this review are presented
in this letter.
Scope of work
Oursoope of work for this project was to perform a review of the sketches (prepared by you) for the
proposed patio room at the referenced project to determine If the room can be constructed to carry
the design lateral and gravity loads, as determined In accordance with 1997 USC Chapter 16,
Project Description
The project consists of the construction of a 12'projection by 21'wido single slope "Champion patio
enclosure' on a new concrete slab on grade with turned down footings,
The site Is located in Edmonds, Washington,
Design loads
The following design foods were used in our evaluation:
Patio cover Roof live load: 25psf
Patio cover dead load 3psf
Wind Speed: 80 mph
Exposure Category
Seismic Zone: 3
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.05/IS/2002 15: 29 513-702-39U ENCLOSURE SUPFUEPS PAGE V
Referenced documents
MICROFILM
I. Roof Diaphragm structural calculations Prepared by TJC and Associates Inc. dated
September 26, 2000
2. "Champion emcf0sures' Building permit package Prepared by Ambric Testing no
a
Engineering Associates Inc.
3. 1997 u8C
Comments
The attached roof diaphrag structural calculations Prepared by TJC and Associates Inc,,
(structural engineers) elated m
September 26, 2000 Presents lateral load calculations and required
connections for a variety of room widths, Projections, mullion heights and wind speeds, The results
from these calculations are presented In table 1 On page 2 of this package. A review of this table
shows that &M roof system forth referenced PrOJOctvAll act as an adequate diaphragm provided
the connection details on page 19're used,
In the TJC Package the design wind pressures for the Primary frame of the structure have been
determined using 1997 UBC appendix chapter 31 Division Ill. I have attached calculations showing
that the details presented In the TJC Associates Package are still valid for the design wind loads for
this Project when calculated In accordance with 1997 UBC chapter 16.
The seismic loads In the TJC Associates package have been determined using 1997 USC Chapter
16,
Conclusions
Based on our review it is our opinion that the Proposed patio enclosure is adequate to carry the
design lateral and gravity 1084S as determined In accordance with 1997 USC Chapter 16, provided
the room is constructed in 8COordanoo with the following:
1. The tables and connection details Presented In the Champion Enclosures Engineering
manual, The 20psf horizontal Pressure tables should be used.
2. Detail A on page 1 of the structural Calculations for the roof diaphragm prepared by TJC and
Associates Inc.
It should be noted that this evaluation IS based on the Information provided to us by you. ESI have
not performed an inspection of the existing structure,
We appreciate the opportunity to be of service to you. If you have any further questions, do
hesitate to contact us, not
Respectfully submitted,
Enclosure Suppliers lnc�
Martin J. Goss
Staff Engineer
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05/1612002 15:29 513-782-3903 ENCLOSURE SUPPLIERS PAGE 00
ENCLOSURE SUPPLIERS INC. oc P A&I
12111 ChaWioa Way 8�v �Q ------- L
CINCTNNATI, OH 45241
Phone (513) 782-3900 Qld We
Fax (513) 782-3903 CMCKF.D"--- ATE
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05/1612002 15:29 513-7� ENCLOSURE SUPPLIERS
ENCLOSURE SUPPLIERS INC.
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ICBO Evaluation Service, Inc. Amedw ANwaVon.1 Si=s Institute
5360 WORKMAN MILL ROAD - WHITTIER, CALIFORNIA 90601-2299
A subsidiary corporation of the International Conference of Building Officials
PFC-5520
EVALUATION REPORT Reissued March 1, 2001
Copyright Q 2001 ICBO Evaluation Service, Inc.
Filing Category: ROOF, WALL AND FLOOR PANELS -Sandwich Panels (216)
PACEMAKER IN JLPANIEL, CLIMATE MASTER, AND
SU
ALUMA-R LAMINATED PATIO -COVER ROOF PANELS
PACEMAKER PLASTICS CO., INC.
POST OFFICE BOX 279
NEWCOMERSTOWN, OHIO 43832
1.0 SUBJECT
Pacemaker Insulpanel, Climate Master, and Aluma.R Lami-
nated Patio -cover Roof Panels.
2.0 DESCRIPTION
2.1 General:
The Pacemaker laminated patio -cover roof panels, inter-
changeably identified as either Insulpartel, Climate Master, or
Aluma-R, are used as structural roof panels for patio covers
conforming to Division III of Uniform Building Code' (UBC)
Appendix Chapter 31. The panels are factory -assembled
sandwich panels consisting of aluminum skins and an
expanded polystyrene foam plastic core. The panels are 3
inches (76 mrn) or 33/4 inches (95 mm) thick and 36 Inches
(914 mm) wide, and have a maximum length of 20 feet (6096
mm).
2.2 Materials:
2.2.1 Roof Panels:
2.2.1.1 Core: The core material is Pacemaker Plastics Co.,
Inc., Type 11 expanded polystyrene foam plastic boards. The
foam plastic has a 1.5 pot nominal density, and has a flame -
spread rating of25 or less and a smoke -density rating of450
or less when tested in accordance with UBC Standard 8-1.
The foam plastic complies with ASTM C 578 as Type 11.
2.2.1.2 Facings; The facing material on both sides of the
panels is 0.024-inch-thick (0.61 mm) 3105-H254 aluminum
alloy conforming to ASTM 8 209.
2.2.1.3 Adhesive: The facings are factory -adhered to the
core using adhesives described in the approved quality con-
trol manual.
2.2.2 Mullions: The mullions used to interconnect the pan-
els along their longitudinal edges are of extruded 6063-T5
aluminum alloy complyingwith ASTM B 221. The flanges are
a minimum ofO.055 Inch (1.4 mm) thickand 1.75 inches (44.5
mm) wide,
2.3 Structural Design:
Maximum allowable gravity and wind-UPlift loads, based on
strength and deflection considerations, are setforth In Tables
1, 2, 3 and 4.
2.4 Installation:
The roof panel length must be continuous in the direction of
its slope, with no transverse joints. Panel supports must pro-
vide a minimum 1-inch-wide (25 mm) continuous bearing
width at support points for aravitv and wind uplift loads. Con-
nections consist of No. 14 corrosion -resistant steel screws, a
minimum of 4 inches (102 mm) in length, placed through the
1-inch-diameter (25.4 mm) corrosion -resistant washer plates
having neoprene inserts. At least two fasteners per panel are
required at each support. Forwind uplift resistance, additional
fasteners are placed in accordance with the fastener spacing
schedule in Tables 3 or 4. These fasteners are placed through
the panels and connected to supports of minimum
0.055-inch-thick (1.4 mm) aluminum, type 6063-T5 or better,
For other methods of panel support, the effects of the support
on the panel performance must be substantiated to the satis-
faction of the building official. Connection of the panels to the
structure must be substantiated to the satisfaction of the
building official. The foam plastic must be encapsulated with-
in minimum 0.024-inch-thick (0.61 mm) aluminum, Longitudi-
nal panel edges are connected to adjacent panels using tight-
fitting mullions described in Section 2.2.2.
2.5 Identification:
Each roof panel is identified by a label bearing the name and
address of Pacemaker Plastics Co., Inc., the panel type, the
evaluation report number (ICSO ES PFC-5520), and the
name of the quality control agency (Omega Point Laborato-
deal.
The mullions are identified by a bill of materials.
3.0 EVIDENCE SUBMITTED
Calculations and data complying with the ICED ES Accep-
tance Criteria for Sandwich Panels (AC04), dated July 1996,
and the ICBO ES Acceptance Criteria for Foam Plastic In-
sulation (AC12), dated July 2000.
4.0 FINDINGS
That the Pacemakar Insulpanel, Climate Master, and Ahl-
ma-R Patio -cover Roof Panels described In this report
comply with the 1997 Uniform Building Code-, subject
to the following conditions:
4.1 The panels are used only on patio covers regulated
by Division III of Appendix Chapter 31 of the code
4.2 Panel fabrication, Identification and installation
comply with this report and the manufacturer's In-
structions.
4.3 Panel connections to the supporting Structure
must be designed, and the justification submitted
to the building official for approval.
4.4 The remaining portions of the structure are de-
signed and constructed In accordance with the
code.
4.5 The panels are fabricated by Pacemaker Plastics
Co., Inc., at 200 Enterprise Drive, In Newcomers -
town, Ohio, with follow-up Inspections by Omega
Point Laboratories (AA-657).
This report is subject to re-examination In one year.
F�Wuwla. "p.m.fichro &.1-1- S-re,, In.,- 1. cr..,A,a.,ab,e, ,flCirotallizi.gthecade pe. ahilh 'he"por
en -
's ba�ed. Evaination repam are not lobe eaeutrued � representing esnhedry or any othernaribnoes tonspeciffealty addressednorta, an endomenneat or recom en
lation, for usa afthe tubject report.
IrelCZ10E.111.1to-S-ke, Inc,, tochadealstalfhasreei-,edth,
enmaletandlerod-data, biitdo�notpos.ve�ystegtfacilitiestontake an independent verificallom Tltmbnow�llyhYICBOEvaluu[IOHSe�ic�,f�G,�im
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Page 2 of 2 PFC-5520
TABLE I —ALLOWABLE SPANS FOR 3-INCH-THICK ROOF PATIO PANELS SUBJECT TO GRAVITY LOADS',2,3
For ST: I psf= 47.88 Pa, I feet � 304.8 orm, I firch = 25.4 turn,
'These als me we ugon simple -span conditions Malysis orthe connection details must be provided with the angmearingdasign associated with their specific
Pon "'dmobbLd., P1, I f
installation, an " muted to the building a ana or approval.
'Allowable spans me the lease, of strength limits and maximurn deflection of 1/9 a rsp..
3ponels =at be sloped a minimum or3/8 unit vertical in 12 units heriamnal (3. 1%).
TABLE 2—ALLOWASLE SPANS FOR 33144NCH-THICK ROOF PATIO PANELS SUBJECT TO GRAVITY LOADS1,43
Far Sh I p,,, 11,11 Pa, I Ion, = 3113 com, I inch = 25A mun.
'Thesopenclspoe" are, based span conditions, AwlysisDI'the connection details must be provided with the engineering design associated with their specific
,,=sim ;,, I.
installation, and must b had P, .1c building official for approve.
�Allbl. Sports me the Iowa, fatmagth limits and maximurn defection Of'/,C-faP---
31'anals must be sloped a raimmum of31S unit vertical in 12 units hariemnal (3.1
NS FOR 34NCH-THICK ROOF PATIO PANELS SUBJECT TO WIND UPLIFT LOADSIX3
TABLE 3—ALLOWABLE SPA
LOAD
Ide)(IMUNISPAN
SPACING OF
P—NERS
H.Ight 10'
10, � Haight s Ir
AP UEDWIND
0 P'f(70 ph)
18, - V
18"
1 3 p (80 mph)
6 .6"
20"
15 P'f(90 oph)
1 5
Ir
19 paf 100 mph)
13' - 6"
16"
12
23 paf ( 10 ph)
2"
14
27 Daf (120 Ph)
12
1 1.
Far Sh I PIf= 47.88 Pa. I mph = 1.61 km/hr, I fact = 304.8 mrs, I inch = 25.4 mrs.
I therommections, analysis ofthe can-
IThso Pwd.,1=b.Cd upong=pen Conditions. Panels are connected in accordurnowith this table and See ion 2.3. Foro al
Se If. be provide c engineering design associated with their specific installation, and must be submitted to the building official for approve.
2AIlmable spans are the lesser ofstrungth limits and masimeon deflection of I/sm ofspan.
3panuh, must be sloped a minimum 00/9 unit vertical in 12 units horizontal (3.1%).
TABLE 4—ALLOWABLE SPANS FOR 33144NCH-THICK ROOF PATIO PANELS SUBJECT TO WIND UPLIFT LOADS',2,3
-MUM SPAN
SPACING OF
FASTENE
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10, IZ
APPLIED WIND LOAD
to Faf ( 0 -ph)
Is, - 0"
24'
18'
4'
13 paf go mph)
18"
1 r
15psf(9D ph)
3
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1 (y,
19 Paf(I00m ph)
1151-3-
14"
2 psf 10 osph)
13'- 9"
TF-
27 P 1 20 mph)
12'- 8"
p 11., 1 p,1--4 I mph . 1.11 Inuh, I feet - 304.8 rare, I inch = 25.4 nam, on.
er I i 3 Far otherconnati..�'...]Y,�,i,�.ftha c
'�can pan., stunetma based uprusi = as, C 9 1 d I do,,, It �,Drdmu:a with this able and Section 2.b.
cctioa details must be provided ........ I. as me mined to the building officia or appmW].
'Alh Invabl. Spans me the lease, of strength limits ad onwhomn deflection of Ilso of spar.
3PEncIS must be sloped a minimum of318 unit vertical in 12 units lari.m.1 P.M.).
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WITH 3-3/4"
ROOF -PANELS
TITLE: ENCLOSURE SUPPLIERS� INC.
FIG -URE 4 1
JOB
ENG-97-213-OHI
DATE:
SCALE-
NONE
DRAWN BY:
SFH
AMBRIC TESTING & ENGINEERING ASSOCIATES, INC.
3502 SC07TS LANE, PHILA., PA 19129
(215) 438-1800
FAX (2!2_!!:j2jj
40015A 4 1 0019 009
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CORNER
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POST I COLUMN
4001 SA
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1 A
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I -BEAM 0 4'-0* O.C�
I -BEAM 0 4'-0' O.C,
WITH 3 3/4
WITH 3 3/4- EPS
SANDWICH '�.Zl!
SANDWICH PANEL,,,,,,
4A
5A
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40016A 777
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SrC77ON
TITLE: ENCLOSURE SUPPLIERS, INC.
FIG 4.1.1
JOB
DATE:
DRAWN BY:
SCALE
ENG-97-213-OH
I
SFH
NONE
AMBRIC TESTING ENGINEERING ASSOCIATES, INC.
(D
3502 SCOTTS LANE, PHILA., PA 19129
(215) 438-1800
FAX (215�_t� �7110
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ENCLOSURES
Table 2.1; 3-3/4" Roof Panel Load Capacities for span/120
Spin
Panel Configuration
Allowable Roof Load in PSIF at Span/120
10
15
20
205
25
30 135
140
145
150
155
160
8
3 'W' EPS
.
.
.
0
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1
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0
0
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to,
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0
0
10,
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-
10'
3 3/4" EPS+H @ 4'-0" O.C.
-
.
.
.
.
.
.
111
3 W EPS
11'
3 '/." EPS—H @ 3'-0" d.C.
111
3 %11 EPS+H @ 4'-0" O.C.
121
3 %" EPS
12'
3 'W' EPS�H @ 3'-0" O.C,
*
12'
3 %" EPS+H @ 4'-0" O.C.
o
13'
3 1/4" EPS
-
13'
3 I/V EPS+H @ 3'-0" O.C.
*
13'
3 W EPS+H @ 4'-0" (5.C.
*
14'
3 W EPS
14'
3 4 +
14'
3 3/4" EPS+H @ 4'-0" O.C.
15'
1 3 1/4 EPS
15'
1 3 1/4" EPS41 @ 3'-0" O.0
15'
1 3 %11 EPS+H @ 4'-0" O.C.
-
16'
3 3/4" EPS
0
161
3 %11 EPS+ @ 3'-0" O-C,
a
16'
3 W EPS+H @ 4'.0" O-C,
I e
Ambric Testing and Engineering Associates, Inc.
3502 Scotts Lane, Philadelphia, Pa
n7/27/qA
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0,
m
0
80
C:
m
0
5
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0
0
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in
66*#m ENCLOSURES
Table 4.11: Patio Room connections based on 16'-0" x 16'-0" enCIOSUre with 8'-0" opening width. Refer to Drawing
Nos. 4.1, 4.1.1-4.11.2., 4.1a & 4.1.1.a
Desc: lotion
Number, Type and Spacing of Connectors
Section
Fastener
Size &
Connected Parts
ROOF LOAD (PSF)
No.
Location
Type
1
2
3
6
10
1 15
20
26
30
35
F-40
50
60
I
IA
#SxW
40018
40015A
2
2
2
3
3
3
3
4
4
5
TEK
Comer
Expander
Post
18
x 2'
40015A
Conc.
16"
16"
16'
16'
_16'
_16-
16-
16"
16"
16*
ZAMAC
Expander
Slab/
0. C.
O.C.
O.C.
O.0
0 c
0 c
O.C.
O.C.
O.C.
O.C.
Footing
with I
with 2
with 3
with �
With �
with t
with 5
with 5
with 6
with 6
at Col.
at Col.
at Col.
at Col.
at Col,
at Col.
at Col.-
at Col.
at Col.
at Col.
IS
#10x
40015A
Wo.od
16'.
16".
16"
16"
16"
16'
16"
1 6"
16"
16*
2 W
Expander
Jol
O.0
O.c
O.C.
O.C.
O.C.
O.0
O.C.
O.C.
O.C.
O.C.
Wood
with 4
with 4
With 4
with 5
w'Ih 7
with
with 7
with 7
with 7
with 7
Screws
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
2
2A
#8 x
40019
40015A
1
2
2
2
3
3
3
4
4
5
5
T
I -Beam
Ex ander
213
x 2"
40015A
Conc.
16'
16'
16"
16"
16"
16"
16"
16"
16*
16*
ZAMAC
Expander
Slab/
0 - C -
O.C.
O.C.
O.C.
O.C.
O.C.
O.C.
0.c
O'c .
O.C.
Footi . ng
with I
with 2
with 3
with 4
with 5
with 5
with 5
with 5
with 6
with 6
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
2B
#10 x
40015A
Wood
16*
16"
16"
16"
16"
16*
16,
16"
16*
16*
2W
Expander
Joist
O.C.
O.C.
O.C.
O.C.
O.C.
O.C.
O.C.
O.C.
O.c .
O.C'
Wood
with 4
with 4
with 4
with 5
with 7
with 7
with 7
with 7
with 7
with 7
Screws
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
at Col.
at Col,
at Col.
at Col.
3
3A
[48 x W
40009
40019
24*.
24".
24"
24"
24*
14'.
24".
24'
ITEK
Frame
I -Beam
0. C
0. C
0
0. C.
0. C.
C
0. c
0. C.
Jamb
Ambric Testing and Engineering Associates, Inc.
3502 Scotts Lane, Philadelphia, Pa
ENCLOSURES
Desc; ption
Number, Type and Spacing of Connectors
sewi-on
'00"
Fastener
size &
S
Connected Parts
ROOF LOAD (PSF)
Locadon
Type
5
10
Is
20
-
26
____30____r
3-6
40
50
6
FNo.
4
4A
x
#18 W
40016A
.3
Panel
24"
24'
24'
24"
24*
24"
24"
24"
24"
24"
TEK
r.Ch.n.
"
o. C,
0. C.
0. C.
0. C,
O.C.
O.C.
O.C.
0. C.
01 C.
0. C.
413
#Bx1X
40022
4001
Panel
2
2
2
3
-
3
3
3
3
3
3
@ Beam
TEK
Header
I -Beam
413
#5 X,/.-
08ase
40022
Panel
16"
16-
161,
16,
12*
12"
12"
12"
12"
12'
@ Panel
TEK
Header
0. C,
0. C.
O.C.
0. C,
0, C.
0. C.
0. C.
O.C.
0. C.
0. C.
4C
787TV
Base
40022
__�0_023
12-
12"
12"
12"
10"
10"
W
8.
8.
7"
TEK
Header
Header
0. C.
0. C.
O.C.
0. C.
0. C.
0. C.
0. C.
0. C .
0. C.
0. C.
4D
#8 x W
Base
4001 8'
Arm
022
I
2
2
2
3
3
3
3
3
3
4
TEK
Comer
Header
4E
#8 x I/V
Post
40008
ase
D22
12"
1
12"
12"
12-
12'
12'
12-
12"
12"
12"
J5
TEK
Frame
Header
0. C.
0. C.
0. C.
O� C.
O.C.
0. C.
0. C.
0, C.
O.C.
0. C.
head
I Base
I
1
1
5A
#8 x 1/2*
ITEK
40016A
Panel
24"
24"
24'
24"
24"
1 24"
24"
24"
24'
24"
F-Chan.
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.
. 0. C.
D.C.
0. C,
58
:E
#8xw
40022
40019
Panel
2
2
2
3
3
3
3
4
4
4
@ Beam
TEK
Header
I -Beam
5B
-F8;FN-
Base
40022
Panel
16*
16"
i 16"
161,
12"
12'
12"
12'
12*
12*
@ Panel
TEK
Header
Base
O.C.
0. C.
, 0. G.
0. C.
0. C.
O.C.
0. C.
-
0. C.
0. C.
O.C.
SC
x
40022
40023
12"
12"
12"
12"
10"
10.,
8.
8 -
8'
7*
I/V
Header
Header
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.
0. G.
0. C.
0. C.
0. C.
TEK
Base
Arm
5D
#8 x
40019
40022
2
2
3
3
3
3
3
3
4
1/2*
I -Beam
Header
lt:K
Base
_TY]
#a x
40008
40022
-
12'
12'
12*
12-
12"
12*
12'
1/2*
Frame
Heade,
0. C.
0. C.
0. C,
0. C.
0, C.
0. C.
0. C,
0, C.
TEK
, head'
. Base
I
Ambric Testing and Engineering Associates, Inc.
3502 Scotts Lane, Philadelphia, Pa
Table 4.1 Cont'd:
Description
Number, Type and Spacing of Connectors
Fastener
Size &
Conpected Parts
± ROOF LOAD (PSF)
______F
-50
Location
Type
1
2
3
-
10
15
20 _1_25
-
30
36
4-0
60
6&6A
6A
#6 x mv
6 x
40020A
40019
2
2
2
2
2
2
2
2
2
2
@I-
TE
TEK
Hanger
I -Beam
Beam
6A
#a xx
Base
40020A
Panel
12*
12'
12*
12"
.12'
12*
12*
12'
10*
FO
Panel
TEK
Hanger
Base
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.
0, C.
0. C.
68
5116 x T
40021
42T4
Wood
12'
12*
10"
10"
W
6'
6*
5*
51
4 1/2*
Log
Hanger
Framing
O.C.
O.C.
O.C.
O.C.
O.C.
O.C.
O.C.
O.C.
O.C.
04'
screw
Tab
613
0 0 2 1
Brick
24"
24*
---
20"
16"
14'
12"
9'
9'
7"
6"
�YVx
ZAMAC
Hanger
Masonry
0, C.
0� C.
0. C.
0. C.
0. C.
0. C.
* C
0. C.
0. C.
0. C.
0. C.
Tab
6C
#8 x W
40020A
40021
12"
12"
12'
12"
12"
12"
F12
12"
12"
10"
10"
TEK
I
Hanger
Hanger
0. C.
0. C.
0. C.
0. C.
0. C.
0, C-
0. C
0- C-
0- C-
0, C-
0- C-
Base
Tab
7
7A
08 x IN
4001'
40018
40009
16*
16'
16"
16*
16*
16'
1 6'
16*
16"
16'
16'
TEK
Corner
Corner
Frame
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.
0, C.
0. C.
0. C.
Post
P t
ol s
Jamb
I
I -
I
I
I
a
8A
Y.' x 2'
40015A
4( )0 5A
Wood
16'
16"
16"
16"
16'
16*
1 6-.
16'
16'
16,
16'
Lag
Expander
Expander
Framing
0. C,
0. C�
0, C,
0. C.
0. C.
0. C.
0. C.
0 C
0. C.
0. C�
0. C.
screw
_24-
8A
_Y_.'XI71_2"
..1
40015A
-Wa-somy
24"
24-
_24'
24'
24'
24"
24"
24*
ZAMAC
Ex ander
wall
0. C�
0. C.
0 C.
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.
8B
#8 x W
40015A
40019
24*
24*
24*
24"
24'
24"
24'
24*
24*
24*
TEK
Expander
]-Beam
0. C.
0. C.
-0-C.
-0-C -
0. C.
0. C.
-0, C.
0. C.
0. C.
8C
#8 x 14"
40019
40009
__P. _C
24*
24"
24"
24*
24'
24*
24"
24"
24'
24*
TEK
I -Beam
Frame
0. C.
0. C.
0, C,
0. C.
0. C.
0. C.
0� C.
0. C.
0. C.
0. C.
Jamb
_724'
9
SA
#8 x 14*
40016A
24*
24*
24"
24'
24*
24'
TEK
F-Chan.
0. C.
0. C.
0. C.
0. C.
0. C.
0. C.-
0. C.
SB
#8 x 1/2*
40019
24-
24-
24'
24"
24"
24*
24*
TEK
I -Beam
O.C,
0. C.
0. C.
0. C.
0C
1 0, C
0. C.
Ambric Testing and Engineering Associates, Inc.
3502 Scotts Lane, Philadelphia, Pa
&4.0,ea. ENCLOSURES
1.0 INTRODUCTION
This document has been prepared for Enclosure Suppliers Inc. 10036
Springfield Pike, Cincinnati, OH 45215, by Ambric Testing and
Engineering Associates, Inc. 3502 Scotts Lane, Philadelphia, Pa 19129.
Z.
0
The purpose of this evaluation was to determine the load carrying
capacity of the various Aluminum members and connections which are
used in the construction of the 64� Enclosure and the presentation of
this information in user friendly member load tables, This information is
a M
Mo
0
the property of Enclosure Suppliers Inc. and should be used solely in
0
conjunction with their manufactured products and in the construction of
the e4a.A&. Enclosure three season rooms.
M M
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The load carrying capacity of the component members were determined
z
F
by engineering analysis and design.
0
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Ambric Testing and Engineering Associates, Inc.
3502 Scotts Lane, Philadelphia, Pa
n7/27/.qq
9/2eO9 13:40 513-792-3903 ESI
PAGE 02,
TJC ANo Asswv% lw-
V
Z�
September 28,20X
0
rn'-
Martin Goss
Enclosure System, Inc.
12ill Champion Way
M
W
Cinc;nnati,01-1 45241
re 0,
-40,
Dew Mor-tin,
oc�
V,
p
'Per your request, TTC and Associates, J= has'reviewed the roof panel "em for
IT,
M
0
Enclosure 5uppliers, rnc. -.he*scope of our review W-** 111TOed to the obiRtjof-,thi'roaF--
C
> Z:
system to act as a horizontal diopliragm when transferring o'pplied lateral loads back to the
attachment
stnicture,
0 -w
"n
TTC and Associates, Inc. developed structural calculations consistent with �hose typicaliv
produced for submission to ICSO ES when seeking a standard plan approval for such'
re, I
0 5,
system. Based on these calculations. the proposed system isstructurallyodequore for The
''or-
applied loads provided the details shown on page I of 15 are incorpoi-ated into the system.
0
Please feel free to contact us should you have further questions or concerns rWding this
MO
Matter.
Sincerely
Z,
Tcrencci. Cavanagh, 5.E.
z
0
2253 MoFitLLoAvewe, Suite 220 PLftUNHx4CAW23-1897 NOW-92616111114620 Fsx 1925)6W-W21
99/29/2008 13:40
513 ES1
-782-3983 PAGE e4
vim,
TO
TIC& Associates, Me.
Enclosure Uvpfiers. rne.
W
Table of Contents
V�
0 I
V.
Cover
Table of Conte t ji N
Purpose
g""
Assumptions
References
�ijii
M
M
Details Drawings 1
0
"T
Acof Systern Analysis 3
3�
M
M Z�
7E
End of Fackage 15
Z
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ca
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Appendix A: Manufacturer's ble Drawings
M'O�
Appendix 81 Alunfinum Design Mordxl Table 2-22 (ExTract) 1,419c"ble st,-mi-ex fo,-
8&TZDZAWat7d$,mtk1- 7)pe 5&mc&res - 6061-
Ca
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page ii
-89/29,'2000 13:40 513-782-3903 ESI PAGE
TIC 41 Associates, Xne.
Enclosure Suppliers. Lie
PVPPOSE
Develop and design a connection detail for Enclosure Suppliers, Inc. roof system to
withstand rotational loads caused by wind or seismic loads applied to the end wall of the
enclosure.
z
0
Wind or seismic loads applied to the front wall of the enclosure are transferred directly
to the foundation and existing structure through bendin _q of the f rant wa'll system. The
desi gn considers the ef f ects of both wind and seismic loads.
=4-H
The design will be governed by the requirements set forth in Chapter 20 Division T1 and
M
a �k .
Appendix Chapter 31 Division In Section 3116 of the 1997 Uniform Building Code.
M 0
0
C
ASSUMPTIONS
m
1. TronsfeP of forces..
z
Wind and seis;ic loads are applied to the wall elements a' an enclosure system and
then transferred to the roof or foundation throu gh bendirq of the wall element.
0-
In addition, wind and seismic forces can be applied to the roof elements directly
exposed area or dead load of the roof system. These -, orces are trangferred to
m M
the attachment of at the existing structure.
0 6
If the applied forces are perpendicular to the at?achment, forces in the roof
0
0
systern are transf erred through the roof panels cis axial forces. These forces are
TO
-4
relatively small and are not considered detrimental to the system.
If the applied forces are parallel to the attachment, forces in the roof system are
;a
transferred through the roof panels as racking shears. The racking $hear in the
panels themselves is relatively small and not considered detrimental to the ponels.
The connections however do reqL;re evaluation
z
This approach for analysis of the system To transfer Icads to an exisiting
0
m
structure is consistent with the approac�, used when obtaining an ICSO ES
Evaluation repert for simi'cr roof :)one[ SI/STeMs.
2. Maximum Patio height is !2ft. This is consistent with the TOXIMOn =60 he - ght
allowed within AFpendix 31 of the 1997 Usc.
3. Rocf:paneis are 3-3/4" sandwich pcnels with 1.5 pcf dens. ty EPS ccre and ^j.024"
alum:num sk�ns.
4 Attachment chcnnel is aluminum wi-),. Alloy and Tamper c.-nf�;rm:ng to 6C63- T5�
Fage.il
09i29/2000 13:40 513-782-39e3 ESI PAGE 06
qP N TIC Associates. r"C
Enclosure Suppliers. rew—
Id
S. The Hangar Base (Die DW9- 40020A) will be hi-o to r"Ve
shim will be provided to fill the void Qlu
existing structure.
6. Roof panels conform to Acceptance Criteria 04 (AC04) and*ore qualified (by others)
for the anticipated vertical applied foods for the intended projection.
7� Patio rooms shall not be constructed within a seismic zone experiencing more than
0.49 (Zone 4, Co 0.44) lateral acceleration.
z
0
REFERENCES
0
m
I 1.9P7 tlllifopl" 81111dt;V Code, Volume I (Third pr;nting) and volume ir (Fourth Prin inq
=i 91
2- A1af1O'a1">eS4;W 5P'C'f11atiO1& �11- W000enst"Icti011 d Supolemen;-, American Forest
as :0
and Pcper Association (1997 Edition)
a M
CO
3. .414,071114M.OdSgn WOW& - 5peelfICIVA101a aY7_Y67u1o1e1117er 101.414MIXIM SM41C,'�JreS
m
0
Aluminum Association (1994).
-40
0
4. ICSO Evaluation Services, Inc. - Evaluation Report No. EP-4627 11)rwik AsItTload
Post Alatrwlk Rolt rr ev1?c1,ete A4e114pp$.,,
'ICSO
m
M z
5. Evaluation Services, Inc. - Evaluation Report No. ER-5193 11Ah7W)Yr7HyJ5O4%�'
I-1rrHyeo,40he,�.iye,4nhv,_ s
'y
Manufacturer's Die Drawings - Nos. 40020A (Hangar Base) 40019 (I -Beam), United
65
Technologies Automotive, Znc. Jeffersonville, IN.
0
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0
Fn,
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M 0
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Pap iv
09/29/2000 13:40 513-782-3983 EST
PAGE
TJC AND Assoaggs INC. DATE q
STRUCTURAL ENSIMIRUgg
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