HomeMy WebLinkAbout0094650-Building (3 seasons room) (a CITY OF OSHKOSH No 0094650
OSHKOSH BUILDING PERMIT APPLICATION AND RECORD
ON THE WATER
Job Address 1130 SAWTELL CT Owner MICHAEUSANDRA KRITZ Create Date 05/14/2002
Designer Contractor THERMAL -GARD
Category 111 Single Family Addition Plan
Type Building 0 Sign 0 Canopy 0 Fence 0 Raze
Zoning R -1 Class of Const: 8 Size 11'x12'
Unfinished /Basement 0 Sq. Ft. Rooms 0 Height 0 Ft. Projection
Finished/Living 0 Sq. Ft. Bedrooms 0 Stories Canopies 0
Garage 0 Sq. Ft. Baths 0 Signs 0
Foundation 0 Poured Concrete 0 Floating Slab 0 Pier 0 Other
0 Concrete Block 0 Post 0 Treated Wood
Occupancy Permit Required Flood Plain Height Permit
Park Dedication Dwelling Units 0 Structures 0
Use /Nature SFR/ Constructing an aluminum extrusion and foam panel three seasons room on top of a deck. All construction shall comply with the
of Work manufacturers installation instructions and the material approval. The deck is required to have a minimum of 48" of frost protection.
HVAC Contractor Plumbing Contractor
Electric Contractor ENCOMPASS ELECTRICAL TECHNOLOGI
Fees: Valuation $15,500.00 Plan Approval $0.00 Permit Fee Paid $83.00 Park Dedication $0.00
Issued By: Date 05/24/2002 Final /O.P. 00 /00 /0000
Permit Voided
In the performance th'i or 1g/e- to rform all work pursuant to rules governing the described construction.
Signature t 1A I I Date 7/274(2"'
1 r r Agent/Owner
Address 85 SOUTH MAI T EET CLINTONVILLE WI 54929 1653 Telephone Number (715) 823 -2125
PA
you, N a LLD
Thermal -Gard Patio Rooms
1125A Tuckaway Lane
Menasha, WI 54952
(corner of 441 47)
888 374 -8009
Fax
920 -831 -1154
Date: 3 2//0
Fax Number:94, s*-509/
Page: of:
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05/22/2002 14:24 920 -831 -1154 TIERMAL -CARD PATIOS PAGE 02
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Kritz Pier Calculations
Roof (6.5x6.5) 42.25 x 30 1267.50
Floor (5.5x6) 33 x 5U 1650.00
Wall (7x6) 42 x 10 420.00
3337.50 Ibs. Center Pier 18"
Roof (6.5x2.5) 16.25 x 30 487.50
Floor (2.5x6) 15 x 50 (SU.00
Wall (7x2.5) 17.5 x 10 175.00
1412.50 Ibs. Outside Piers 12"
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May 1999
Updated Safety Glazing Codes
•A letter from the President:- This month's meeting will .be presented by G.E.
Plastics. They will be revisiting their traditional lines as
It was good to see a strong turnout for the safety glazing well as introducing some new products.
meeting at our new meeting place. Our presenter, Tom This newsletter contains diagrams excerpted from the
Kasper, is very knowledgeable, and welcomes your safety new safety glazing code, .reprinted with permission from
glazing questions. Feel free to contact hint at 608 -267- the Division of Safety and Buildings. There are quite a
7586. We have a few extra copies of the'safety glazing few additional changes, so 1 recomtnend that you obtain
code. Contact me at 414- 334 -7871 if you need one. the fill safety glazing document.
1 look forward to seeing )•o at the upcoming meetings'
-Paul Sksir
Residenlia! Glaziing
Safel% tialct■
Ghting Gluing,
NOW NOW
Safety Glazing
,112tgttired Required
1 1 i
Safety Safely
(lazing GIti21ni
NOT Required
Required Safet
G1azin,,
Required'
1+ 2' N t 2
00 39 d S011tld QdV -1W1 3-I1 DStt- tE8 -0Z6 DZ :Di 300Z /ZZ /S0
21.05
Safety Glass
This code section is very brief and needs some elabornrinn It is important to
note that state statutes s. 101.125 also requires safety gluing. In addition. the
Federal Consumer Product Safety Commission (CPSC) in its regulation 16 CFR
Part 1201 sets a minimum for safety glazing requirements that states may only
exceed with their requirements. While local inspectors are not responsible for
enforcing state sinrutewy nr CPSC's requirements. we are including them to
clarify the UDC requirements and to inform contractors of their total
obligations. Also, while most of the items covered by these requirements are
gla4ed in the loamy, local inspectors may become involved when site -.node
doors are used, regia_ing is done, old doors are reused, sidelights are site-
installed nr whe..n the manufacturer fails in its obligations. Following are some
questions and answers on these various requirements.
Question: Why is softy glazing necessary?
Answer: The CPSC found than prior to its rides in 1974 that approximately
73,000 injuries related to architectural glazing were treated annually in
hospitals nationwide. Almost half were under age 14. The worst accidents are
iiw.se where the victim breaks the glass on impact and then tan nr she rebounds
back. On the rebound, the shards of gloss get caught under the skin and then
severely rip it as the victim continues rebounding.
Question: What is and isn't acceptable as safety glaring?
Answer: Acceptable:
Tempered glass is acceptable. it is produced by reheating glass and then
suddenly cooling it. It is four times stronger than regular annealed glass
It cannot he cut after tempering so dealers will often teed to custom'order
it front a tempering facility. it breaks into small pieces when broken.
Laminated glass u acceptable. It consists of two or more layers of glass
bonded to a tough resin interl2yer. I! can be cut or drilled
Tempered glass and laminated glass is classified by the manufacturer as either
Category I for use only in doors where the glazing is less than 4 square feet or
Category ll for all other sacs.
Not Acceptable:
Wired glass is not acceptable by the CPSC except when used in a code-
required fore separation as in s. 21.08 of this conunentmy. However. the
State Statutes would allow it anywhere.
Heat-strengthened glass is not acceptable. It is produced similarly to
tempered glass but is cooled slower. As a result, it is only twict as strong
as regular annealed &sc. It can be cut or drilled
-1999- 21-43-
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21.05
IP Annealed glass is not acceptable. It is regular glass that may also be
known as flat or prttnary glass Also not acceptable ere plain float sheet
and patterned glass. These are easily cut and drilled
P)astic glazing is not considered glass so it is not subject to the safety glazing
requirements.
When safely glazing is required, all layers of a multi -layer assembly
(e.g, insulated glass) must be safety glared
Question:: When are freed glass panels considered immediately adjacent to doors
and therefore teed safety glazing?
Answer: Per the state statutes, this includes any panels that are within 2 feet of the door.
The statutes also cover any sidelights whether fixed or operating. Also, the
CPSC requires both panels ofa patio door to be safety glazed. whether they are
freed or operating.
Question: Are these requirements retroactive?
Answer: While the UDC only applies to one and two-family dwellings built since Jane 1.
1980. both the CPSC and state statutory requirements are retroactive to any
reglazing work done in all types and ages of structures.
Question: Now can i !denttfy safety glass?
Answer. It will normally have a permanent label in the corner.
Question: Can leaded stained glass be used where safety glass is required?
Answer: Yes, based on the state statutes and CPSC regulations, this would be acceptable.
Question: Does the UDC require safety glass in panels or wbidows that come down near
the floor but not next to adoor?
Answer:. No, although the Commercial Building Code, various model codes and good
design would require safety glass in such situations, the UDC does not.
Question: Is safety glass required in garage vehicle doors?
Answer: No. The safely glazing requirement is for doors that are primarily used for
hymen passage.
Question: Is safety glass required in skylights?
Answer: Not by the UDC or CPSC, although the Commercial Building Code and various
model codes require its use in skylights However, the 20 or 40 PSF snow load
requtrenzent of the UDC must be mat Similarly. the 200 pound loading
requirement must be met for guardrails and handrails with glass ireful sections.
Question: Does an exterior window in a bathroom need. to be safety glared if it is within the
area of a tub or shower?
4999- 21.44-
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City of Oshkosh
Division of Inspection Services
215 Church Avenue
PO Box 1130
OJHKOJH
Oshkosh 603 -1130
Office 920-236-5050
0 2- 236 -5-5050
ON THE WATER Fax 920 236 -5084
PLAN REVIEW
Project Address: 1130 SAWTELL Date Reviewed: 05/08/02
Submitted By: MANNY W/ ADVANCED HOME TECH.
Phone Number: 920 373 -8525 CELL;
920 -831 -1154 FAX
Plan Number: 000 Mailed Faxed Date: 05/09/02
Reviewed By: NICOLE KRAHN Phone: 920 236 -5036
Result of Plan Review:
['Conditionally Approved
Withheld Pending Approval of Additional Information
Not Approved, Plans Returned for Revisions
Conditions Noted on Plan Review
1) COMM 21.02 Provide engineering and connection details for the manufacturered sunroom
and/or provide WI material approval.
yo 2) COMM 21.02 Provide calculations for sizing the deck footings, include dead loads and live
loads.
/3) MUN 7 -8 Provide a scaled site plan detailing the distances to lotlines and existing structures
on this site.
4 NEC The name of the electrical contractor installing the electrical for the three seasons room
must be provided prior to the issuance of the building permit. Electrical is required to be
installed to meet all minimum requirements.
5) COMM 21.05 Safety glass must be provided for all doors and windows within 2' of the
doors. This must be noted on the plans. Provide a floor plan and front elevation drawing.
6) Provide information on how the roof panels will be connected to the house. Currently the
plans show the roof being attached to the fascia of the house and this does not comply with
building code requirements.
7) Provide information as to what will be provided for exits off the doors of the sunroom.
4111P) City Oshkosh
Division of Inspection Services
215 Church Avenue
PO Box 1130
OJHKOIH
Oshkosh 6 03 -1130
Office 920-236-5050
0 2-236 -5-5 050
ON THE WATER Fax 920 236 -5084
PLAN REVIEW
Project Address: 1130 SAWTELL Date Reviewed: 05/14/02
Submitted By: MANNY W/ ADVANCED HOME TECH.
Phone Number: 920 373 -8525 CELL;
920 831 -1154 FAX
Plan Number: 000 Mailed Faxed Date: 05/14/02
Reviewed By: NICOLE KRAHN Phone: 920 236 -5036
Result of Plan Review:
Conditionally Approved
Withheld Pending Approval of Additional Information
Not Approved, Plans Returned for Revisions
Conditions Noted on Plan Review
1) COMM 21.02 Provide calculations for sizing the deck footings, include dead loads and live
loads. The calculations submitted are not accurate.
2) COMM 21.05 Safety glass must be provided for all doors and windows within T of the
doors. This must be noted on the plans.
3) Provide information as to what will be provided for exits off the doors of the sunroom. A
minimum of 3'x3' platforms with frost protection will be required if there is more than 8" to
grade. Please note how far the joist will be above grade.
4) The Engineering report details that 3(2x10)'s are required for the deck beam. Only 2(2x10)'s
are noted as being installed on the plans submitted. How will the deck be attached at the house
wall?
City of Oshkosh
Inspection Services Division
P O Box 1130
Oshkosh, WI 54903 -1130 MAYO 7 (A
Phone: (920) 236 -5050
Fax: (920) 236 -5084 DEPARTMENT OF Of <OJH
Building;MMITAffileffilANT ON THE WATER
If you are a contractor participating in the Permit Fee Account System and have adequate funds, check here
if you want this processed through your account fl
JOB ADDRESS J)3 S Ak gal 0SFl ,w( cO°2
OWNER M A s 5401 )Ce„1 I
CONTRACTOR 40 nbvY` I Mg. et Li 1 1l4 6
I am the: Owner OR )(Contractor
E CATEGORY
Single Family ❑Duplex EMulti-Family ❑Rental ❑Commercial ❑Industrial
Work being done:
Addition Deck/Porch/Patio Driveway/Parking
External Remodeling Fence/Hedge/Kennel Garage/Utility Structure
Handicap Ramp Hot Tub /Spa Internal Remodeling
Sign/Canopy /Awning Stair/Handrail Stove/Fireplace
Swimming Pool Wrecking Permit
Other 12E
Additional information, such as plan submittal and approval, may be required before issuance. Fliers,
located in the hallway, may be referenced to note if any additional information is necessary.
Full description of work being done: I l�st�(A., /71 UM. i> uStod FFA ii
3 5E, 1i 17.00Nl 6 kj 6. I
1`7 1/4$1...t t', —t4�.
il Any work not included in this applica1
Value of the job i 4 V (Value for materials and labor is required to ensure consistency in accessing permit fees for all
applicants.)
PLEASE READ, SIGN, DATE:
I certify the above information is complete and accurate. Any deviations from the above submitted
information may require additional permits to be obtained. I ac owledge an gree to these terms.
Name:
N ∎hAlA2 Al
'leas- .rint)
470 Signature: /A I
riorto Date: d ifff 02i
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May 10,2002 PROPOSAL
Advanced Home Technologies
1125A Tuck -A -Way Lane
Menasha, WI 54952
Attn: Manny Johnson
831 -1154
RE: Mike and Sandy Kritz
1130 Sawtell
Oshkosh, WI
Dear Manny:
Encompass Electrical Technologies proposes to furnish material and labor necessary for the completion of
the following:
(3) Single pole switches
(3) Floor receptacles
(1) Wall receptacle
(1) Post light and connection within 5 feet of room
(1) Fan/light connection in wiremold
Permit
(1) Weather proof receptacle
$1,185.00
(1) 20A 120V basement receptacle within 10 feet of panel for table saw.
$135.00
We propose hereby to furnish material and labor, complete in accordance with above specifications, for the
sum of dollars
Payment to be made either by check/cash/MC/Visa day work is completed.
The above prices, specifications and conditions are satisfactory and are hereby accepted. You are
authorized to do the work as specified. Payment will be made as outlined above.
Signature of Acceptance: Date:
This proposal may be withdrawn by us if not accepted within 30 days.
If you have any questions, please feel free to contact me.
Sincerely,
ENCOMPASS ELECTRICAL TECHNOLOGIES MIDWEST, INC.
Randy Mader
Service Electrician
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DISCLAIMER A'
survey map is neither ane recorded map nor 1120 Sawtel l Court V
a survey and it t is s not intended t be used ed to be used as one.
This drawing is a compilation of records, data
and information located sources lf city, county Cit of Oshkosh Wisconsin
and state e offices and nd other sources affecting
the area shown and it is to be used for reference Community Development OJHKa�
purposes only. The City of Oshkosh is not re-
sponsible for any inaccuracies herein contained. 1 20' ON THE WATER
If discrepencies are found, please contact the
City of Oshkosh. Created by MLD 05/06/02
k t r i .,p T AIL f
a �tT 6 6 0 0 :QUA t o G E 0 g i r 4 g a c
.cy4 1 r t .ay y x °1! A ii.as- ltrnitulydRlTdocunreNl lt'ii lory
nx -r. u�& .....2rw,,� k.. .v. �7ro,�, ,j
I
I
I PANEL WALL HANGER ASSEMBLY P
OVERALL ROOF PANEL LENGTH
i
THERMAL BREAK 'H' O.A. ROOF PANEL LENGTH MINUS 2•
P/N 26033
RAIN GUTTER
1.015
I ROOF PANEL
6Z5
12• OVERHANG
Figure 16
BACK SEAL WING IF
SILICONE CAULKING
P/N 26078 2' X 7/16' 14 r
WOOD LAG SCREW (ATTACH
P/N 26072 LAG TO EVERY STUD ALONG
3/4' TEK SCREW ROOF HANGER BRACKET)
FLASHING
P/N 26025 BACK SEAL WITH /0
SIDE FASCIA SILICONE CAULKING
P/N 26033 P/N 26028
RAIN GUTTER ROOF HANGER BRACKET
ROOF HANGER
BAEK SEAL WITH
OR W /EAPPINGKING AND
3' FOAM FILLED ROOF PANEL
WITH .024' ALUMINUM SKIN INSULATION
I NOTEi HEADER SUPPORT MUST BE ANCHORED 2 X 4 STUD WALL
EVERY 18' ON CENTER WITH A 3/4' TEK SCREW 16' O.C.
BACK SEAL WITH .I,. 11. i ALONG THE LENGTH OF HEADER SUPPORT
SILICONE CAULKING J det
J P/N 26108 SIDING
HEADER SUPPORT ASSEMBLY
P/N 26039 NOTE ALL FASTENERS MUST BE 18' ON CENTER
WINDOW DOOR HERDER REGUAROLESS OF EXTRUSION PROFILE
Figure 17
Kritz Pier Calculations
Dead Live
Roof 30psf 10psf 09
Floor 40psf 10psf pi
Wall 10psf S1 9
Roof Load 40psf x (13'x13') 169sf 6760psf 2 3380psf
Floor Load 50psf x (11'x12') 132sf 6600psf 2 3300psf
Wall Load 10psf x (7'x12') 84sf 840psf 840psf
7520 3 2507 Ibs /pier
2507 Ibs; -1sf (12" pier) 2507Ibs /psf
Engineering Report Code Compliance for
Thental
Gard
pAno Q
TM
BUILDING PERMIT PACKAGE
Prepared by:
VAPCO Engineering
P.O. Box 327
Punxsutawney
Pennsylvania 15767
Revised June, 1998
CERTIFICATION BY PROFESSIONAL ENGINEER
To Whom It May Concern:
The Building Permit Package has been reviewed and approved by a registered professional
engineer in the state of PENNSYLVANIA.
I, Van G Plocus, a registered professional engineer have reviewed and approve the following
Engineering design manual in accordance with accepted engineering practices and design of
aluminum patio rooms.
O/ MAIM= O
0 PROFESSIONAL 4 i
64 t VAN G. PLOC'
ENGINEEe
Van G Plocus, P.E., ,o
No.25446 -E
!y \SYLv
Date: Date: June 16, 1998
Structural analysis was conducted in accordance with accepted practice of structural analysis
under the supervision and direction of a registered professional engineer and in strict adherence
to procedures and design specifications of the Aluminum design manual, published by The
Aluminum Association, October 1994, Washington D.C.
Please contact us if you have any questions about the engineering data contained in this design
manual.
t�a� u luo f, VAPCO ENGINEERING
P.O. BOX 327, PUNXSUTAWNEY
j DAVID T. PENNSYLVANIA -15767
SOBOTA I PHONE: 938 3700
A -0035 FAX :(814) 938 4700
GRAND RAPIDS
MI.
vp-
unHuttius 110
CARADON THERMAL-GARD PATIO ROOMS
Building Permit Package
This "Building Permit Package" includes information and drawings most often required to obtain
building permits for Caradon Thermal -Gard patio rooms either for a studio room or for an "A"
frame room.
This package may be copied as needed, to obtain building permits for applicable state municipal
and local building permit requirements. For further information, refer to the engineering manual
for Caradon Thermal -Gard patio rooms.
In this package you will find the following information:
1. Introduction to Caradon Thermal -Gard patio rooms
2. Certification from local building code administrators
3. Polystyrene panels conformance specifications
4. Studio room drawings
5. "A" frame room drawings
6. Fire test results
7. Structural connection details of various components
1. INTRODUCTION
1.1 BACKGROUND:
The patio room referenced in this package, to be known commercially as Caradon
Thermal -Gard patio rooms, are manufactured and sold by Caradon Thermal -Gard,
Punxsutawney, Pennsylvania. Various components used in these rooms are manufactured
for Caradon Thermal -Gard. Components have been examined and structural design
analysis has been conducted in accordance with accepted practices of a registered
professional engineer.
1.2a STUDIO ROOM:
The mono -pitch or studio roof system features a pitched roof with a minimum slope of
one inch per foot of projection. It is fastened to the existing structure by means of an
extruded aluminum alloy section.
Caradon Thermal -Gard rooms can be successfully installed in a variety of locations, as
shown below:
(i) Patio rooms can be designed to be built over an existing slab. (i.e.) room on
concrete slab
(ii) Patio rooms, designed to be built over an existing deck. (i.e.) room on deck
(iii) Patio rooms can be designed to be built over an existing balcony. (i.e.) room on
balcony
Please see Appendix A, which shows the schematic of the studio room
1. "A" FRAME:
The gable or "A" Frame roof construction features a structurally designed ridge beam of
extruded aluminum alloy. The application of an independently supported ridge beam
essentially eliminates all outward thrust at the eave level.
Caradon Thermal -Gard rooms can be successfully installed in a variety of locations, as
shown below:
(i) Patio rooms can be designed to be built over an existing slab. (i.e.) room on
concrete slab
(ii) Patio rooms, designed to be built over an existing deck. (i.e.) room on deck
(iii) Patio rooms, erected over an existing balcony. (i.e.) room on balcony
Please see Appendix B, which shows the schematic of the "A" frame room
1.3 STRUCTURAL PROPERTIES
Polystyrene panels with Aluminum skin of 0.024" thick were tested for load and deflection
performance in accordance with the American Society for Testing and Materials (ASTM)
method E72 80. Work was performed under the supervision of an independent
engineering laboratory.
1.4 FIRE RATINGS
Polystyrene panels with Aluminum skin 0.024" thick were tested for the fire resistance by
an independent testing laboratory. Based on the test results the panels are classified as
Type 5B construction materials.(Fire ratings have to be conducted over specific panels at
the construction site and should satisfy the requirements of buildings)
1.5 WARRANTY
By Caradon Thermal -Gard
The following tables figures have been reviewed and certified by a registered professional
engineer:
TABLE -1
Caradon Thermal Gard Aluminum Patio Rooms
Materials Used For Different Extrusions
SNo. Description Alloy Temper Drg. Ref.
1 Panel Hanger 6063 T6 26013
2 Offset "H" Channel 6063 T6 26014
3 Panel Cap 6063 T6 26016
4 "U" Channel 6063 T6 26017
5 Patio Support Bar 6063 T6 26018
6 Transom Strip 6063 T6 26019
7 Transom Sides 6063 T6 26020
8 Comer Post 6063 T6 26021
9 "H" Channel 6063 T6 26022
10 1 x 3 Rectangle 6063 T6 26023
11 3 x 3 Square tube 6063 T6 26024
12 Side Fascia 6063 T6 26025
13 Panel Angle 6063 T6 26026
14 Ridge Beam Flange 6063 T6 26027
15 Wall Hanger 6063 T6 26028
16 Front Fascia Rain Gutter 6063 T6 26033
17 Post Mounting Shoe 6063 T6 26034
18 1" Door Floor Channel 6063 T6 26038
19 Header Frame 6063 T6 26039
20 Sill Frame 6063 T6 26040
21 Jamb Frame 6063 T6 26041
22 Vertical Sash Rail 6063 T6 26042
23 Interlock Sash 6063 T6 26043
24 Horizontal Sash Rail 6063 T6 26044
25 Vertical Screen Rail 6063 T6 26045
26 Horizontal Screen Rail 6063 T6 26046
27 2" Door Floor Channel 6063 T6 26047
28 Thermal -Gard Roof Header Support 6005 T6 26029
29 Thermal -Gard Roof Header Support 6005 T6 26030
30 Roof Panel Support 6005 T6 26031
31 Thermal -Gard Roof Header Support 6005 T6 26032
32 Window/Door Mullion 6005 T6 26037
33 "A" Frame Ridge Beam 6005 T6 26048
34 Ridge Beam Hanger Bracket 6005 T6 26057
35 Wall Expander 6063 T5 26015
36 Splicer Ridge Beam 6063 T5 26035
TABLE -2
CONFORMANCE SPECIFICATIONS FOR
3" THICK POLYSTYRENE PANELS WITH THERMALLY BROKEN "H" CHANNELS
Physical Properties of 3" Thick Polystyrene Panels and Attaching Extrusions
�vmponeirt Materrai �i<zelP S t r eng t h
FACING 1. ASTM 3003 H194 WIDTH 37.2 0.02 1. ULTIMATE TENSILE STRENGTH 27000 33000 PSI
2. ASTM 3004 H374 THICKNESS 0.024" y 0.01" 2. ULTIMATE TENSILE STRENGTH 35000 41000 PSI
3. ASTM 3105 H194 DENSITY 168 3 PCF 3. ULTIMATE TENSILE STRENGTH 32000 38000 PSI
ALUMINUM ALLOY COEF. TH. EXP. 0.000013 ELONGATION 1% TO 3%
CORE EXPANDED WIDTH 35.2 t 0.02" COMPRESSIVE STRENGTH (10% DEFOR.) 15 -21 PSI
POLYSTYRENE THICKNESS 2.95" t 0.01" FLEXURAL STRENGTH 40-50 PSI
TYPE 1T DENSITY 1.5 t 0.1 PCF TENSILE STRENGTH 18-22 PSI
COEF. TH. EXP. 0.000035 SHEAR STRENGTH 26 -32 PSI
ADSORPTION 3% SHEAR MODULUS 460 -500 PSI
MODULUS OF ELASTICITY 320 -360 PSI
ADHESIVE MOISTURE CURING DENSITY 68.5 PCF BOND STRENGTH (AL -EPS 1.5 PCF) 20 -33 PSI
ONE -PART, 100% SOLIDS
NON VOLATILE, TYPE If
URETHANE ADHESIVE
XTRUSIONS ASTM 6063 T6 Panel Hanger ULTIMATE TENSILE STRENGTH 30,000 PSI
Offset "H" Channel TENSILE YIELD STRENGTH 25,000 PSl
Panel Cap COMPRESSIVE YIELD STRENGTH 25,000 PSI
"U" Channel ULTIMATE SHEAR STRENGTH 19,000 PSI
Patio Support Bar SHEAR YIELD STRENGTH 14,000 PSI
Transom Strip ULTIMATE BEARING STRENGTH 63,000 PSI
Transom Sides BEARING YIELD STRENGTH 40,000 PSI
Comer Post MODULUS OF ELASTICITY 10,100,000 PSI
"H" Channel
1 x 3 Rectangle
3 x 3 Square Tube
Side Fascia
Panel Angle
Ridge Beam Flange
Wall Hanger
Front Fascia Rain Gutter
Post Mounting Shoe
1" Door Floor Channel
Header Frame
Sill Frame
Jamb Frame
Vertical Sash Rail
Interlock Sash
Horizontal Sash Rail
Vertical Screen Rail
Horizontal Screen Rail
2" Door Floor Channel
PANEL POLYSTYRENE WIDTH 35.9" f 0.1" STRENGTH CHARACTERISTICS TABULATED ABOVE
SANDWICH PANEL THICKNESS 3.0" 0.01" ADOPTED FROM CERTIFICATION BY PROFESSIONAL
WITH "H" CHANNELS R.FACTOR 14 ENGINEER CONFIRMING TO ASTM, SECTION E 72
TABLE 3
CONFORMANCE SPECIFICATIONS FOR
3" THICK POLYSTYRENE PANELS WITH THERMALLY BROKEN "11" CHANNELS
Transverse Load Table For 3" Thick Polystyrene Panels With "H" Stiffeners
JO ft 12 ft 14 ft 116 ft 18 ft 20 ft
ULT TRANSVERSE LOADS/FACTOR OF SAFETY
1. ROOF LOAD AT ULTIMATE TRANSVERSE LOAD 1.0 158 119 S8 53 7 16.1
2 ROOF LOAD AT ULTIMATE TRANSVERSE LOAD 2.0 79 60 44 31 21 14
3. ROOF LOAD AT ULTIMATE TRANSVERSE LOAD 2.5 24 15 8
4. ROOF LOAD AT ULTIMATE TRANSVERSE LOAD 3.0 29 20 13 8
DEFLECTION LOADS
ROOF LOAD AT PANEL DEFLECTION OF SPAN /60 3 0
ROOF LOAD AT PANEL DEFLECTION OF SPAN 120 104001:::ii4:611 31 20 16 11
ROOF LOAD AT PANEL DEFLECTION OF SPAN /180 31 21 14 10 7
Note:
a. Represents allowable roof.loads for different spans.
b. Represents allowable deflection loads for different spans.
TABLE 4
Allowable Stresses For Different Extrusions
Physical Properties Of 3" Thick Polystyrene Panels And AttachinE extrusions
::AiS rusion i :.E :.Tension.: »:.:Cornpkesston shear >»::Bearin
>::i::> >.<i:ii:i::i i::,;i: ::i::i, ltiliia e
e: ii is i<::iiii:.; 11.tunat <:Fliuza�te:::., o ressz C3 te:;::.:,
d: >i;i:,::- s :i n
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ii. cl
r....:.
xe1 zcssa ire
tz�n
v.:�::;•:;. }ter:. �:::::::.:Y: •i!••iiii::,: F ..::;:i, •y
,:i ?::v::: ::irii:.:i� }i I :,ait %$::'F.•:::.i::::i::::: 3:•i:;f.�i: i'::':i .6
6063 T6 30 ksi 25 ksi 25 ksi 19 ksi 14 ksi 63 ksi 40 ksi
6063 T5 22 ksi 16 ksi 16 ksi 13 ksi 9 ksi 46 ksi 26 ksi
6005 T5 38 ksi 35 ksi 35 ksi 24 ksi 20 ksi 80 ksi 56 ksi
6005 T6 38 ksi 35 ksi 35 ksi 24 ksi 20 ksi 80 ksi 56 ksi
Note:
Allowable stresses are from Aluminum design manual, October 1994
Allowable stresses for alloy 6005 -T6: same as for 6005 T5
TABLE -4A
ALLOWABLE STRESSES DETERMINATION FOR DiF ERENT EXTRUSIONS
(Providing the factor of safety's as per Table 3.4-1 of Aluminum Design Manual)
Aluminum 6005 -T5 6005 -T6 6063 -T5 6063 -T6
alloy
Stresses Actual 1 Allowable Actual I Allowable Actual 1 Allowable Actual 1 Allowable
(ksi) (ksi) (ksi) (ksi)
Tension
Ftu 38.00 19.49 38.00 19.49 22.00 11.28 30.00 15.38
Pty 35.00 21.21 35.00 21.21 16.00 9.70 25.00 15.15
Compression
Fcy 35.00 21.21 35.00 21.21 16.00 9.70 25.00 15.15
Shear
Fsu 24.00 12.31 24.00 12.31 13.00 6.67 19.00 9.74
Fsy 20.00 12.12 20.00 12.12 9.00 5.45 14.00 8.48
Bearing
Fbu 80.00 34.19 80.00 34.19 46.00 19.66 63.00 26.92
Fby 56.00 33.94 56.00 33.94 26.00 15.76 40.00 24.24
Note:
Ftu: Tensile ultimate strength
Fty: Tensile yield strength
TABLE 5 (Revised)
Summary of factor of safety's for the 3 inch Aluminum Structural Beam
with panel installed
Aluminum Alloy 6005 T6
Span Panel Max. Moment FOS Max. Shear FOS
Size
Class "A" Class "B" Class "A" Class "B" Class "A" Class "B" Class "A" Class "B"
ft. lb. ft. lb. ft. lb. ft. Ib.
10 3'x11' 1200 1575 '77.5 ;S87 480 630 16.64 12.68
11 3'x12' 1452 1906 1 ,6 7" 1 4 4= 8 5 528 693 15.13 11.53
12 3'x13' 1728 2268 :35 7 7 �e 576 756 13.87 10.57
13 3'x14' 2028 2662 4.56 I y 348 624 819 12.80 9.75
14 3'x15' 2352 3087 ;3.00 'f 672 882 11.89 9.06
15 3'x16' 2700 3544 i4 4 1 417 E 720 945 11.09 8.45
16 3'x17' 3072 4032 1 2.29 768 1008 10.40 7.92
18 3'x19' 3888 5103 2.38 1.81 864 1134 9.25 7.04
20 3'x21' 4800 6300 1.93 1.47 960 1260 8.32 6.34
Note:
Class "A Loading used in analysis is 32 PSF
Class "B" Loading used in analysis is 42 PSF
1 Meets minimum factor of safety (fos) of 23
Ref: Table 3.3 -1: Allowable stresses for 6005 -T6 Alloy, taken the same as for alloy 6005 T5
References:
1 Aluminum Design Manual published by "The Aluminum Association", 1994
900, 19th Street, N.W., Washington, D.C. 20006
2 Behavior Design of Aluminum Structures by Maurice L.Sharp
3 Steel Buildings, Analysis Design by Stanley W Crawley
Revised considering "I" beam independently. (June, 98)
TABLE 5A(Revised)
Summary of factor of safety's for the 3 inch Aluminum Structural Beam
with panel installed
(Aluminum alloy 6005 -T6
Max. Max.
Span Panel Size Moment FOS Shear FOS
Class "C" Class "C"
ft. lb. Class "C" ft lb. Class "C"
10 3'x11' 1950
t. 780 p .4
11 3'x12' 2360 5, 858 l<z 3
12 3'x13' 2808 Witt 936 'e
13 3'x14' 32 96 i a 1014 s
14 3'x15' 3822 2.42 1092 7.31
15 NA NA NA NA NA
16 NA NA NA NA NA
18 NA NA NA NA NA
20 NA NA NA NA NA
Note:
Class "C Loading used in analysis is 52 PSF
Meets minimum factor of safety (fos) of 2.5
Ref: Table 3.3 -1: Allowable stresses for 6005 -T6 Alloy, taken the same as for alloy 6005 T5
References:
1 Aluminum Design Manual published by "The Aluminum Association 1994
900, 19th Street, N.W., Washington, D.C. 20006
2 Behavior Design of Aluminum Structures by Maurice L.Sharp
3 Steel Buildings, Analysis Design by Stanley W Crawley
Revised considering "I" beam independently. (June, 98)
TABLE 6
Manufacturers Performance Data
Performance Data TEK SELF DRILLING FASTENERS
PULLOUT VALUES (average pounds ultimate)
Fastener 11 Steel gauge
Dia. Pt. 26 24 1 22 1 20 18 16 14
#6 2 120 183 248 296 471 679 847
#8 2 119 193 265 298 491 703 959
#10 2 131 214 272 368 547 784 1033
SHEET GAUGES
Gauge No. 11 18 1 20 1 21 1 22 1 23 1 24 1 25 1 26
Alum.
Decimal
Equiv. 0.040" 0.032" 0.028" 0.025" 0.023" 0.02" 0.018" 0.018"
Steel
Decimal
Equiv. 0.048" 0.036" 0.034" 0.030" 0.027" 0.024" 0.021" 0.018"
FASTENER VALUES
Fastener Tensile
(dia tpi) (lbs. min.) Shear (avg. lbs. ult.) Torque (min.in.lbs.)
6 to 20 1285 750 25
8 to 18 1545 1000 42
10 to 16 1936 1400 61
SHEAR VALUES (Average lbs. ultimate)
Fastener f Steel Gauge (lapped)
Diameter Pt. 26/26 24/24 22/22 20/20 18/18
#6 2 278 466 526 758 845
48 2 294 496 560 740 1060
#10 2 312 478 589 830 1206
The values listed above, provided by the fastener manufacturer, are ultimate averages
achieved under laboratory conditions.
Installation Guidelines
1) Spacing between fasteners shall always exceed 0.5 inches.
2) Clearance between fasteners and edge of sheet or shape shall always exceed
0.5 inches.
3) Use of standard screwgun with a depth sensitive nosepiece to install Teks.
for optimal fastener performance, the screwgun should be a minimum of 4 amps
and have a RPM range of 0 -2000.
4) Adjust the screwgun nosepiece to properly seat the fastener.
5) Set new magnetic sockets correctly before use. Remove chip buildup as needed.
6) The fastener is fully seated when the head is flush with the work surface.
7) Overdriving may result in torsional failure of the fastener or stripout of the substrata
8) The fastener must penetrate beyond the metal structure a minimum of 3 pitches of
thread.
NOTES:
1) For calculation purposes assume:
Allowable pull out strength of 8 -18 T2 in 0.024" aluminum sheet 70 lb.
Silicone bonding transfers 25% of connection load.
Allowable shear strength of 8 -18 T2 in 0.024" aluminum sheets 170 Ib.
TABLE 7
Material Specifications for 3" Polystyrene Panels with PVC Cleats
(Without "H" Channels)
Span Panel
Width Load Moment Stress FOS
(ft) (ft) (psf) (w *l ^2/8) (M/I *y)
8 4 22.00 176 4224 :.39
10 4 22.00 275 6600 4:09
12 4 22.00 396 9504 '2:84
14 4 22.00 539 12936 2.09
16 4 22.00 704 16896 1.60
18 4 22.00 891 21384 1.26
20 4 22.00 1100 26400 1.02
8 4 32.00 256 6144 ,4.39
10 4 32.00 400 9600 v; 181.
12 4 32.00 576 13824 1.95
14 4 32.00 784 18816 1.43
16 4 32.00 1024 24576 1.10
18 4 32.00 1296 31104 0.87
20 4 32.00 1600 38400 0.70
8 4 42.00 336 8064 1'< °:':3:33
10 4 42.00 525 12600 2.14
12 4 42.00 756 18144 1.49
14 4 42.00 1029 24696 1.09
16 4 42.00 1344 32256 0.84
18 4 42.00 1701 40824 0.66
20 4 42.00 2100 50400 0.54
8 3 22.00 176 5632 8.52
10 3 22.00 275 8800 ,c545.:;;
12 3 22.00 396 12672 3:79'
14 3 22.00 539 17248 `2`78
16 3 22.00 704 22528 2.13
18 3 22.00 891 28512 1.68
20 3 22.00 1100 35200 1.36
8 3 32.00 256 8192 4 586fi
10 3 32.00 400 12800 3.75%
12 3 32.00 576 18432 :2:60;
14 3 32.00 784 25088 1.91
16 3 32.00 1024 32768 1.46
18 3 32.00 1296 41472 1.16
20 3 32.00 1600 51200 0.94
8 3 42.00 336 10752 4:46
10 3 42.00 525 16800 '2.86
12 3 42.00 756 24192 1.98
14 3 42.00 1029 32928 1.46
16 3 42.00 1344 43008 1.12
18 3 42.00 1701 54432 0.88
20 3 42.00 2100 67200 0.71
I Shows allowable factor of safety for different loadings /spans
TABLE 8
Summary of Factor of Safety for 3" thick Panels
Sandwiched between Aluminum Skin 0.024" Thick
And Polystyrene Core
Span Panel Widths Loading Rates
With 4' Width of Panel With 3' Width of Panel
22 psf 32 psf 42 psf 22 psf 32 psf 42 psf
8 feet '6A 4A, 33 18 n 5 9 4:5 2:
10 feet 4.2`, 2./3 2.1 .5 5:8 2.9
12 feet 2 2.0 1.5 38 a 26 2.0
14 feet 2.1 1.4 1.1 8 1.9 1.5
16 feet 1.6 1.1 0.8 2.1 1.5 1.1
18 feet 1.3 0.9 0.7 1.7 1.2 0.9
20 feet 1.0 0.7 0.5 1.4 0.9 0.7
Note:
1Factor of Safety greater than 15 is recommended
Reference: Allowable Stresses for 6005 -T5 Alloy
References:
Aluminum Design Manual published by "The Aluminum Association, 1994"
900, 19th Street, N.W., Washington D.C. 20006
Behavior and Design of Aluminum Structures by Maurice L. Sharp
Steel Buildings, Analysis and Design by Stanley W Crawley
C:INEWQPITHERLAT. W82.23- Apr -97
Notes for Studio room
1) Structural members shall comprise 6063 -T6 Aluminum extrusions
2) Roof panels shall consist of 3" polystyrene panels
3) Maximum height over doors shall not exceed 87"
4) Maximum roof panel spans are based upon the lessor of the
ultimate load/2.5 or load at span/120
5) All structures shall be installed according to panel supplier
recommendations.
6) Loadings:
6a) Class A:
Roof loadings:
Snow load 30 PSF
Dead load 2 PSF
Total load 32 PSF
6b) Class B:
Roof loadings:
Snow load 40 PSF
Dead Load 2 PSF
Total load 42 PSF
Two cases for Loading were considered:
Class A: 32 PSF
Class B: 42 PSF
6c) Other Loading Classes:
A study on high intensity loading rates at 52 psf and low loading rate of
22 psf is also carried out and the results were summarized in Tables 5A and 8.
A typical suggested load design map is enclosed.
7) Soil bearing capacity:
Footings should rest on soil having a minimum
Bearing capacity of 2000 psf.
8) Footings:
Footings shall be located below the frost line.
Concrete is to have a minimum compressive strength
of 3000 psi at 28 days.
1 APPENDIX A
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Notes for "A" Frame room
1) Structural members shall comprise 6063 -T6 Aluminum extrusions
2) Roof panels shall consist of 3" polystyrene panels
3) Maximum height over doors shall not exceed 87"
4) Maximum roof panel spans are based upon the lessor of the
ultimate load/2.5 or load at span/120
5) All structures shall be installed according to panel supplier
recommendations.
6) Loadings:
6a) Class A:
Roof loadings:
Snow load 30 PSF
Dead load 2 PSF
Total load 32 PSF
6b) Class B:
Roof loadings:
Snow load 40 PSF
Dead Load 2 PSF
Total load 42 PSF
Two cases for Loading were considered:
Class A: 32 PSF
Class B: 42 PSF
6c) Other Loading Classes:
A study on high intensity loading rates at 52 psf and low loading rate of
22 psf is also carried out and the results were summarized in Tables 5A and 8.
A typical suggested load design map is enclosed.
7) Soil bearing capacity:
Footings should rest on soil having a minimum
Bearing capacity of 2000 psf.
8) Footings:
Footings shall be located below the frost line.
Concrete is to have a minimum compressive strength
of 3000 psi at 28 days.
APPENDIX B
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A -FRAME ROOM CROSS SECTION
P.EFERENCE.• Drtailcd Drawings (2) Shcr t
ff.- E N G I N E E R I N G
P.O. box 327 Fustnawney. PA 15767 -t132?
nx Route 119 and 21D tnterse:dion
I (B14) 936-3700
FAX (814) 436 -L7pp
Factors Affecting the Design of Aluminum Patio Rooms
Properties of Different Components
A. Aluminum Skin Facing
Width 37.2 inch
Thickness 0.024 inch
Density 168 pcf
Ultimate Tensile Strength 27000 to 33000 psi
Elongation 1% to 3%
B. Polystyrene Panels Core (Expanded Polystyrene Type II
Width 35.4 inch
Thickness 2.95 inch
Density 15 pcf
Compressive Strength 15 to 21 psi
Flexural Strength 40 to 50 psi
Tensile Strength 18 to 22 psi
Shear Strength 26 to 32 psi
Shear Modules 460 to 500 psi
Modules of Elasticity 320 to 360 psi
C. Adhesive
Density 68.5 pcf
Bond Strength 20 to 33 psi
D. Extrusions(ASTM 6063 T6)
Thermal Break "H" Range Ultimate Tensile Strength 30000 psi
"A" Frame support Tensile Yield Strength 25000 psi
H,U,C,F Channels Compressive yield Strength 25000 psi
Corner Post Ultimate Shear Strength 19000 psi
Shear Yield Strength 14000 psi
Ultimate Bearing Strength 63000 psi
Bearing Yield Strength 40000 psi
Modulus of Elasticity 10100000 psi
E. Panel (Polystyrene Sandwich Panel with "H" Channels)
Load Description Roof Loads(psf) FOR PANEL SPANS
ULT, Transverse Loads/Factor of Safety 10 ft 12 ft 14 ft 16 ft
1. Roof Load at Ultimate Transverse Load/1.0 158 119 88 65
2. Roof Load at Ultimate Transverse Load/2.0 79 60 44 31
3. Roof Load at Ultimate Transverse Load/2.5 83 48 35 21
4. Roof Load at Ultimate Transverse Load/3.0 53 40 29 12
Deflection Loads
5. Roof Load at Panel Deflection of Span/60 144 92 61 40
6. Roof Load at Panel Deflection of Span/120 72 46 31 20
7. Roof Load at Panel Deflection of Span/180 48 31 21 13
Loadings for the "H" Channels and Panels
Class "A" Class "B" Class "C"
Snow Load 30 psf 40 psf 50 psf
Dead Load 2 psf 2 psf 2 psf
Total 32 psf 42 psf 52 psf
Loadings are as per BOCA 1993
Name of the State Suggested Live Load from
Design Map
Pounds Per Souare Foot
10 I 20 130/ 40
1 !Alabama AL X I I
2 (Alaska AK I I
3 (Arizona AZ X X X
4 Arkansas AR X
5 I Califomia CA X X X
6 'Colorado CO X I X
7 'Connecticut CT X
8 Delaware DE X
9 District of Columbia DC X
10 Florida FL X I
11 Georgia GA X
12 Hawaii HI f
13 Idaho ID X X
14 Illinois IL X
15 IndianaPolis 1 IN X
16 Iowa IA X 1 X
17 Kansas KS X X
18 Kentucky KY X X
19 I Louisiana LA X
20 I Maine ME X
21 'Maryland 1 MD X X
22 I Massachusetts 1 MA X
23 I Michigan MI 1 X
24 I Minnesota MN l X
25 Mississippi MS X 1
26 Missouri MO i X 1 X
27 I Montana MT X
28 Nebraska NE X X
29 Neveda NV X X X
30 I New Hamoshire NH I X
31 I New Jersey NJ X X
32 I New Mexico NM X X X
33 I New York NY I X
34 North Carolina NC X X
35 North Dakota ND X
36 Ohio OH X
37 IOkiahoma OK X X
38 IOreaon OR X X X
39 Pennsylvania PA X I X
40 Rhode Island RI I X
41 I South Carolina SC X
42 !South Dakota SD X 1 X
43 Tennessess I TN X I
44 I Texas l TX X I X I
45 !Utah l UT I X I X
46 I Vermont VT I X
47 Virginia I VA X I X
48 Washinaton WA X I X X
49 'West Vi •inia WV X I X
50 Wisconsin I WI II I X
51 IWvoming WY I X
Source: Suggested Load Design Map trwn Span Metals Corporation