HomeMy WebLinkAboutMiscellaneous Plans 2005-4-4
CITY OF SPRINGFIELD
Development Services Department
Building Safety Division
Residential Plan Review
JOB ADDRESS: 936 Old Orchard
CITY JOB#:C200501195
OWNER: Friedhelm Gerlach
PHONE: 746-6036
CONTRACTOR: No-Look Con st.
PHONE: 912-1539
Items listed below (if any) and those marked in red directly on the approved permit
documents are incorporated into this project in addition to any requirements appearing on
the construction plans and the City standard document entitled "Single Family and Duplex.
Construction Most Commonly Missed Items". A corresponding number is marked on your
plans for any items listed below where applicable.
All references are to the 2000 Oregon State One and Two Family Dwelling Specialty Code,
(1998 International One and Two Family Dwelling Code as amended by the State of
Oregon unless noted otherwise. A copy of this code may be obtained from the Building
Tech Bookstore, Inc., 8020 S.W. Cirrus Dr. Beaverton, Oregon 974008-5986
Your signature on the Building Permit is an agreement that all items will be installed or
corrected, and that all work on this project will comply with applicable codes.
ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS,
SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO BE A
PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING
SAFETY CODES OR OF ANY OTHER ORDINANCE OF THE CITY OF
SPRINGFIELD.
PLANS REVIEWED BY:
_Bob Barnhart_PHONE:_726-4652
NO PLAN REVIEW COMMENTS
PROfrsSl()NAl
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TABLE OF CONTENTS
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09/30/0'5
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OK 19<405
10/31/05
WI 458811 IO/31/OS
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CA 5310712(31/05
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Nt 917412/31/05
INt (-11328 12/31/OS
IOH (-64661 12/31/05
lOR 16232F'E12/31/OS
1 Wf 8977 12/31/05
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30066 ro/31/08
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SHEET
NUMBER
G-1
G-2
E30-1
E30-2
E30-3
E30-4
E30-5
E30-6
E30-7
E30-8
3" DX ENCLOSURE SYSTEM
SHEET
T!TLE
COVER SHEET
GENERAL NOTES
ENCLOSURE -PLANS
ENCLOSURE-SECTIONS AND DETAILS
ENCLOSURE -DETAILS
ENCLOSURE-TABLES I
ENCLOSURE -TABLES II
ENCLOSURE - TABLES III
ENCLOSURE - TABLES IV
ENCLOSURE-COMPONENTS
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EXAMPLE OF SECTION CUT
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GENERAL NOTES AND SPECIFICATIONS
I DESIGN CODE & LOAD~
THE STRUCTURES INCLUDED WITHIN THE SCOPE OF THeSE DRAWINGS HAVE
BEEN DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS OF THE 1997
UNIFORM BUILDING CODe (UBe), 2003lNTERNATrONAL BUILDING CODE (IBC),
2003 INTERNATIONAL RESIDENTIAL CODE (IRe) AND THE 2001 FLORIDA
BUILDING CODE (FBe).
2. THE STRUCTURES INCLUDED WITHIN THE SCOPE OF THESE DRAwtNGS ARE
INTENDED.FORRECREATlONAUOUTDOOR USE-AND ARE CONSIDERED NON.
HABITABLE STRUCTURES.
"
3. THE OPEN AREA OF THE lARGER WALL AND ONE ADDITIONAL WALL SHALL BE
65% OR MORE OF THE AREA BELOW 6'-8- MEASURED FROM THE GROUND.
OPENINGS SHALl BE PERMITrED TO BE ENCLOSED IN ACCORDANCE WITH THE
~PENDIX CHAPTER FOR .PATlO COVERS. OF THE GOVERNING CODE.
4. SEe NOTES UNDER ITEM V FOR ADDITlONAL INFORMATION REGARDING
WINDOWS.
II MATERIALS
1. AL.UMINUM FOR COMPONENTS SHALL BE AS SHOWN ON THE ALLOY AND TEMPER
6005.T5, (UON).
2. ALUMINUM SHALL. BE PAINTED IN ACCORDANCE WITH THE REQUIREMENTS SET
FORTH IN PART I.A, SECTION 6.6 OF THE ALUMINUM DESIGN MANUAL. (2000).
3. SHEET METAL SCREWS (SMS) SHALL BE TYPE AB SCREWS.
4. SHEET METAL SCREWS SHALL CONFORM TO THE REQUIREMENTS SET FORTH IN
PART i-A OF THE LATEST ALUMINUM DESIGN MANUAL FOR TAPPING SCREW
CONNECTIONS.
5. EXPANSION ANCHORS SHALL BE HILTI 318" -KWiK BOLT W OR APPROVED EOUAL.
ANCHORS SHAL.L. BE AS DESCRIBED BY AND INSTAL.L.ED PER ICC-ES REPORT #4627.
6. WHERE ATTACHMENT TO EXISTING STRUCTURE OCCURS, THE WOOD OF THE
EXiSTING STRUCTURE SHALL HAVE A MINIMUM SPECIFIC GRAVITY OF 0.49, SUCH
AS OF.
7. WHERE SCREWS ARE INSTALLED INTO WOOD FRAMING, THE CONTRACTOR SHALL.
VERIFY, THROUGH NON-DESTRUCTIVE MEANS, THAT EACH SCREW HAS A MINIMUM
OF 112" SIDE COVER ON ALL SIDES OF THE SCREW.
8. ALL WOOD SHOWN WITHIN THESE DRAWINGS SHALL HAVE A SPECIFIC GRAVITY OF
0.49 OR GREATER.
9. AL.L. NAIL.S AND WOOD SCREWS SHALL HAVE THE FOL.LOWING MINIMUM YIELD
STRENGTH:
a, 8" F",,::: 100,000 psi
b, ,,' FA::: 80,000 psi
,. 14' F",,::: 70,000 psi
d. 16' Frb::: 70,000 psi
., 18' F",,::: 60,000 psi
f, 20" F",,::: 60,000 psi
10. FASTENERS USED FOR ATTACHING TO PRESSURE TREATED LUMBER SHALL BE
. STAiNLESS STEEL. .
11. UNLESS OTHERWISE NOTED, ALL STEEL. IN CONTACT WITH PRESSURE TREATED
LUMBER SHALL HAVE A G185 GALVANIZED COATING.
UI ROOF SYSTEM
1. ROOF COVERS USED IN CONJUNCTION WI THIS ENCLOSURE PACKAGE SHALL BE
SUITABLE FOR THE PROPOSED APPLICATION. ROOF COVER SYSTEM SHAll BE
DEFINED WITHIN A VALID ICC-ES EVALUATION REPORT OR wtTHIN AN
ENGINEERING PACKAGE SIGNED BY A P.E. LICENCED IN THE LOCAL JURISDICTION.
A COPY OF SAID REPORT OR ENGINEERING PACKAGE SHALl BE SUBMITTED TO
THE BUILDING OFFICIAL@THETIMEOFPERMITAPPLlCATION.
IV WALL SYSTEMS
1. WAlLS OF THE ENCLOSURE SYSTEM SHAll BE AS DEFINED WI IN THIS DRAWING
PACKAGE.
V WINDOWS
1. ALL GLAZING SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 24 OF THE
CODE.
2_ WHERE APPROVED BY THE BUILDING OFFICIAL, IN LIEU OF MATERIALS USED FOR
OPEN AREAS AS DEFINED IN GENERAL NOTE 1_3. WINDOWS AND DOORS MAY BE
AAM.A APPROVED WITH A RATING CONSISTENT WITH THE REQUIRED DESIGN WIND
PRESSURE.
ABF.lRFVlATlONS fDN FOUNDATION SHT SHEET
. DIAMETER fiG FooTlNG SI" SIMIlAR
S"S SHffi METAl SCREWS
>B ANCHOR BOLT GA GAGE SP SPACE (s. ED)
ADDL AOOmONAl GALV GAlVANIZED SPEC SPECIFlCATION. SPECIFlED
"-U" AlUMINUM SO SQUARE
ANCH ANCHOR HGT HEIGHT SST STAlNlfSS S1ITL
APPRDX APPRQXIIMIT(LV) STAG 'STAGGERED
INFo- INFORMATION SID STANDARD
BAt BALANCE STIF STIFFENER
BLOG BUILDING "FR w""lUFACTURER src S1ITL
B" BEAM "IN MINIUUU STRUC STRUCTURE (S, URAL)
B.D. BOTTOY OF SYM SYMMETRICAl
BOT BOTTOM NA NOT AlLOWED
NR . .NOT REOUIRED T&a TOP AND BOTTOIil
CIC CENTER TO CENTER N1S .'-NOT TO SCALE THO THREADED
CL CENTERUNE THK THICK (NESS)
CDL COLUMN DC ON CENTER T,D, TOP QF
CONC CONCRETE DO ..:OlJTSlDE DIA lYP lYPlGAL
DH " OVER~G
CONT CONTINUOUS QPNG(S) DPENING(S) UON UNlESS OTHERWISE
crn CENTER (ED) opp OPPOSITE NOTED
OPT QP"ON ("-)
OET DETAIL VERT VERTlGAL
OF OOUG FlR PL PLAIT
PRQJ PROJECTION WI WITH
WIO WITHOUT
ws WOOD SCREW
DWG(S) DRAWlNG(S) RAO RADIUS WT W8GHT
REF REFERENCE (, REFER
EA EACH RElNF R8NFORCE 0, ING)
EMBED EMBEDMENT
EQ EQU,,- (LV) REQD REQUIRED
ES EACH SIDE REV REVISION
EXP EXPANSION
EXST EXISTING
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SEE GENERAL NOTES I STANDARD
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AREA. (lYP) - .MUWON SPACING.
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1. SEE LRP DRAWINGS FOR ROOF PlANS.
2. SEE lRP DRAWINGS FOR PANEl ORIENTATION ON GABLE
ROOF OPTION.
3.' KNEE WAll MAY BE EITHER APPROVED GlASS OR
APPROVED LAMINATED SANDWICH PANEL .
4. OVERHANG SI-W..L BE UMITED TO 12- AT NON-BEARING
WALlS AND 2' -0" AT BEARING WAllS.
5. BEARING WALL AT ROOMS WITH GABLE BEALl.
NON-BEARING WAll AT ROOMS WITHOUT RIDGE BEAM.
6. NON-BEARING WAlL AT ROOM WITH GABLE BEAM.
BEARING WAlL AT ROOMS WlTHOlJT RIDGE BEAU
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I
I EXPIRATION DAtE: IR :n 1J!j
STEP I - DEFINE DESIGN PARAMETER~
A, CONTACT LOCAL JURISDICTION FOR ALL PARAMETERS
B, DEFINE GOVERNING DESIGN CODE - SELeCT ONE
1, UNIFORM BUILDING CODE (UBC)
2, INTERNATIONAL BUILDING CODE (IBC)
3, INTERNATIONAL RESIDENTIAL CODE (IRC)
4, FLORIDA BUILDING CODE (FBC)
5, OTHER_
C, DEFINE BASIC WIND'SPEED' (MPH) - SELECT ONE
GOVERNING I
JURISDICTION BASIC WIND SPEED (MPH)
UBC I 70 75' 80 I gO 100 110 120 130
'-.IBC..IRC,:& I gO' 01001'1'110 120 130 140 150
FBC 85 ..;,:J ,
1, IBC, IRC & FBC WIND SPEEDS ARE FOR 3-SEC GUST SPEED
2, UBC WIND SPEEDS ARE FOR FASTEST MILE SPEED
0, DEFINE .BASIC. DESIGN ROOF LOAD
1. PATIO LIVE LOAD - SELECT ONE
a. 10 PSF
b, 20 PSF
2, ROOF SNOW LOAD - SELECT ONE
a, 0 PSF
b, 10 PSF
c, 20 PSF
Cd::'30:~'
e, 40 PSF
f, 50 PSF
g, 55 PSF
E, DEFINE EXPOSURE CATEGORY - SELECT ONE
'-1,-EXEOSURE:S'
2, EXPOSURE C
3, EXPOSURE 0
NOTE, NOT REQUIRED FOR UBC JURISDICTIONS
fiTEP II - DETERMIN':' "APPIJ~I)" LOADS
A.
B,
STEP 111- DETERMINE TRIBUTARY WIDTH TO SUPPORTING WALL,
A. LOCATE APPROPRIATE ROW FOR ROOF SPAN,
B, LOCATE AP~ROPRIATE COLUMN FOR ROOF OVERHANG,
C, LOCATE INTERSECTION OF ROW AND COLUMN, VALUE IN CELL
IS THE TRIBUTARY WIDTH TO THE WALL SUPPORT,
(INTERPOLATION IS ALLOWED)
EXISTING
STRUCTURE
/
/
/
/-==-
/
/
/
,
ROOF LOADS - (VERTiCAl LOADS):
1, FOR ENCLOSURES WITH LRP ROOF COVERS, USE .APPLlED. ROOF
LOADS DETERMINED WITHIN STEP II (C) OF THE LRP DRAWINGS FOR
UPLIFT AND STEP II (E) OF THE LRP DRAWINGS FOR DOWNWARD
DRAWINGS,
WALL LOADS - (HORIZONTAL LOADS):
1, SELECT APPROPRIATE TABLE BASED ON GOVERNING CODE, USE
ASCE 7-02 FOR FBC, (SEE TABLES BELOW)
2, LOCATE APPROPRIATE COLUMN FOR BASIC WIND SPEED,
3, LOCATE APPROPRIATE SECTION FOR WIND EXPOSURE AND
COMPONENT,
4, INTERSECTION OF APPROPRIATE COLUMN AND ROW INDICATES THE
APPLIED HORIZONTAL WIND PRESSURE FOR DESIGN OF THE WALL
SYSTEM,
a, WIND PRESSURE VALUES ARE FOR COMPONENTS AND
CLADDING,
b, DUE TO THE NON-HABITABLE NATURE OF A PATIO
ENCLOSURE, THE IMPORTANCE FACTORS USED FOR THE
DEVELOPMENT OF WIND PRESSURES ARE 0,87 AND 0,77 AS
ALLOWED IN CODE,
5, ENTER DESIGN PRESSURES BELOW:
a, ROOF LIVE LOAD (LL)
b, ROOF SNOW LOAD (SL)
c, WALL WIND LOAD
d, APPLIED DOWNWARD ROOF LOAD
e, APPLIED UPWARD ROOF LOAD
[\ TT ACHED
ROOF
SPAN
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I r---'QVERHANG
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-'J'L SU~PORTING'
WAll
ROOF T ROOF
SPAN I SPAN
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Tributary Width to Supporting Wall
Wall Support
Roof Span Overhang (ft.)
o 1 2
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10 ft 5,0 ~6:5_ -' 7,5
12 ft 6,0 -7,5 I 8,5
14 ft 7,0 8,5 I 9,5
16 ft 8,0 9,5 I 10.5
18 ft 9,0 10.5 I 11,5
20ft 10,0 11,5 I 12.5
22 ft 11.0 12,5 I 13,5
23 ft 11,S .13,0 I 14,0
1997 use - "Applied" Horizontal Wind Pressure
Exposure Component Direction of! Basic Wind Soeedl1! fMPH)
,Load I 70 I 80 I gO 1100 1110 1120 1
!l,CarD WallSvstem InarOut 10 13 15 19 23 27
130
32
IBC, IRe and ASCE 7 - "Applied" Horizontal Wind Pressure
Exposure Component Direction ofl Basic Wind S .Ie.ed (MPH)'.oI1
load 85 90<' , 100> 110 120 ,130 140 150
;=-B~ Wall System InorQut 14 16 I 19 \ 21 24 29 33 38
C Wall System In or Out 17 19 23 25 30 35 40 46
0 Wall System I In or Out 20 23 28 30 36 42 49 56
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!'EXPIRATION QATE: IR 91 -05 : J
I
STEP IV - DETERMINE ALLOWABLE TRIBUTARY WIDTH TO WALL
HEADER
~TEP V - DETERMINE ALLOWABLE TRIBUTARY WIDTH TO WALL SYSTEM
A, LOCATE APPROPRIATE TABLE FOR APPROPRIATE MULLION TYPE. (SEE
TABLES BELOW)
.
B, LOCATE APPROPRIATE COLUMN FOR APPLIED ROOF LOAD,
C, LOCATE APPROPRIATE ROW FOR APPLIED WIND LOAD, MULLION
HEIGHT AND MULLION SPACING,
D, LOCATE INTERSECTION OF ROW AND COLUMN, VALUE IN CELL IS THE
MAXIMUM ALLOWABLE TRIBUTARY WIDTH THAT CAN BE SUPPORTED,BY
THE WALL MULLION,
E, CONFIRM TRIBUTARY WIDTH IN STEP III DOES NOT EXCEED ALLOWABLE
TRIBUTARY WIDTH,
F, INTERPOLATION BETWEEN VALUES IS ALLOWED,
A, LOCATE APPROPRIATE COLUMN FOR APPLIED ROOF LOAD,
I
B, LOCATE APPROPRIATE ROW FOR HEADER TYPE, APPLIED LOAD
DIRECTION AND MULLION SPACING,
C, LOCATE INTERSECTION OF ROW AND COLUMN, VALUE IN CELL IS
THE MAXIMUM ALLOWABLE TRIBUTARY WIDTH THAT CAN BE
SUPPORTED BY THE HEADER,
D, REPEAT PROCESS FOR BOTH DOWNWARD AND UPWARD APPLIED
LOADS, THE ALLOWABLE TRIBUTARY WIDTH THAT CAN BE
SUPPORTED BY THE WALL HEADER IS THE MINIMUM ,OF.THE
TRiEIUTAR'';-WIDTHS 'FOR APi'LIED DOWNWARD AND WIND UPWARD
LOADS,
E, CONFIRM TRIBUTARY WIDTH IN STEP III DOES NOT EXCEED
ALLOWABLE TRIBUTARY WIDTH,
Type I
(AAC723)
Downwardl
loads I
I
I
Upward I
Loads I
I
Downward
Loads
! Type'lI- ,
(AAC~ J
Upward
Loads
Type III
(AACS21 )
I
I
I
I
I
Downwardl
Loads I
I
Upward
Loads
SO 60
2,9 2,5
2,2 1,8
1,6 1,4
1,1 0,9
2,1 1,8
1.6 1,3
1,2 1,0
0,8 0,6
9,5 8,0
7,0 5,8
5,3 4,5
3.4 2.9
9,8 8,1
7.2 6,0
5.S 4,6
3,5 2.9
6,3 5,3
4,6 3,9
3,S 3,0
2,3 ,1,9
6,6 5,5
4,9 4,0
3,7 3,1
2.4 2,0
_Allowable Tributary Width to Wall System
Horizontal . Maximum I Applied Downward Roof Load (pst)
Wind MU~hon Mullion
Pressure Height Spacing I 0 I 10 I 15 I 20 25 I 30 I 40 I 5{)
7 I 60 I 15,0 I 15,01,5,0 i 15,0 15,0 12,91,0,1
7.5 I 60 I 15.0 I 15.0 I 15.0 1 15.0 12.6 I 10.8 1 8.4 I
8 1 60 I 15,0115,0114,2 I 11.4 9,5 I 8,1 I 6.3 I
9 1 60 J 15,0111,1 1 8,3 I 8,7 I 5,6 I 4,8 I 3.7 I
10 I 48 I 15,0 I 11.8 I 8,7 1 7,0 I 5,8 I 5,0 1 3,9 I
12 I 42 115,01 8,1 1 4,8 1 3,7 I 3,1 I 2,6 1 2,1 1
7 I 60 115.0 I 15.0115.0 I 12.1 I 12.1 110.1 I 8.7 j
7.5 I 60 115.0 15.0 11.4 9.1 9.1 7.6 6.5
8 1 60 1 15.0 9.9 7.4 5.9 5.9 5.0 4.3
9 I 48 1,5,01 9,5 I 7,2 i 5,7 I 5.7 4,8 4,1
10 I 42 I 15.0 I 7,1 i 5,3 I 4,3 I 4,3 3,6 3,1
12 I 36 I 4.5 I 1,5 I 1,2 I 0.9 I 0,9 0,8' 0.7
7 I 60 115.0 i 1.1.7 I 8.8 I 7.1 I 7.1 5.9 5.1
7.5 l 60 i 15.0 I 6.7 I 5.1 1 4.1 1 4.1 3.4 2.9
8 i 48 I 15,0 I 10,3 I 7,7 I 6,2 I 6,2 5,2 4,4
9 I 42 I 15,0 I 6.3 I 4,8 I 3,8 I 3,8 3,2 2,7
10 1 36 I 13.0 I 4,4 i 3.3 I 2.6 I 2.6 2.2 1.9
~2 : ~~ : 12,8: 43 I 3,2 : 2,6 : 2,2 1,9 1,5
7.5 I 48 /15.018,4 16.3 15.1 I 4.2 3.6 2.8
8 1 42 I 15,0 I 8.4 I 8,3 1 5,1 i 4,2 3,6 2,8
9 I 36 I 14.5 I 4.9 I 3.7 I 2.9 I 2.5 2.1 1.7
10 I 36 ill I I
12 I 38 I I I I I
7 I 48 I 15.0 i 7.1 I 5.4 4.3 1 4.3
7,5 I 42 115.0 I 7,4 I 5,6 i 4,5 I 4,5
8 I 36 115.018.516.4 15.115.1
9 I 36 I I I I I
10 I 36 I I I I I
12 I 36 I I J i I
7 I 42 I 15.0 I 7.1 1 5.4 1 4.3 I 4.3
7,5 I 36 I 15,0 I 8,6 I 6,5 I 5,2 1 5,2
8 I 36 I 3.7 i 1,3 I 1,0 I 0,8 I 0,8
9 I 36 I I I I 1
10 I 36 I I I I i
12 I 36 I I I 1 1
7 1 36 i 15.0 I 9.5 7.1 i 5.7 1 5.7 4.8
7,5 I 36 I 3,6 I 1,2 I 0,9 I 0,8 1 0,8 0,6
8 I 36 I I I I i
9 I 36 i I I I I
10 I 36 I Iii I
12 I 36 I I I I 1
10
15
20
25
30
35
40
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3,6
3,7
4,3
3,1
3,2
3.7
3,6
4.3
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Type I
Allowable Tributary Width to Wall System
Type I wI Vinyl Wlndow!-
8.2
6,9
5,2 I
3.1 I
32 I
1.71
6,7 i
5,1
3.3
3,2
2.4
0,5
3.9
2,3
3.5
2.1
1,5
60
7,0 I
5,8 I
4.4,
2,6
2,7
1.4
5.S
42
2.7 I
2.6
2,0
0.5
32
1.9
2,8
1,8
1.2
Horizontal
Wind
Pressure
Mullion
Height
Maximum
Mullion
Spacing
Applied Downwa~ Roof Load (pst)
1:0 I :~ J 15 20 25 30 I 40 60
1,8
15.0 I 6,3 I 2,0
1S,O I 10,0 I 2,3
8,3 2,8 0.7
I I 1 I I I
15,0 I 6.5 1 4.9 1 3,9 i 3,9 I 3,3 1 2.8 2,2 I 1,8
5,3 I 1,8 J 1.4 I 1.1 I 1,11 0,9 1 0,8 0,6 I 0,5
I 1 I I I I I
I 1 I I I I I
I i I I I I I
I I I I I I i
Allowable Trib'utary Width to Header
Direction Mullion I Applied Roof Load (psf)
Header
Type of Applied Spacing I 10 20 25 30 I 40
Load (in) 1S
36 I 12,7 9,0 6,9 5,6 4.8 1 3,6
42 I 9,3 6,6 5.1 4.1 3,5 I 2.7
48 I 7,1 5,0 3,9 3,2 2,7 I 2,0
60 1 4,6 I 3,2 2,5 2.0 1,7 I 1,3
36 I 11,8 I 7,5 5,5 4.4 3,6 i 2,7
42 I 8.7 I 5,5 4,1 3,2 2.6 I 2.0
48 i 6,6 I 4.2 3.1 2.5 2,0 I 1,5
60 I 4,2 I 2,7 2,0 I 1,6 1 1,3 I 1,0 I
36 I 15,0 I 1S,O I 15,0 I 15,0 i 15.0 I 11,7 I
42, I 15,0 i 15.0115,0 i 13,4'1,11,3 I 8,6 !
48 I 1S,O I 15.0 I 12,6 I 10,3 I 8.7 I 6.6 I
60 I 14,8 I 10,4 I 8.1 I 6,6 I 5,5 i 4,2 I
36 I 15,0 I 15,0 I 15,0115,0 I 15,0 I 12.3 I
42) 1 15,0 i 15,0 i 15.0 i ,14.7"1 12,2 I 9,0 I
48 i 15,0 I 15.0 I 14,3 I 11,3 I 9,3 I 6,9 I
60 I 15,0 I 12,5 I 9,1 I 7.2 i 6,0 I 4,4 I
36 I 15,0 I 15,0'1 14,81 12,1 I 10,2 I 7,8 I
42 I 15,0 1 14,1 I 10.9 i 8,9 I, 7,5 I S,7 I
48 I 15,0 i 10.8 i 8,3 I 6,8 I 5,7 i 4.4 I
60 i 9,8 I 6.9 I 5,3 I 4.3 1 3,7 I 2,8 I
36 I 15.01 15,0 I 15,0 I 13,6 i 11,3 I 8.4 I
42 I 15,0 I 15,0 I 12.7 I 10,0 I 8.3 I 6,1 1
48 I 15,0 I 13,2 i 9,7 I 7.7 I 6.3 I 4,7 i
60 i 13,3 I 8,5 i 6.2 I 4.9 1 4,1 I 3,0 I
10
15
1.2
2,3
2.3
1.4
1
1,0 I'
2,0
2.0
1.2
7
7,5
8
9
10
12
7
7,5
8
9
10
12
48
42
36
36
36
36
36
36
36
36
36
36
2.4
2,5
2,9
2.0
2,1
2,4 I
3,1 2.4 2,0
3,7 2,9 2.4
0,6 0,5 0.4
4,1 3.2 2,6 APR Uq 2005
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STEP V - (CONTINUEDl.
Allowable Tributary Width to Wall System
Horizontal Maximuml Applied Downward Roof Load (pst)
Wind Mullion Mullion
Height I ,.. -
Pressure Spacing 0 10 15 20 ~2.?J 30 40 50 60
7 60 15.0 15.0 15.0 115.0 15.0 15.0 15.0 15.0 15.0
7.5 60 15.0 15.0 15.0 i 15.0 15.0 15.0 15.0 15.0 15.0
8 60 15.0 15.0 15.0 I 15.0 15.0 15.0 15.0 14.3 12.1
9 60 15.0 15.0 15.01.15.0 15.0 15.0 12.31 10.1 8.5
10.1 48 I 15.0 115.0 15.0 1 15.0 I 15.0 15.0 12.6 I 10.4 I 8.8
12 I 42 I 15,0 I 15,0 15,01 15,01 13.91 11,9 9,3! 7,6 6.4
7 I 60 I 15.0 I 15.0 I 15.0 r 15.0 I 15.0 I 15.0 I 15.0 I 15.0 15.0
7,5 1 60 1 15,0 1 15,0 1 15,0 1 15.0 1 15,0 1 15,0 1 15,01 15,0 14,6
8 1 60 115,0 1,5.0 1 15.0 1 lS,O 1 lS,O 1 15,0 1 15,01 13,7 112
9 j 60 I 15.0 I 15.0 I 15.0 I 15.0115.0 I 13.4 1 11.5 I 8.9 7.3
10 I 48 1 15,01 15,0 I 15,0 1 15,01 15,0 I 13,8 1 11,91 9,2 7,6
12 1 42 1 lS,O I 15,0 113,5 I 10,8 1 10,8 I 9,0 i 7,7 I 6,0 4,9
7 I 60 I 15.0 1 15.0 I 15.0 I 15.01 15.0 I 15.0 1 15.0 I 15.0 j 14.7
1 7,5 1 60 I 15,0 1 ,15,0 1 15,01 15.0 I 15.0 1 15,0 1 15,01 14,4 1 11,8
120~ 1 ~8~ 1~60-"'-b5.0 j 15.0 I 15.0 I 15.01.(15.0:115.0 I 13.6 I 10.6 I 8.6
~ 1 .. I 48 1 15,0 i 15,0 I lS,O 1 15,01 15,0 I 15,0 1 13,4 1 10,4 1 9,5
1 10 I 42 1 15.0 15.0' 15.0 '15.0 15.0 13.3 11.4 8.9 7.3
I 12 1 36 I 15.0 15.0 12.5 10.0 10.0 8.3 7.2 5.6 4.6
1 7 1 60 i 15,0115,01 15,01 15,0115,0 i 15,0 i 14,71 12,1 1 10.2
1 7,5 1 60 115,0 1 15.0 1 15,0 1 15,0 "5,0 I 14,5 I 11,31 9,2 1 7,8
I 8 I 60 1 15.0 I 15.0 I 15.0 I 14.0 I 11.7110.0 I 7.8 l 6.4 1 5.4
1 9 I 48 1 15,0 I 15,0 I 15,01 13,7 1 11,4 1 9,8 1 7,6 i 6,3 I 5,3
1 10 1 42 115,0115,0113,81 11,11 9,2 i 7,9 1 6,2 1 5,1 1 4,3
I 12 1 36 115,01 8.7 1 6.615'3 I 4,4 I 3,8 I 2,9 1 2.4 1 2,1
i 7 j 60 I 15.0115.0115.0 15.0115.0 I 15.01 15.0 ~ 11.81 9.7
1 7.5 I 60 1 15.0 I 15.0 115.0 15.0 I 15.0 1 12.7 I 10.9 I 8.5 I 6.9
1 8 I 60 1 15,0 1 15,0 I 11,9 I 9,5 1 9,5 1 7.9 1 6,8 1 5,3 1 4,3
1 9 1 48 115,0115,01 11,5 i 9,2 1 9,2 1 7,7 1 6,6 1 5,1 1 4,2
1 10 1 42 i 15.0111,1 1 8.3 I 6,7 I 6,7 i 5,6 i 4,8 1 3,7 I 3,1
1 12 1 42 ill I Iii 1 1
I 7 ~ 60 i 15.0 15.01 15.01 15.01 15.0113.71 11.7 1 9.1
7.5 I 48 115.0 15.0 15.0 15.0 15.0 15.0 15.0 11.9
I 8 I 48 1 15.0 15.0 15.0 14.0 14.0 11.7 10.0 7.8
I 9 I 42 I 15,0 I 15,0 I 12,3 I 9,9,1 9,9 1 8,2 I 7,1 1 5,5
1 10 1 36 I 15,0 I 12,9 I 9.7 I 7,8 1 7,8 1 6,S I 5,6 1 4.3
1 12 1 60 1 1 1 I Iii 1 1
1 7 i 48 115,0 I 15,0 I 15,0 I 1S,O i 15,0 I 15,0 I 15,0 i 13,4 i 11,0'
1 7,5 i 42 I 15,0 1,5,0 1 15,0 I 15,01 15,0 1 15,0 I 15,0 i 13,6 I 112
1 8 i 42 1 15,0 I 15,0 1 lS,O 1 15,01 15,0 1 13,4 I 11,5 I 8,9 1 7,3
1 9 I 36 1 15,0 I 15,0 I 15,0 1 12,21 12,2 1 10,2 I 8,7 1 6,8 1 5,6
I 10 I 36 I 15.0 I 6,1 I 4,6 I 3,7 1 3.7 1 3,1 I 2.7 1 2,1 1 1.7
I 12 1 36 1 1 Iii 1 ill
Type II
10
IS
25
30
35
7,5
9,8
6,4
4,5
3,6
40
.
Allowable Tributary Width to Wall System' Type II wI Vinyl window!-
Horizontal Mullion Maximum Applied Downward Roof load (pst)
Wind He' hI MUIII?"
Pressure tg Spacmg 0 10 15 20 25 30 40 50 60
10
15
20
25
7
7,5
8
9
10
12
7
7,5
8
9
10
12
7
7,5
8
9
10
12
7
7,5
8
9
10
12
60 15.0 15.0 122 9.8 8.2
60 15.0 12.0 9.0 72 6.0
48 15.0 15.0 13.2 I 10.5 8.8
42 15.0 14.91 11.2 I 9.0 . 7.5
42 15.0 6.2 1 4.7 1 3.8 3.1
36 I 1
48 15.0 13.9 I 10.4 I 8.3 8.3
42 15.0 15.01 11.3 I 9.1 9.1
42 15.0 9.2 l 6.9 I 5.5 5.5
36 115,0 6,01 4,5 1 3.6 3,6
36 I 1 1
36 Iii
42 I 15.0 8.9 I 6.7 I 5.4 5.4
36 --I 15.0 10.9 I 8.2 1 6.5 6.5
36 I 11,0 3,7 1 2,8 1 22 2,2
36 1
36 I
36 i I
36 I 15.0 1 6.5 4.9 3.9 3.3
36 1 1
36 I I
36 i I
36 I 1
36 1 I
7.0
S,2
7,5
6,4
2,7
5.5 I 4.5
4,0 i 3,3
S,9 I 4,8
5.0 1 4.1
2,1 1 1,7
i
6.0 I 4.7
6.5 I 5.1
4,0 I 3,1
2.6 I 2,0
I
1
3,9 I 3,0
4.7 I 3.7
1,6 I 1,3
3,8
2,8
4.1
3,5
l.S
3,8
4,2
2,5
1,7
2,5
3,0
1,0
1,5
Allowable Tributary Width to Wall System
Horizontal
Wind
Pressure
. Maximum
MU~llon Mullion
HeIght Spacing
7 60
7.5 60
8 60
9 48
10 48
12 42
7 60
7.5 60
8 60
9 48
10 42
12 36
7 60
7.5 60
8 48
9 42
10 36
12 36
7 60
7.5 48
8 48
9 42
10 36
12 36
7 48
7.5 42
8 42
9 36
10 36
12 36
7 48
7.5 42
8 36
9 36
10 36
12 36
7 42
7.5 36
8 36
9 36
10 36
12 36
Type In
Applied Downward Roof load (pst)
o 10 15 20 25 I 30 40 50
I 15.0 15.0 15.0 15.0 15.0 115.0 15.0
l 15.0 15.0 15.0 15.0 15.0 I 15.0 13.1
115.0 I 15.0 15.0115.0. 14.9 I 12.8 9.9
I 15.0 15.0 15.0 15.0 I 14.7 1 12.6 9.8 I
1 15,0 15,0 I 14,6 11,7 I 9.8 1 8,4 6,5 1
I 15.0 12.1 I 9.1 7.3 I S.1 I 5.2
I 15.0 15.0 15.0 15.0 f 15.0 I 15.0
1 15,0 15,0 i 15,0 15,0 1 15,0 1 13,4
I 15,0 15,0 I 13,9 11.2 I 11,2 I 9,3
/,5,0 15,0 1 13.7 10,9 I 10,9 1 9,1
15.0 14.8 I 11.1 8.9 I 8.9 l 7.4
15,0 7,2 I 5,4 4,4 I 4,4 I 3,6
15.0 15.01 15.0 15.0 l15.0 I 13.0
15.0 15,O! 12,2 9,8 i 9,8 1 8.1
15.0 15.0 15.0 12.5 12.5 10.4
15.0 15.0 11.4 9.1 9.1 7.6
15.0 I 12.4 I 9.3 i 7.5 7.5 6.2
I 1 I
15.01 15.0 r 11.7 I 9.4 1 7.8 I
15,0 1 15,0 I 15,0 I 12,2 1 10,2 I
15,0 I 11,5 1 8,6 I 6.9 I 5,8 1
15,01 6,3 I 4,8 I 3.8 1 3,2 1
11.1 3.7 2.8 2.3 1.9
60
12.0 I
9,1
6,9 I
6,8 1
4,5 1
2,8 I
10.4
7,3
5,1
5,0
4,1
2,0
7,1
4,5
5,7
4,2
, 3.4
I
I
1
I
1
15.01 15.0 i 15.0 I 13.21 13.2 j 11.0
15.0 I 15.0 I 15.0 l 12.3 1 12.3 I 10.2
15,0 I 10,7 I 8,0 i 6.4 i 6,4 5,4
15.0 6.0 1 4.5 1 3.6 1 3.6 3.0
I 1 1
1 I 1
15.0 12.21 9.2 I 7.3 j 7.3 6.1
15.0 11.2 1 8.4 1 6.7 I 6.7 5.6
15.0 12.4 1 9.3 1 7.5 1 7.5 6.2
I 1 1
1 i I
I I I 1
I 15.0 13.9 10.5 I 8.4 I 8.4 7.0
1 15.0 14.5 I 10.9 1 8.7 I 8.7 7.3
112.4 4.2 1 3.1 I 2.5 1 2.5 2.1
I 1 I 1
1 I 1 1
1 I 1 1
NOTE:
TYPE III TABlE !dAY BE USED WI &: W/O VINYl... WINDOWS
9.4 I 7.3
8.8 I 6.8
4.6 1 3.6
2,6 1 2,0
i
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5.3 1 4.1
4.8 3.8'
5.4 4.2
6,0 I
5,6
2,9
1.7
3,4 I
3.1 1
341
I
1
7,0
7,6
4,6 I
3,0 I
I
1
4,5 i
5,5 I
1,9 1
2,8
2.2 1.8
10
15
20
25
30
35
40
6.0 4.7
6.3 4.9
1.8 1.4
3,8
4,0
1,2
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Wind
Pressure
NOTE:
10
15
20
25
30
35
40
Type IV
Applied Downward Roof load (pst)
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15.0 15.0 15.0115.0 15.0 12.4 110.5
15.01 132 10,3 I 8,4 I 7,2
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TYPE IV TABLE MAY BE USED WI & WID VINYl WINDOWS
APR 0 4 Z005
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l?TEP VI- DETERMINE FOOTING REQUIREMENT~
A,
DETERMINE THE APPLIED WIND LOAD
1, SELECT APPROPRIA'TE TABLE BASED ON GOVERNING CODE, USE
ASCE 7-02 FOR FBC.
2, LOCATE APPROPRIATE COLUMN FOR BASIC WIND SPEED,
3, LOCATE APPROPRIATE SECTION FOR WIND EXPOSURE.
4, THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROW
AND COLUMN IS THE APPLIED WIND LOAD TO THE ROOF (MWFRS),
1997 UBC - "Applied" Vertical Wind Loads
Exp I C I Direction 011 Basic Wind Syeed'" (MPH)
osure omponen Load I 70 80 90 100' 110 120
B, C or D I Roof System UDward'" 10 13 15 19 23 27
Downward I 0 0 0 0 0 0
IBC, IRC and ASCE 7 - "Applied" Vertical Wind Loads
Exposure Component Direction of Basic Wind Speed (MPH)(3) (4)
Load 85 90 100 110 1120 130 140
, '- B ..., Uoward 14 16 _20: 21 25 29 34
-= J Roof Syslem
'~ Downward 00001000
C I Roof System I Uoward I 17 19 24 26 I 30 I 36 41
Downward I 0 0 0 0 I 0 I 0 0
D I Roof Stem f' UDward I 21 23 29 31 I 37 i 43 50
ys Downward I 0 0 0 0 10,10 0
130
32
o
150
39
o
48
o
58
o
1. Fastest Mile Wind Speed
2. Uplift Pressures may be reduced by 25 percent for enclosures less than or equal to 10 feet tall.
3. 3-Second Gust Speed
4. Pressures shall ~e increased by 15 percent for enclosures built in Alaska.
B,
DETERMINE FOOTING REQUIREMENTS FOR DOWNWARD LOADS,
1, ALL ENCLOSURES WITH LIVE LOADS GREATER THAN 20 PSF AND
SHALL HAVE A CONTINUOUS FOOTING BELOW THE ENCLOSURE
WALL, SEE DETAIL A1E30-3 FOR FOOTING REQUIREMENTS,
2, FOR ENCLOSURES WITH LIVE LOADS LESS THAN OR EQUAL TO 20
PSF,
a, USING THE TABLE BELOW, LOCATE THE COLUMN FOR
APPLIED ROOF LOAD,
'b, USING THE TABLE BELOW, LOCATE APPROPRIATE ROW FOR
MULLION SPACING AND TRIBUTARY WIDTH TO WALL (USE 0
FOR NON-BEARING WALLS),
c, IF THE CELL AT THE INTERSECTION OF THE APPROPRIATE
COLUMN AND ROW IS SHADED, A CONTINUOUS FOOTING AS
SHOWN IN DETAIL A1E30-3 IS REQUIRED,
C,
DETERMINE FOOTING REQUIREMENTS FOR UPLIFT LOADS
1, DETERMINE IF' A FOOTING IS REQUIRED
a, USING THE TABLE BELOW, LOCATE THE APPROPRIATE
COLUMN FOR THE APPLIED UPLIFT WIND LOAD,
b, USING THE TABLE BELOW, LOCATE APPROPRIATE ROW FOR
MULLION SPACING AND TRIBUTARY WIDTH TO WALL (USE 0
FOR NON-BEARING WALLS),
c, IF THE CELL AT THE INTERSECTION OF THE APPROPRIATE
COLUMN AND ROW IS SHADED, A CONTINUOUS FOOTING AS
SHOWN IN DETAIL A1E30-3 IS REQUIRED,
Footing ReqUirements
Trib Width
to Wall
(feel)
o
5
6
7
8
9
10
11
12
o
5
6
7
8
9
10
11
12
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6
7
8
9
10
11
12
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6
7
8
9
10
11
12
Mullion
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36
42
48
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Applie~ Gravity and Uplift Load to Roof (psf)
10 115 I 20
25
30
35 40
45
50
~"~-:}'..:-;; .~ = Footing Required
Special Engineering Required
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LRP ROOF SYSTEM
8 tJ j L 0> I N G PRODUCT:S
TABLE OF CONTENTS
'" 9174 12/Jl/~
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I" """ OJ/J1/05
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I'" "77 12/31/05
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I "' I 25<55 I "/2</'~
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WI J3:384-006! 01/31/0-;
RE:VISED1j20/OJ.
SHEET
NUMBER
G-1
G-2
LRP-1
LRP- 2
LRP-3
LRP-4
LRP-5
LRP-6
LRP-7
SHEET
TITLE
COVER SHEET
GENERAL NOTES
LRP-ROOF PLANS AND COMPONENTS
LRP-SECTIONS AND DETAILS
LRP- TABLES I
LRP- TABLES II
LRP- TABLES III
LRP- TABLES IV
LRP- TABLES V
TYPICAL SECTION & DETAIL NUMBERING SYSTEM
EXAMPLE OF SECTION CUT EXAMPLE OF DETAIL BUBBLE
..-...
(Tx-- SECOON NUWBER
S-2
LSHEETWHERESECTlON
IS DRAWN.
IF CASHED, SECTION IS
DRAWN ON CURRENT SHEET
~DETAlllETTER
\ s-21
~SHEETWHERESECTfON
IS DRAWN. IF CASHED,
DETAIL IS DRAWN ON
CURRENT SHEET
./'
EXAMPLE OF SECTION CALL OUT
SECTION
3/8"",1'-0"
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"I 106313 101/31/06
W1lm84-00filol/JI/06
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GENERAL NOTES AND SPECIFICATIONS
I DESIGN CODE & LOADS
1.
THE STRUCTURES INCLUDED WITHIN THE SCOPE OF THESE DRAWINGS HAVE
BEEN DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS OF THE 1997
UNIFORM BUILDING CODE (USG), 2003 INTERNATIONAL BUILDING CODE (lBC),
2Q031NTERNATIQNAL RESIDENTIAL CODE (IRe) AND THE 2001 FLORIDA
BUILDING CODE (FBG). .
THE STRUCTURES INCLUDED WITHIN THE SCOPE OF THESE DRAWINGS ARE
INTENDED FOR RECREA TIONAUOUTDOOR USE AND ARE CONSIDERED NON-
HABITABLE STRUCTURES.
2,
II MATERIALS'
1. ALUMINUM FOR COMPONENTS SHALL BE AS SHOWN ON THE ALLOY AND TEMPER
6005- T5, (UON).
2. ALUMINUM SHALL BE PAINTED IN ACCORDANCE WITH THE REQUIREMENTS SET
FORTH IN PART I-A, SECTION 6.6 OF THE ALUMINUM DESIGN MANUAL (2000).
3. SHEET METAL SCREWS (SMS) SHALL BE TYPE AS SCREWS.
4. SHEET METAL SCREWS SHALL CONFORM TO THE REQUIREMENTS SET FORTH IN
PART I-A OF THE LATEST ALUMINUM DESIGN MANUAL FOR TAPPING SCREW
CONNECTIONS.
5. EXPANSION ANCHORS SHALL BE HILTI3/S- -KWIK BOLT II- OR APPROVED EQUAL.
ANCHORS SHALL BE AS DESCRIBED ~Y AND INSTALLED PER ICC-ES REPORT #4627.
6. WHERE ATTACHMENT TO EXISTING STRUCTURE OCCURS, THE WOOD OF THE
EXISTING STRUCTURE SHAlL HAVE A MINIMUM SPECIFIC GRAVITY OF 0.49, SUCH
AS OF.
7. WHERE SCREWS ARE INSTALLED INTO WOOD FRAMING, THE CONTRACTOR SHALL
VERIFY, THROUGH NON.DESTRUCTIVE MEANS, THAT EACH SCREW HAS A MINIMUM
OF 1/2- SIDE COVER ON ALL SIDES OF THE SCREW.
S. ALL WOOD SHOWN WITHIN THESE DRAWINGS SHALL HAVE A SPECIFIC GRAVITY OF
0.49 OR GREATER.
9. ALL NAILS AND WOOD SCREWS SHALL HAVE THE FOLLOWING MINIMUM YIELD
STRENGTH:
a. Sd:
b. 12d:
C. 14d'
d. 1Sd'
e. 1Sd'
f. 20d:
Frt> = 100,000 psi
FrtI = 80,000 psi
FrtI = 70,000 psi
FrtI = 70,000 psi
FrtI = SO,OOO psi
FrtI = 60,000 psi
III ROOF SYSTEI\!
1. THE ROOF PANELS SHALL BE AS DEFINED WIIN THIS DRAWING PACKAGE AND
PANEL SPANS SHALL BE LIMITED TO THOSE SHOWN.
2. UON, MAXIMUM ROOF PANEL OVERHANGS SHALL BE 24".
3. FOR COVERS WIO AN ENCLOSURE, ROOF PANELS SHALL BE SUPPORTED BY A
BEAM, POST & FOOTING SYSTEM SUITABLE FOR THE PROPOSED APPLICATION.
THE BEAM, POST & FOOTING SYSTEM SHALL BE DEFINED WITHIN A VALID ICC-ES
EVALUATION REPORT OR WITHIN AN ENGINEERING PACKAGE SIGNED BY A P.E.
LiCENCED IN THE LOCAL JURISDICTION. A COPY OF SAID REPORT OR
ENGINEERING PACKAGE SHALL BE SUBMITTED TO THE BUILDING OFFICIAL @ THE
TIME OF PERMIT APPLiCATION.
IV WALL SYSTEMS
1. FOR COVERS WITH AN ENCLOSURE, THE ENCLOSURE SYSTEM SHALL BE SUITABLE
FOR THE PROPOSED APPLICATION. THE ENCLOSURE SYSTEM SHALL BE DEFINED
WITHIN A VALiD ICC-ES EVALUATION REPORT OR WITHIN AN ENGINEERING
PACKAGE SIGNED BY A P.E. LICENSED IN THE LOCAL JURISDICTION. A COPY OF
SAID REPORT OR ENGINEERING PACKAGE SHALL BE SUBMITTED TO THE BUILDING
OFFICIAL AT THE TIME OF PERMIT APPLICATION.
V LAMINATED ROOF PANEL!;!
1. THE FOAM CORE ROOF PANELS DEPICTED WITHIN THIS DRAWING ARE INTENDED
FOR USE ON RESIDENTIAL PATIOS AS REGULATED BY CHAPTER 31 OF THE
UNIFORM BUILDING CODE APPENDIX APPENDIX I OF THE INTERNATIONAL
BUILDING CODE OR APPENDIX H OF THE It-ITERNA TlONAL RESIDENTIAL CODE.
2. MATERIALS:
a. INTERIOR FACING MATERIAL SHALL BE AlUMINUM CONFORMING TO THE
REQUIREMENTS FOR 3105-H14 ALlOY AND TEMPER. THICKNESS OF SKIN
SHAlL BE AS SHOWN IN THE APPROPRIATE AlLOWABLE SPAN TABLE.
b. EXTERIOR FACING MATERIAL SHAll BE ALUMINUM CONFORMING TO THE
REQUIREMENTS FOR 310S-H14 AlLOY AND TEMPER. THICKNESS OF SKIN
SHAlL BE AS SHOWN IN THEAPPRO~RlATE ALLOWABLE SPAN TABLE.
c. THE FOAM CORE SHAll BE AS DEFINED BELOW AND HAVING A NOMINAL
DENSITY AS SHOWN IN THE AlLOWABLE SPAN TABLE:
i. PREFORMED EXPANDED POLYSTYRENE BOARD (EPS), AS MANUFACTURED
BY HOUSTON FOAM PlASTICS OF HOUSTON, TEXAS. THE FOAM PlASTIC
SHAll MEET THE REQUIREMENTS FOR ClASS I MATERIAL PER TABLE 8-A
OF THE 1997 UBC. \
d. THE COMPONENTS ARE BONDED TOGETHER USING AN ADHESIVE PROVIDED
BY ASHlAND SPECIALTY CHEMICALS AND KNOWN AS ISOGRIP SP5040D. THE
ADHESNE IS NOT APPROVED UNDER THE ICC ES ACCEPTANCE CRITERIA FOR
SANDWICH PANEL ADHESIVES (ACOS),
3. THE MANUFAClURER OF ANY COMPONENT CITED IN ITEM 2 ABOVE SHALL
PROVIDE CERTIFICATION WITH EACH SHIPMENT THAT ALL COMPONENTS
PROVIDED WITHIN THE SHIPMENT CONFORM TO THE APPLICABLE SPECIFICATION
(S) AND/OR DEFINITION (S) OLITLINED ABOVE,
4. THE MAXIMUM ALLOWABLE SPAN, FOR A GIVEN APPLIED LOAD SHAlL NOT EXCEED
THE SPAN PROVIDED IN THE ALLOWABLE SPAN TABLE FOR SAID LOAD.
EXTRAPOLATION OF THE INFORMATION PROVIDED IN THE ALLOWABLE SPAN
TABLE IS NOT PERMITIED.
5. PANELS SHAlL BE CONTINUOUS IN THE DIRECTION OF SPAN WITH NO
TRANSVERSE JOINTS.
6. THE STRUCTURAl SUPPORT AND STRUCTURAL ATIACHMENT OF THE SUBJECT
PANELS SHALL BE SUBSTANTIATED BY EITHER APPROVED EVAlUATION REPORT
PLANS OR STRUCTURAL PLANS APPROVED BY THE GOVERNING JURISDICTION.
THE GOVERNING JURISDICTION SHALL CONFIRM THAT SAID PlANS ARE INTENDED
FOR USE WITH THE DESIRED PANEL LOADS AND SPANS FOR EACH SPECIFIC
PROJECT.
7. AlL PANEL EDGES SHAlL BE SHIELDED IN ALUMINUM SECTIONS. ALL INTERFACES
BETWEEN THE ALUMINUM SECTIONS AND PANEL SHAlL BE CAULKED WITH
APPROPRIATE SEALANT.
8. METAl PANEL FASTENERS SHALl. BE ALUMINUM, STAINLESS STEEL OR
AlUMINIZED, HOT.DIP GALVMlIZED OR ELECTROGALVANIZED STEEL
AARRFV1ATlnN<:; FDN FOUNDATION SHI SHEET
. DIAMETER FTG FOOTING SIM SIMI!J\R
SMS SHEET METAL SCREWS
AS ANCHOR BOLT GA GAGE SP SPACE (5, ED)
AOOl AODmONAL GALV GAlVANIZED SPEC SPECIFICATION, SPECIFIED
AlU" ALUMINUM SO SQUARE
ANCH ANCHOR HGT HElGHT SST STAINLESS STEEL
APPROX APPROXIMATE(LY) STAG STAGGERED
INFO INFORMATION $TO STANDARD
BAL BAlANCE 5nF STIfFENER
BlDG BUILDING MFR MANUfACTURER STL STEEL
B" BEAM "'N MINIt.4Ut.4 $TRUC STRUCTURE (5, URAL)
B.O, BOTTOt.4 Of SYM SYMt.4ETRICAl
BOT BOTTOt.4 NA NOT AI..lOWED
NR NOT REQUIRED T&B TOP AND BOTTOM
CIC CENTER TO CENTER NTS NOT TO SCALE THO THREADED
Cl CENTERUNE THK THICK (NESS)
COl COLUMN OC ON CENTER T.O. TOP OF
CONC CONCRETE 00 OUTSIDE DIA TYP TYPiCAl
OH OVERHANG
CaNT CONTINUOUS OPNG(S) OPENING(S) UON UNLESS OlHERWlSE
C1R CENTER (EO) OPP OPPOSITE NOTED
OPT OPTlON (Al)
OEl DETAIL VERT VERTlCAl
OF OOUG FIR Pl PlAlI
PRQJ PROJECTION wi WITH
WID WITHOUT
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OWG(S) ORA,"NG(S) WT WEIGHT
REF REfERENCE (c REfER
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EMBED EMBEDMENT
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MATERtAl: ASTM A653 GR 50 (STL)
~~':RM. OR 6063- T6 (Al)
GUTTER FAC" 3,3 POST
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HAlF -(,A'AC321) HAlF 47573 ) HAlF : 47574 ) HAlF { )
NOTES:
1. FOR INSTALLATIONS WITH RIDGE BEAM, SPAN DIRECTION SHAll BE
90 DEGREES TO THAT SHOWN ON THE PLANS.
2. FOR INSTALlATIONS WITH RIDGE BEAM.
3. FOR INSTALLATIONS WITHOUT RIDGE BEAM. MINIMUM SLOPE !N
DIRECTION AWAY FOR EXI$TlNG STRUCTURE SHALl. BE 1/4" PER
FOOT.
4. PROVIDE CONTINUOUS FACIA OR GUTTER SECTION AT
INSTALLATIONS WITH RIDGE BEAMS.
5. MINIMUM DISTANCE TO FIRST INTERIOR JOINT SHAlL BE 2 TIMES
THE OVERHANG.
6. SEE E30 DRAWINGS FOR ELEVATIONS OF SHED AND GABLE ROOF
SYSTEMS,
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FASTENER REQUIREMENTS
ROOF PANEL
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DET AIL
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LEDGER SIMPSON ""'--STRUCTURALLY
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(2X6 MIN - SEE TABLE 3 - (BY OTHERS)
NOTE:
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47574 .. REQUIREMENTS
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1, CENTERLINE OF COVER SYSTEM SHAlL BE ABOVE THE CENTERLINE OF
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ITable 3
Max. Allow. Eave Projection (EP)
2. COVER SYSTEM PROJECTION SHALL BE LESS THAN 20'-0..
3, MAXIMUM DL OF COVER SYSTEM SHALL BE 2 PSF. WHERE DL OF
COVER SYSTEM EXCEEDS 2 PSF BUT IS LASS THAN OR EQUAL TO 5 PSF,
MAXIMUM ALLOWABLE EAVE PROJECTION (EP) SHALL BE REDUCED BY 9.,
ATTACHMENT @ EXISTING EAVE
SECTION 16\
NTS '-:./
I Raner
Size (in.)
2x4 Full
2x6 Notched
I 2x6 Full
, 2x8 Notched I
L 2x8 Full I
NA . Not Allowed
10
13
20
27
33
41
Patio load fp's.ft
20 I 30
NA NA
NA NA
18 NA
23 NA
29 22
40
NA-
NA
NA
NA
NA
AACJ 1
ROOF PANEL
#8 SMS SEE TABLE
BELOW FOR SPACING
LEDGER FASTENER T &8
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STEP V)
6 ADDL #8 SMS
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~SEC]]ON~ LU
en
1.1';;> P_ N1S
J- JOINT FASTENER 18 SI.4S 0 12' DC
(MAY USE 24. OC FOR MWFRS WIND
PRESSURES OF 15 PSF OR LESS
PANEL SKIN ~ ~SEAlANT
""-. C758
0.::.: ' . -::::::.:.1 TYP OF 4
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~~~~~~EN~ ~:::.:'~:::~ ;:':':i:::.:'J~ :,.
~o~ Oo:ltB~o:ooO:oO:: .
NOTE:
SEE GENERAL NOTES FOR
PANEL REQUIREMENTS.
>/'-/ .3' SO POST
4-#14 S"S ES ~ ;;2'3/8" EXP
OF POST ANCHORS
SLAB 0 GRADE \ ' r CONCRETE
(OPTIONAl) \ / FOOTING
f l,r + I
.
SECTION
3":::t1'-0.
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FOR fOOTING OIMENSION.
DET AIL
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WET SIGNED WITH BLUE INK
WET SIGNED DOCUMENT HAS
EMBOSSED CORPORATE SEAL
I PROfESSIONAl.. ENGINEERlNC .
lICENCES
STEP I - DEFINE DESIGN PARAMETERS
w 'ill ~ A,
~ . .:
In ~ 1;5
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I,. 1113e 12/03/04
1..1""'-' 12/31/04
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I "I """ 1"1"1'"
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I PA 05Gn2-( 09/30/05
I OKII~ 110/Jl/05
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IWE 10495 I 12/Jl/05
I we I EN 03017111 12/J1/05
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RE\1SED7/20/04
C,
CONTACT LOCAL JURISDICTION FOR ALL PARAMETERS
DEFINE GOVERNING DESIGN CODE - SELECT ONE
1, UNIFORM BUILDING CODE (UBC)
2, INTERNATIONAL BUILDING CODE (IBC)
3, INTERNATIONAL RESIDENTIAL CODE (IRC)
4, FLORIDA BUILDING CODE (FBC)
5, OTHER
DEFINE BASIC WIND SPEED (MPH) - SELECT ONE
I GOVERNING
JURISDICTION BASIC WIND SPEED (MPH)
IBC, IRC &
FBC
85
90 10011101120/130
80 I 90 11001110
140 I 150-
1201130
UBC
70
75
D,
1. IBC, IRC & FBC WIND SPEEDS ARE FOR 3,SEC GUST SPEED
2, UBC WIND SPEEDS ARE FOR FASTEST MILE SPEED
DEFINE oBASICo DESIGN ROOF LOAD
1, PATIO LIVE LOAD - SELECT ONE
a, 10 PSF
b, 20 PSF
2, ROOF SNOW LOAD - SELECT ONE
a, 0 PSF
b, 10 PSF
,c, 20 PSF.
d, 30 PSF
e, 40 PSF
I, 50 PSF
g, 55 PSF
DEFINE EXPOSURE CATEGORY - SELECT ONE
1, EXPOSURE B
2, EXPOSURE C
3, EXPOSURE D
NOTE, NOT REQUIRED FOR UBC JURISDICTIONS
E,
STEP II - DETERMINE "APPLIED" LOADS
A, SELECT APPROPRIATE TABLE BASED ON GOVERNING CODE, USE
ASCE 7-02 FOR FBC,
B, LOCATE APPROPRIATE COLUMN FOR BASIC WIND SPEED,
C. LOCATE APPROPRIATE SECTION FOR WIND EXPOSURE, COMPONENT
AND DIRECTION OF APPLIED LOAD
D, ENTER DESIGN PRESSURES BELOW
A. ROOF LIVE LOAD (LL)
B, ROOF SNOW LOAD (SL)
C, ROOF WIND LOAD - UPWARD (WluP)
D, ROOF WIND LOAD - DOWNWARD (WI.oOWN)
~TEP II - ICONTINUEDl
1997 UBC , "Applied" Vertical Wind Loads
E I cl Direction 01 Basic Wind Speed(1) (MPH)
xposure omponent Load . 70 80 1 90 100 1110 I 120
B, C or D I Rool System L Upward'" 10 13 15 19 23 i 27
rDownward 1 0 0 I 0 0 0 I 0
IBC, IRC and ASCE 7 - "Applied" Vertical Wind Loads
0 C"') m
z I ~
a.. 0
w on
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J:
VI ....J w
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130 . - ~@;~
a~~
32 ~~:::j
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Exposure I Direction ol Basic Wind Speed (MPH)!3)
~ Component Load 85 90 1:-100. 110 1120 130 140 150 I :>
h Upward f 17 19 1",,23"':, 25 29 ...
B...r' 34 40 48 >-
Rool System D d 1 10 '1-12/ 13 1 III
- '?' ownwar 9 15 18 21 24 I >-
I Roof S stem h Upward I III en
C 20 23 I 28 I 30 I 35 42 48 55 ... UJ
Y . Downward I 10 12 I 14 I 15 I 0 --'
18 21 25 29 en
0 ;.0:
I Roof S stem I Upward I 24 27 I 34 I 36 I 43 51 59 67 '"
D Y I Downward I 14 I 171 19 i Q,
13 22 26 30 35 '"
...J
(1) FASTEST MILE WIND SPEED
(2) UPLIFT PRESSURES MAY BE REDUCED BY 25 PERCENT FOR ENCLOSURES
LESS THAN OR EQUAL TO 10 FEET
(3) 3-SECOND GUST SPEED
E,
DETERMINE APPLIED DOWNWARD ROOF LOAD:
1, LOCATED APPROPRIATE TABLE FOR ROOF DEAD LOAD (Ol), USE DL
= 2 PSF FOR COVERS WITHOUT ROOFING. USE DL = 5 PSF FOR
COVERS WITH UP TO 3 PSF ROOFING,
2, LOCATE APPROPRIATE ROW FOR APPLIED WIND PRESSURE.
3. LOCATE APPROPRIATE COLUMN FOR APPLIED ROOF LOAD,
4, THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROW
AND COLUMN IS THE oAPPLlED DOWNWARD ROOF PRESSUREo,
a, EXAMPLE:
b. GIVEN:
i. DL = 2 PSF
Ii. Lt = 10 PSF
iii. SL = 20 PSF
iv. WLoowNwARo = 10 PSF (IBC, 90 MPH EXP B)
c. SOLUTION:
i, THE "APPLIED DOWNWARD ROOF LOADO IS 22 PSF,
Applied Downward Roof Load
Applied Roof Loads (Maximum of Live and Snow Loads) - (pst)
Downward
Wind Load
(psI)
Live Loads Snow Loads
I
10 15 20 25 30 35 40 45 50 55, I
12 17 22 27 32 37 42 47 52 S7 ,I
1S 17 22 34 39 44 49 54 59 64 I
22 22 22 -37, 42 47 52 57 62 67.
28 28 28 41 I 45 50 S5 60 6S 70
35 35 35 47 I 50 53 58 63 68 73
41 41 41 54 I 56 S9 62 67 72 77
48 48 48 60 I 63 65 68 70 75 80
54 54 54 67 I 69 72 74 77 79 83
61 61 61 73 I 76 78 81 83 86 88
67 67 67 80 i 82 85 87 90 92 95
74 74 74 86 I 89 91 94 96 99 101
80 80 80 93 I 95 98 100 103 105 108
I 0
I 10
1'----15..)
I 20
2S
I 30
I 35
I 40
I 45
1 50
I S5
I 60
1. Assume Roof Dead Load of 2 psf
Applied Downward Roof Load
Applied Roof Loads (Maximum 01 Live and Snow Loads) - (pst)
Downward
Wind Load
(pst)
o
10
15
20
25
30
35
40
45
50
55
60
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WET' SIGNED DOCUMENT HAS
WET' SIGNED WITH BLUE INK EMBOSSED CORPORATE SEAL
Live Loads Snow Loads
10 15 20 25 30 35 40 45 50 55
15 20 25 30 35 40 45 50 55 60
18 20 25 37 42 47 52 57 62 67
25 25 2S 40 45 50 55 60 65 70
31 31 31 44 48 53 58 63 68 73
38 38 38 50 53 56 61 66 71 76
44 44 44 57 59 62 65 70 75 80
51 51 51 63 66 68 71 73 78 83
57 57 57 70 72 75 77 80 82 86
64 64 64 76 79 81 84 86 89 91
70 70 70 83 85 88 90 93 95 98
77 77 77 89 92 94 97 99 102 104
83 83 83 96 98 101 103 106 108 1111
1. Assume Roof Dead Load 01 5 psf
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UCENCES
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STEP 111- DETERMINE MAXIMUM PANEL SPAN
A, LOCATE APPROPRIATE TABLE FOR DESIRED PANEL AND SKIN
THICKNESS,
B, LOCATE APPROPRIATE ROW FOR THE APPLIED UPWARD ROOF
PRESSURE,
C. LOCATE THE APPROPRIATE COLUMN FOR THE APPLIED DOWNWARD
ROOF PRESSURE,
D. THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROW AND
COLUMN IS THE "ALLOWABLE PANEL SPANO,
en
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Applied Uplift
Wind Pressure
for Design
"
N
o
ci
100sf
150sf
200sf
250sf
300sf
350sf
400sf
450sf
500sf
550sf
"
N
o
ci
Applied Uplift
Wind Pressure
for Design
"
N
o
ci
100sf
150sf
200sf
250sf
300sf
350sf
400sf
450sf
50 os!
550sf
100sf
17.70
15,80
14AO
12.90
11.30
10.00
9.00
8.10
Allowable Span Table and Uplift Fastener SpacingI1)(2)(3)
3.0 inch. 0.024" . 1.5pcf EPS .0.024"
Aoolied Downward Pressure for Desian
Basic load Case
100sf
Patio live load
150sf 200sf' 250sf
16.70
16.30
14.50
12.70
10.80
9AO
8AO
7,50
6.80
14.50
12.70
10.80
9AO
8AO
7,50
6.80
13.10
12.70
10.80
9AO
8AO
7.50
6.80
12.10
10.80
9AO
8AO
7.50
6.80
300sf
20 osf I 25 osf , 30 osf
11.20
11.80
10.70
9AO
8AO
7.50
6.80
Snow load
35 osf 40 osf
9.90
9.20
16.10
15.80
14AO
12.90
11.30
10.00
9.00
8.10
10.80
9AO
8AO
7.50
6.80
10.80
9AO
8AO
7.50
6.80
9AO
8AO
7.50
6.80
8AO
7,50
6.80
Allowable Span Table and Uplift Fastener SpacingPK2K3)
3.5 inch. 0.024" .1.5pcf EPS - 0.024"
AODlied Downward Pressure for Desian
Basic load Case
18.40
Patio live load
15 osf 20 osf 25 osf
14.50
13.40
14.40
12.90
11.30
10.00
9.00
8.10
300sf
200sf
25 osf I 30 osf
12.50
13.30
12.20
11.30
Snow load
35 osf 40 osf
10,60
10.00
12.90 12.90
11.30 11.30 11.30 11.30
10.00 10.00 10.00 10.00 10.00 10.00
9.00 9.00 9.00 9.00 9.00 9.00 I '-9.00
8.10 8.10 8.10 8.:.!.2. 8.10 8.10 I 8.10
Allowable Span Table and Uplift .~~tener Spacing(1K2)(31
4.0 inch - 0.024" -1.5pcf EPS . 0.024"
AooUed Downward Pressure for Des Ian
Basic load Case
"
N
o
ci
Applied Uplift
Wind Pressure
for Design
"
N
o
ci
100sf
150sf
200sf
250sf
30 psf
350sf
400sf
45 psf
50 psf
55 psf
"
N
o
ci
Applied Uplift
Wind Pressure
for Design
"
N
o
ci
10psf
15 psf
200sf
250sf
300sf
350sf
400sf
450sf
500sf
55 psf
100sf
19.90
I 18.10
I 16.10
I 14.60
I 13.50
I 12.60
I 11.10
I 10.00
L 9,10
10 osf
23.00
21.80
19AO
17.60
16.30
15.20
14.30
13.50
12.90
Patio live lo",-i
150sf l 20 osf "~25 osf
17AO
16.10
14.60
13.50
12.60
11.10
10.00
9.10
15.70
14.40
300sf
13.50
12.60
11.10
10.00
9.10
200sf
250sf
30 osf
14.20
13.00
12.00
11.10
10.00
9.10
Snow load
35 osf 40 osf
11.20
10.50
14.60
13.50
12.60
11.10
10.00
9.10
13.50
12.60
11.10
10.00
9.10
13.50
12.60
11.10
10.00
9.10
12.60
11.10
10.00
9.10
11.10
10.00
9.10
10.00
9.10
Patio live Load
15 osf 20 osf 25 osf
23.00
21.80
19.40
17.60
16.30
15.20
14.30
13.50
12.90
Allowable Span Table and Uplift Fastener Spacing(1)(2)(3)
6.0 Inch - 0.024". 1.5ocf EPS . 0.024"
Aoolied D.ownward Pressure for Deslan
Basic load Case
20AO
18.40
19.40
17.60
16.30
15.20
14.30
13.50
12.90
17.60
16.30
15.20
14.30
13.50
12.90
300sf
16.90
16.30
15.20
14.30
13.50
12.90
200sf
250sf
18.20
16.40
17.60
16.30
15.20
14.30
13.50
12.90
16.30
15.20
14.30
13.50
12.90
30 osf
15.10
14.30
13.50
12.90
Snow load
35 osf 40 osf
14.00
13.10
13.50 I
12.90 I 12.90
8.70
8.40
7.50
6.80
450sf
450sf
8,2<)
7,50
6.80
500sf
9AO
9,00
8.10
450sf I 500sf
9.90 9.40
9.10 9.10
450sf
12.40
50 osf I 55 osf
11.80 11.30
50 osf
~ Spacing 01
i Fasteners
550sf
7.70
,-
5"
."
."
7.40 3-
3"
3"
3"
3"
6.80 3R,
7.50
6.80
Spacing of
Fasteners
550sf
9.00
,-
5"
."
."
8.60 3-
3"
3"
3"
3"
8.10 2"
8.10
I Spacing of
, Fasteners
550sf
9,00
,-
5"
."
.3"
3"
3"
3"
2"
2"
2"
Spacing of
Fasteners
,-
."
3"
3"
3"
2"
2"
2"
2"
2"
Notes:
(1) ROOF PANELS ARE INTENDED FOR USE WITH A PATIO ENCLOSURE
AS DEFINED IN APPENDIX CHAPTER 31 OF THE UNIFORM BUILDING
CODE, APPENDIX CHAPTER I OF THE INTERNATIONAL BUILDING
AND APPENDIX CHAPTER H OF THE INTERNATIONAl: RESIDENTIAL
CODE.
All SUPERIMPOSED lOADS PRESENTED ABOVE ARE UNIFORM
IN NATURE. CONSIDERATION SHAll BE GIVEN TO NON-UNIFORM
lOADS SUCH AS THOSE ASSOCIATED WITH SNOW BUILD-UP AND
AREAS OF DISCONTINUITY FOR WIND lOADS.
UNLESS OTHERWISE NOTED, THE MAXIMUM EAVE PROJECTION
OF THE ROOF SYSTEM IS 24-INCHES.
(2) PANEL SPANS ARE BASED ON A MAXIMUM TEMPERATURE
DIFFERENTIAL BETWEEN THE TWO PANEL SKINS OF 10 DEGREES
FAHRENHEIT.
(3) #14 SMS WITH 1.0. DIAMETER PLATE WASHER AND NEOPRENE INSERT.
lENGTH OF SCREW SHAll BE A MINIMUM OF l-l0NGER THAN THE
THICKNESS OF THE lRP. AllOY AND MINIMUM THICKNESS OF
HEADER SHAll BE 6063-T6 AND 0.062 INCHES, RESPECTrVEl Y.
(4) MINIMUM PANEL SLOPES ARE BASED ON PANEL DEFLECTION ONLY.
INCREASED SLOPES WIll BE REQUIRED WHERE PANEL.
ACCESSORIES, SUCH AS MULLIONS OR FLASHING. CAN INCREASE
PONDING CAUSED',BY IRREGULARITIES IN THE WATER FLOW PATH.
,
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STEP 111- (CONTINUED\
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Applied Uplift
Wind Prossure
for Design
100st
150st
200st
250st
300sf
350sf
400sf
450st
500sf
55 pst
Applied Uplift
Wind Pressuro
for Design
100sf
150sf
20 ost
250.sf
300st
35 os!
400sf
450sf
50 os!
55 pst
Applied Uplift
Wind Pressure
for Design
100sf
150st
200st
250sf
300st
350sf
400sf
450sf
500st
55 pst
Applied Uplift
Wind Pressure
for Design
100sf
15 csf
200sf
250st
300sf
35 csf
400sf
450sf
50 osf
550st
18.90
17.20
15.90
14.80
13.90
12.40
11.30
100sf
21.90
21.70
19.20
17.50
16.10
15.10
14.20
13.40
12.60
100sf
23.00
20.90
19.30
18.00
16.90
16.00
15.00
Allowable Span Table and Uplift Fastener Spacing(lJ(2JPI
3.0 inch. 0.032" . 1.50ef EPS . 0.032"
Aoolled Downward Pressure for Desian
Basic Load Case
100sf
Patio live Load
15 osf 20 osf 25 ost
18.30
18.30
17.10
15.60
14.40
13.40
12.60
11.30
10.30
16.00
15.60
14.40
13.40
12.60
11.30
10.30
14.40
13.40
12.60
11.30
10.30
13.20
12.60
11.30
10.30
30 osf
12.30
11.30
10.30
200sf 1(25-oS!- 30 osf
12.80
~ )10.80
Snow Load.
35 osf 40 ost
10.10
Allowable Span Table and Uplift Fastener Spacing(1JlZIIJJ
3.5 inch. O.03r . 1.5pef EPS .0.032"
Acclied Downward Pressure for Deslan
Basic Load Case
100sf
Patio live load
15 osf 20 osf 25 osf
20.SO
17.20
15.90
14.80
13.90
12.40
11.30
17.90
16.20
15.90
14.80
13.90
12.40
11.30
14.80
13.90
12.40
11.30
30 osf
14.90
12.40
11.30
13.90
12.60
11.30
10.30
11.30
10.30 10.30
Snov-Load
35 osf 40 osf
11.40
10.70
Patio live Load
15 osf ~ 200sf I 250st
19.10
17.50
16.10
15.10
14.20
13.40
12.60
200sf
250st I 300sf
11.30
Allowable Span Table and Uplift Fastener Spacingl1Jt2113J
4.0 Inch. 0.032". 1.5pef EP$. 0.032"
Acolled Downward Pressure for Deslan
Basic Load Case
17.30
15.90
300s1
14.80
14.20
13.40
12.60
200sf
15.50
15.10
14.20
13.40
12.60
14.50
13.20
12.20
Snoy Load
35 osf 40 osf
12.20
11.50
16.10
15.10
14.20
13.40
12.60
15.10
14.20
13.40
12.60
13.90
12.40
11.30
12.40
11.30 I
11.30 I
Allowable Span Table and Uplift Fastener Spacingl11(2)(3J
6.0 inch. 0.032" . 1.5pef EPS .0.032"
Aoolied Downward Pressure for Desian
Basic Load Case
Patio live Load
15 osf 20 osf 25 osf
23.00
20.90
19.30
18.00
16.90
16.00
15.00
22.70
20.90
20.90
19.30
18.00
16.90
16.00
15.00
19.30
18.00
16.90
16.00
15.00
30 csf
19.50
19.30
18.00
16.90
16.00
15.00
200sf
20.40
19.30
18.00
16.90
16.00
15.00
250sf
300st
14.20
13.10
13.40
12.60
12.60
250st I 300sf
18.60
17.20
18.00
16.90
16.00
15.00
16.90
16.00
15.00
Snow Load
350sf 400sf
16.10
15.10
16.00
15.00 I 15.00
9,50
450sf
450sf
10.90
450sf
14.20
4.<i o::;f
8.90
so osl
10.20
500s1
10.30
SOosf
13.50
~0~~
8.50
9,6<)
55os1
Spacin901
Fasteners
.<i!'i osl
8.10
7"
5"
4"
3"
3"
3'
2'
2"
r
2"
Spacing of
Fasteners
550st
9.20
7"
4'
3"
3-
3"
2"
2"
r
2"
2"
Spacing 01
Fasteners
9.80
7"
4"
3"
3"
3"
2"
2"
2"
2"
2"
1 ,
JSpaclng 01
j Fasteners
550st I
I
12.80
7"
4'
3"
3'
2'
2'
2"
r
r
2-
Notes:
(1) ROOF PANELS ARE INTENDED FOR USE WITH A PATIO ENCLOSURE
AS DEFINED IN APPENDIX CHAPTER 31 OF THE UNIFORM BUILDING
CODE, APPENDIX CHAPTER I OF THE INTERNATIONAL BUILDING
AND APPENDIX CHAPTER H OF THE INTERNATIONAL RESIDENTIAL
CODE.
- AlL SUPERIMPOSED LOADS PRESENTED ABOVE ARE UNIFORM
IN NATURE. CONSIDERATION SHALL BE GIVEN TO NON.UNIFORM
LOADS SUCH AS THOSE ASSOCIATED WITH SNOW BUILD.UP AND
AREAS OF DISCONTINUITY FOR WINO LOADS.
UNLESS OTHERWISE NOTED, THE MAXIMUM EAVE PROJECTION
OF THE ROOF SYSTEM IS 24.INCHES.
(2) PANEL SPANS ARE BASED ON A MAXIMUM TEMPERATURE
DIFFERENTIAL BETWEEN THE TWO PANEL SKINS OF 10 DEGREES
FAHRENHEIT.
(3) #14 SMS WITH 1.0. DIAMETER PLATE WASHER AND NEOPRENE INSERT.
LENGTH OF SCREW SHALL BE A MINIMUM OF 1. LONGER THAN THE
THICKNESS OF THE LRP. ALLOY AND MINIMUM THICKNESS OF
HEADER SHAlL BE 6063- T6 AND 0.062 INCHES, RESPECTNEL Y.
(4) MINIMUM PANEL SLOPES ARE BASED ON PANEL DEFLECTION ONLY.
INCREASED SLOPES WilL BE REQUIRED WHERE PANEL
ACCESSORIES, SUCH AS MULLIONS OR FlASHING, CAN INCREASE
PONDING CAUSED BY IRREGULARITIES IN THE WATER FLOW PATH.
WET SIGNED WITH 8LUE INK
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STEP IV - DETERMINE ALLOWABLE WIDTH TO PROJECTION RATIQ
~TEP VI - DETERMINE ALLOWABLE GABLE BEAM SPAN.
A,
DETERMINE THE APPLIED WIND LOAD
1, SELECT APPROPRIATE TABLE BASED ON GOVERNING CODE. USE
ASCE 7 FOR FBC.
A. LOCATE APPROPRIATE TABLE FOR GOVERNING CODE. USE ASCE 7-02
FOR FBC.
B. LOCATE APPROPRIATE COLUMN FOR BASIC WIND SPEED,
C, LOCATE APPROPRIATE ROW FOR WIND EXPOSURE,
0, THE NUMBER AT THE INTERSECTION OF THE COLUMN AND ROW IS THE
MINIMUM ALLOWABLE ROOF WIDTH TO ROOM PROJECTION RATIO,
EXAMPLE:
GIVEN:
IBC,
BASIC WIND SPEED = 90 MPH
EXPOSURE C
SOLUTION:
MINIMUM WIDTH TO PROJECTION RATIO = 1,50
THEREFORE, AN ENCLOSURE WITH A ROOM PROJECTION
OF 10 FEET SHALL HAVE A MINIMUM ROOF WIDTH OF 15
FEET,
UBC Allowable Width to Projection Ratios
Exposure I Basic Wind Speed(l/ (MPH)
70 80 90 I 100 I 110 120 130
B, C& 0 I 1,00 1,50 1.50 1,50 1,75 2,00 2.25
IBC,IRC and ASCE 7-02 Allow, Width to Proj, Ratios
I Exposure I Basic Wind 5 Jeed(1! (MPH)
85 90 100 110 120 I 130 140 140
I B I l,SO 1,50 1.50 1,50 1,75 1,75 2.00 2,25
I C I 1,50 1,50 1.50 1,75 2.00 ( 2,00 2,25 2,25
0 I 1.S0 1.50 1.75 2.00 2,25 ( 2.25 2,25 2.50
STEP V - DETERMINE FASTENERS FOR ATTACHMENT RAIL
A, LOCATE APPROPRIATE COLUMN FOR TYPE OF CONSTRUCTION
MATERIAL USED FOR EXISTING STRUCTURE,
B, LOCATE APPROPRIATE ROW FOR APPLIED ROOF LOAD,
C, INTERSECTION OF APPROPRIATE ROW AND COLUMN INDICATES THE
FASTENER REQUIREMENTS FOR CONNECTING THE ATTACHMENT RAIL
TO THE EXISTING STRUCTURE.
FASTENERS FOR CONNECTING ATTACHMENT RAIL TO EXISTING STRUCTURE
Applied
Roof Load
(pst)
Stud Wall
Sp Gr = 0.049 or greater
Concrete
Less than or Two 5/166 Diam Lag Screws@ 16" oc.
Equal to 25 2.5" min. embed into solid wood.
Two 3/8" Diam Hilti KB II
@18"oc.
2 1/2" min embed.
Less than or Two 5/16" Diam Lag Screws@ 12" oc.
Equal to 40 2.5" min. embed into solid wood.
Two 3/8" Diam Hilti KB II
@12"oc,
2 112" min embed.
Allowable Span for GabIE, Beam (feet)
I AooHed Roof L:oad (ost) - Maximum of Uoward and Downward Loads
Panel I I I I I
Span 10 15 20 25 30 35 40 45 50 55 80
7 28,0 23,5 I 21.8 20.7 19,7 18.4 17,2 16,2 I 15.4 14,8 14,0
9 24.4 22,0 I 20,5 19.1 17,5 I 16,2 I 15.1 14,3 I 13.5 12.9 12.4
11 23,2 21,0 19.4 17,3 15.8 I 14.6 I 13,7 12,9 i -
12.2 11,7 11,2
13 22,2 I 20,1 I 17,8 15,9 14,5 I 13,5 I 12.6 I I -
11,9 11.3 10.7 10,3
15 21,5 i 19,1 I 16,6 14.8 13,5 I 12.5 I 11.7 I ( -
11,1 10,5 10,0 9,6
17 20,8 I 18,0 ( 15.6 13,9 12,7 ( 11.8 I 11,0 ( 10.4 i 9.9 9.4 9.0
19 20,2 I 17,0 I 14.7 13,2 12.0 I 11,1 I 10.4 I 9,8 I 9,3 8,9 8,5
21 19,7 I 16.2 I 14,0 12.5 11,4 I 10,6 I 9.9 I 9.3 I 8,9 8,5 8,1
23 18,9 I 15.5 I 13.4 12,0 10,9 ( 10,1 i 9,5 I 8,9 ( 8,5 8,1 7.7
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2, LOCATE APPROPRIATE COLUMN FOR BASIC WIND SPEED,
3, LOCATE APPROPRIATE SECTION FOR WIND EXPOSURE.
4, THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROW
AND COLUMN IS THE APPLIED WIND LOAD TO THE ROOF (MWFRS),
1997 UBe . "Applied" Vertical Wind Loads
I Exposure I Component I Direction ofj Basic Wind Speed(l/ fMPHt
Load I 70 I 80 .90 I 100 110 120 130
I B, C or 0 I Roof System I Uoward'" I 10 13 15 I 19 23 27 32
(DownwardlOIO 010 000
IBC, IRCand ASCE 7 - "Applied" Vertical Wind Loads
C t Direction of! Basic Wind Speed (MPH)(3) (4)
Exposure omponen
Load 85 90 100 110 120 I 130 1140
B R f S t Uoward 14 16 20 21 25 I 29 34
00 ys em
I Downward 0 0 0 0 0 I 0 I 0
C I Roof System ( Uoward I 17 19 24 26 30 I 36 ( 41
I Downward I 0 0 0001010
'I 0 I R f S t I Uoward I 21 23 29 31 37 43 50
00 ysemlDownwardl 0 0 0 0 0 0 0
B,
LOCATE APPROPRIATE COLUMN FOR APPLIED ROOF LOAD. USE THE
GREATER OF THE APPLIED DOWNWARD LOAD AND THE APPLIED
UPWARD LOAD, FOR WIND UPLIFT LOAD, USE VALUES FROM STEP VI
ON SHEET E30,7,
LOCATE APPROPRIATE ROW FOR TRIBUTARY WIDTH TO BEAM,
INTERSECTION OF APPROPRIATE ROW AND COLUMN INDICATES THE
ALLOWABLE SPAN, IN FEET, FOR n-iE GABLE ROOF BEAM,
C,
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STEP VII - DETERMINE REQUIRED FOOTING SIZE FOR GABLE BEAr.'!
SUPPORT
A. LOCATE APPROPRIATE COLUMN FOR APPLIED ROOF LOAD, USE THE
GREATER OF THE APPLIED DOWNWARD LOAD AND THE APPLIED
. UPWARD LOAD, FOR WIND UPLIFT LOAD, USE VALUES FROM STEP VI
ON SHEET E30-7, '
B, LOCATE APPROPRIATE ROW FOR TRIBUTARY WIDTH TO BEAM,
C. INTERSECTION OF APPROPRIATE ROW AND COLUMN INDICATES THE
REQUIRED FOOT SIZE "B" AS SHOWN IN DETAIL B I LRP-2,
,~equired Size of Square Footing for Gable Beam Support (inches)
Panel I Aoolied Roof Load (ost) - Maximum of Upward and Downward Loads
Span I 10 15 20 25 30 35 I 40 I 45 , 50 55 60
7 24 30 30 30 36 36 36 36 36 42 42
9 .24 30 30 36 36 36 42 42 42 42 42
11 30 30 36 36 36 42 42 42 42 42 48
13 30 36 36 36 42 42 42 42 42 48 48
15 30 36 36 42 42 42 42 48 48 48 48
17 30 36 36 42 42 42 48 48 48 48 48
19 36 36 42 42 42 48 48 48 48 48 54
21 36 36 42 42 42 48 48 48 48 54 54
23 36 36 42 42 48 48 48 48 54 54 54
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