HomeMy WebLinkAboutSUBMITTED PAPERS_2INSPECTION GUIDE FOR POOL ENCLOSURES ' LEGEND
1. Check the building permit for the following: Yes No This engineering is a portion of the Aluminum Structures Design Manual ('ASDM') developed and owned by Bennett Engineering Group, Inc. d
a. Permit card &address . ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these m W
b. Approved drawings and addendums as required . . . . . . . . . . . . . . . — ry P eq
- C. Plot plan or survey . • . . . . . . . . . . . . . . . . . . . . — materials.
d. Notice of commencement . . . . . . . . . . . . . . . . . . . . — 1. Contractor represents and warrants the Contractor. w
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2. Check the approved site specific drawings or shop drawings against the "AS o
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BUILT" structure for. Yes No 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM;
a. Structures length, projection, plan & height as shown on the plans. . . . . . . . — 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; O N
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b. Beam size, span, spacing & stitching screws . . . . . . . _ _ _ - - . — Z
c. Purlin size, span & spacing . . . . . . . . . . . . . _ _ .. . .. . - — 11.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such y r o
d. Upright size, height, spacing & stitching screws . . . . . . . . . . . . . . — agreement
e. Chair rail size, length & spacing . . . . . . . . . . . . . . . . . . . . • —
1.4. Will not alter, amend, or obscure an notice on the ASDM; -
f. Eve rail size, length, spacing &stitching of 1' x 2" to 2" x 2'. _ . — y Z
g. Enclosure roof diagonal bracing is installed snug . . . . . . . . . . . . . . — 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use - m
h. Wall cables or'IC bracing'are installed snug . . . . . . . . . . . . . . . . — m o
of the plans and the calculations in the ASDM; vi
i. Kneebraces are properly installed m a o
3. Check load bearing uprights for the following: Yes No 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other = o 0
a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . • . . — — �. than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's m uai
b. Correct number, size & spacing of fasteners to upright . . . . . . . . . . • . — —
c. Correct number, size & spacing of fasteners of angle to deck and sole plate . _ . — copyright and
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d. Upright is anchored to deck through brick pavers then anchors shall go through 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 3 0
pavers into concrete ._ Z.. _DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided 'as is' and "as available." Bennett hereby 8 g
4. Check the load bearing beam to upright for
a. -Upright to beam connection and i or splices have correct number & spacing of Yes No expressly disclaims all warranties of merchantability, fitness for a paficulac.purpose, and non -infringement In particular, Bennettits officers,
screws . , - - - - - - - - - - - - - - - - . — J
employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements ?
b. Overlap beam to upright or gusset plate . _ - Z
or that the ASDM is free from error.
c. If angle brackets are used is framing check for correct thickness and size &number Z
of fasteners . . _ . . . . i.. . . . . . . . . . . . . . . . . . . 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to Contractor's use of Q
5. Check load bearing beam to host structure and l or gutter for. Yes No i 0 W 0
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . — — the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Z 0 W
b. Size, number &spacing of anchors of beam to receiver . . . . . . . . . . . . — Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising ®� Z Cl) W Q O)
c. Size, number &spacing of anchors of receiver to host structure of gutter . . — from or in anyway to, Contractor's use of the ASDM, even if Bennett has been advised of the possibility of such damages. / )
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d. Correct wall
of gutters to hostslructure . 4. INDEMNIFICATION. Contractor agrees to indemnify defend, and hold Bennett harmless, from and against any action brought against Bennett, W Z r 6. Check the wall cables: Yes No BUILDING DIVISION 0 U) ` 0 �
a. Location & number . . . . . . . . . . . . . . . . . . . . . . .... . . — by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, �g Cs U) Q WD _) co b. Top bracket size and fasteners . . . . . . . . . . . . . . . . . . . . . . — debt, or liability; including reasonable attorneys' fees, to the the extent that such action is based u r D r. Eye bolts are welded . . . . . . . . . . . . _ . . . . . — —
d. Bottom strap to concrete•connection . . . . . . . . . . . . . . . . . . . — pon, or in any way related to, Contractors use VOI� .a _ L NOR W 0LLJ ? 0 W
of the ASDM.
7. Check wall 'IV bracing (if required): Yes No I� I � D 0 W (7 m
I�/� F Q L)J.
a. Location & size . . . . . . . . . . . . . . . . . . . . . . . . . . . — CONTRACTOR NAME �t�(. ,9 `j�j2e4i'jtj / �� C) Z O 0 J
b. Angle, gusset or clip size & number . . . . . . . . . . . . . . . . . — - DATIVE. 0 W d
c. Number & size of fasteners . _ _ z W }- Oa
�+ PI.�d104� rI12 E 'sMii k F- IX U ,J 0
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8. Check electrical ground: Yes No 0- 55 ,'' `�a :
CONTRACTOR LICENSE NUMBER- (iSlr "L'L`%� 1
a. Properly completed . . . . . . . . . . . . . . . . . . . . . . . . . — mIu `I` M1 KrrNPT ON dom O� U) d I, d)
b. Angle, gusset or clip size & number . - . — �® �6 � w (n CD O
c. Number & size of fasteners . - COURSE # 0002299 ATTENDANCE DATE: IZ.'Cj �'= "4 - = Z O
9. Check the doors on pool enclosures: Yes No O Z N N
a. Door handle @ 54" from the deck . . . . . . . . . . . . . . . . . . . oLL
CONTRACTOR SIGNATURE:
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BUILDING DEPARTMENT w 4
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CONTRACTOR INFORMATION AND COURSE #0002299 NDAN ATE HAS BEEN VERIFIED: (INITIAL) z
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THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA
BUILDING CODE 2007 EDITION W12009 SUPPLEMENTS.
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JOB NAME
ADDRESS. t�SO(a 3t V- A&CLEP&
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DRAWING FOR ONE PERMIT ONLY 2009 OF 21
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DESIGN CHECK LIST FOR POOL ENCLOSURES
I. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code with 2009
Supplements, Chapter 20. ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
.B' or'C' or'D' Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and
higher; Negative I.P.C. 0.00;11 MPH Wind Zone for 3 second wind gust; Basic Wind Pressure (1
Design pressures are i PSF for roofs & Z( PSF for walls. (see page &for wind loads and design
pressures) A 300 PLF point load is also considered for screen roof members.
Notes: Wind velocity zones and exposure category is determined by local code. Design pressures and
conversion multipliers are on page 3.
ll. Host Structure Adequacy Statement
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid.
F+Oi/LV OIN411L TG1Q.6LiNS r l . Phone: 3 (3- U-1 o
Contractor lhorized Rep* Name (please print)
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Date:
C/n. tractor / Authonzed Rep' Signature
h!j-0TW Q-761. I�)2 C� )=AKd
Job Name & Address
' Must have attended Engineer's Continuing Education Class within the past two years.
Note: If the total of beam span & upright height exceeds 50' or upright height exceeds
16', site specific engineering is required.
III. Building Permit Application Package contains the following: Yes No
A. Project name & address on plans . . . . . . . . . . . . . . . . ..--
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . _
C. Contractor's / Designer's name, address, phone number, & signature on plans
D.-Site exposure formcomp!pted-
,,
E. Enclosure layout drawin @ 1/ or 1/10" scale with the following:. . . . . . .
1. Plan view with host structure, enclosure length, projection from host structure, ..
and all dimensions
2. Front and side elevation views with all dimensions & heights . . . . . . . . _
Note:
All mansard wall drawings shall include mansard panel at the top of the wall.
3. Beam location (show in plan & elevation view) & size . . . . . . . . . . . _
(Table 1.1 & 1.6)
Roof frame member allowable span conversions from 120 MPH wind zone,
"B" Exposure to MPH wind zone and / or VC"C" or_"D" Exposure for load
width of1.4'1`.
Note: Conversion factors do not apply to members subject to point load (P).
Look up span in appropriate 120 MPH span table and apply the following formula:
" SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE
1
2LVO/-%(bord)= 7A•� r
t _ EXPOSURE MULTIPLIER
(see this page 3)
4. Upright location (show in plan & elevation view) & size . . . . . . . . . .
(Table 1.3 & 1.6)
5. Chair rail & girt size, length, & spacing . . . . . . . . . . . . . . . . .
(Table 1.4)
6. Eave rail size, length, spacing and stitching of . . . . . . . . . . . . . . ✓
(Table 12)
Wall frame member allowable span conversions from 12 MPH wind zone, "B" Exposure to
MPH wind zone and / or �C" or _"D" Exposure for load width of"?- `m)
Look up span in appropriate 120 MPH span table and apply the following formula:
SPAN REQUIRED ---I REQUIRED SPAN NEEDED IN TABLE
a 1
PAI / .�� (bord)=1o•3G
EXPOSURE MULTIPLIER
(see this page 3)
Yes No
7. Enclosure roof diagonal bracing in plan view. . . • • • • • • • . • • / -
8. Knee braces length, location, & size . . . . . . . . . . . . . . . . . .
(Table 1.7)
9. Wall cables or K,bracing sizes shown in wall views . . . . . . . . . . . . _
IV. Highlight details from the Aluminum Structures Design Manual:
A. Beam & purlin tables with size, thickness, spacing, & spans / lengths _
(Tables 1.1 & 1.2 or 1.9.1 & 1.9.2)
B. Upright & girt tables with size, thickness, spacing, & spans / lengths . . . . . . .
(Tables 1.3 & 1.4)
C. Table 1.6 with beam & upright combination . . . . . . . . . . . . . . . . .
D. Connection details to be use such as:
1. Beam to upright .
2. Beam to wall . . . . . . . . . . . . . . . . . . . . . . .
3. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . . . . ✓
4. Chair rail, purlins, & knee braces . . . . . . . . . . . . . . . . . . .
5. Extruded gutter connections . . . . . . . . . . . . . . . . . . .
6. Angle to deck and / or sole plate . . . . . . . . . . . . . . . . . `J _
7. Anchors go through pavers into concrete . Yes N� f-W2� _ . _ R
S. Minim u g and / or knee wall details . ✓ _
9.. Cabl or K- lira etails Section 1 . . . . . . . . . . . . . . . . . . . '� H
calculations for cables:
W = wall width, H = wall height, R = rise- W 1--
W 1 = width @ top of mansard, W2 = width @ top of wall
E. Select footing from examples in manual. Example 4: Mansard Roof
F. To calculate the number of cables needed. Front wall @ eave: -ft x 8. _ _ft' @ 100% _
Example 1: Flat Roof W H a • • • ' ' ' . '
Front mansard rise: -ft. x 1/2L_ft. + ft) - ft? @ 100% _
Front wall @eave: R x R = _R2 @ 100% _ �� :, R W 1 W2 b
W H a �- Largest side wall: Wft. x H = G ft = @ 50°
Largest side wall: ft. x ft = R2 @ 5 % = ft ,
W H b Largest side mansard rise: R . x7cable
ft + W2) = d
Total area / (233 ft.' / cable for 3/32") =-"cable irs TOTAL = . ft?
or
Total area / (233 R° /cable for 3l32") pairs TOTAL =
Total area / (445 R2 /cable for 1/8" cable pairs or / -
Total area / (445 fL2 / cable for 1 ) =-cable pairs
Side wall cablecalculafion: n.2@i00%= 2
b ft' Side wall cable calculation: fL2 + 8? = R? @ 100% _
Side wall area / (233 ft.2 cable for 3/32")=-cable(s) c . d
or Side wall areal (233 fL2 cable for 3132")=-cable(s)
Side wall area / (445 ? / cable for 1/8 ) =-cables) or
Side wall area / (445 2 / cable for 1/8)=-cable(s)
1
R
H �-HOST
FRONT
SIDE
Example 2: Gable Roof WALL
WALL •
�/
Front wall @eave: -ft. x R == 2�O- 100%
WH ...........
Front gable rise: _ft. x 1/2L_ft.) =
ft2 @ 100% =
ft.2
R W
b
Largest side wall: -ft. x =-R2
@ 50% =
ft.2
W c
Largest side gable rise: R
= R2 @ 50%
W
d
Total area / (233 ft?! cab for 3/32") ----cable
pairs TOTAL =
ft.2
or
Total area / (445 ft 2 / able for 1/8") =-cable
pairs
Side wall cable cal ulation: -fL2 +-R2
= R2 @ 100% =
ft.2
c
d
Side wall area / 233 V / cable for 3/32") =-cable(s)
or
Side wall area / 45 ft.2 / cable for 1/8") =-cables)
R x W R Rx(1/2)W
yr H r;J
Hosr
FRONT SIDE
WALL WALL
Example 3: Transverse Gable Roof
Front wall @ eave: ft. R = 2
x @ 100% _ .
W H a
fL2
Front gable rise: _ft x ft. = fL2 @ 100% =
R2
R W b
Largest side wall: ft. x - H? @ 50% _ • •
ft.2
W c
Largest side gable rise: . x 1/2 L_ft.) = ft? @ 50% = . ,
fL2
W d
=
Total area / (233 ft? / c e for 3/32") _ - TOTAL cable pairs
_fL2
or
Total area / (445 fL2 cable for 1/8) = -cable pairs
Side wall cable culation: R2 + ft2 = R2 @ 100%
ft.2
c d
Side wall area / (233 ft! / cable for 3/32") = _cable(s)
or
Side wall area / (445 fL2 / cable for V8") = _cables)
Example 5. Dome Roof'
Front dome wall @ eave:
WH a .......
Front dome rise: R . x 1/2L fL) = b 2 @ 100%
W_
Largest side wall: ft. x = 2 @ 50%W H Rc
Largest side dome rise: -ft. x R = fL2 @ 50% _
R W d
Total area / (233 f[.2 / cable for 3/32 _cable pairs TOTAL = .
or
Total area / (445 tt.2 / cable for 8 _ _cable pairs
Side wall cable calculatio . ft? + ft? = R2 @ 100% _
cd
Side wall area / (23 2 / cable f3132") _ _cable(s)
or
Side wall area / 445 ft.2 / cable for 1/8") =-
cables)
ft2
ft2
ft2
fL2
ft?
R.2
fL2
ft.2
ft.2
ft.2
fL2
ft?
Example 6: K-Bracing
K-bracing shall be used for all wind zones of 130 MPH and higher.
1) The following shall apply to the installation of K-BRACING as additional bracing to diagonal wind bracing for
pool enclosures:
a) FRONT WALL K-BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALLAREA
TOTAL WALL AREA = 100% OF FRONT WALL+ 50% OF ONE SIDE WALL
EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. FL
SIDE WALLAREA @ 50% (8' x 2(Y) = 80 Sq. FL
TOTAL WALL AREA = 336 Sq. Ft
800 SF > 336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED.
b) SIDE WALL K-BRACING -ONE SET FOR 233 SF TO 800 SF OF WALL
c) To calculate the required pair of kbracing for free standing pool enclosures use 100% of each wall
area & 50% of the area of one adjacent wall.
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GENERAL NOTES AND SPECIFICATIONS
1. The following structures are designed to be married to site built block or wood frame DCA approved
modular structures of adequate structural capacity. The contractor/ home owner shall verify that the
host structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the owner or Contractor has a question about the host structure, the owner (at his own expense) shall
hire an architect, engineer, or a certified home inspection company to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum combined span and upright
height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site
specific engineering.
4. Spans are for enclosures with mean roof heights less than 30'. For greater heights, site specific is
required.
5. Connections to fascia shall be limited to overhangs shown in table 1.11 or less unless site specific
engineering is provided.
6. The proper structural name for a chair rail or top rail of an enclosure is a girt Thus the terminology shall
be interchangeable.
7. Screws that penetrate the water channel of the super gutter shall have ends clipped off for safety of
cleaning gutter and the heads of screws through the gutter into the fascia shall be caulked.
a. Span tables and attachment details for composite panels are in the solid roof panel products section.
9. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head.
10. An additional super gutter strap or ferrule is required to be located near the midpoint of the beam
spacing.Straps shall be attached to each truss / rafter tail when a 2" sub -fascia does not exist. Straps at
the beam are not required when straps are placed @ each truss / rafter tail and spacing of straps does
not exceed 2'-0".
11. Super or extruded gutter details are applicable to all widths of super or extruded gutters, and gutters
may be substituted. Gutter straps and/or ferrules shall be the width of the inside and outside of the
super or extruded gutter respectively. The center of the knee braces shall not be more than 6' above the
top of the super or extruded gutter.
12. If the sub -fascia is 3/4", and the sub -fascia is in good repair, a 314" P.T.P. strip the width of the fascia
may be added to the existing sub -fascia by attaching the plywood with (2)16d x 3' common nails or (2)
#8 x 3" screws. This gives the equivalent of a 2" fascia.
13. Spans may be interpolated between values but not extrapolated outside values.
14. -All 2"X 4-and larger pudins shall have an internal or external angle clip or screw boss to fasten -the
bottom of the purlin to the beam.
15. Load width and / or panel spacing used in determining spans / heights is measured from center to
center of the members.
EXAMPLE:
Screen panel A is 6' center to center. Screen panel B is T center to center. The load width of the
frame member between panel A and B is (672 + T/2) = 6.6 or 6'-6".
The. distance, spacing or load width is not measured between frame members as that would reduce it
by .2" to the load width if figured that way.
3fi. ';Definition, standards and specifications can be viewed online at www.lebpe.com.
IT Moment connections and moment tables cannot be used in solid roof/ screen roof combination
enclosures or any connection that requires a knee brace such as in a dome roof.
18..All.aluminurn extrusi6ns shall meet the strength requirements of ASTM B221 after powder coating.
T9. Othershapes than those shown in Section 8 with State Product Approvals may be used with the details
of this section so long as the shapes are compatible with the details.
20. ,All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied.
:,Example: 6063-T6 after heat treatment and paint process.
.21_. -Aluminum metals that will come "in contact with ferrous metal surfaces or concrete ]masonry products or
.pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of
'heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats
of. aluminum house paint and the joints sealed with a good quality caulking compound. The protective
:materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or
Corobound Cold Galvanizing Primer and Finisher.
22. All fasteners or aluminum parts shall be corrosion resistant, such as non magnetic stainless steel grade
304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that
are warranted as corrosion resistant shall be used; Unprotected steel fasteners shall not be used.
23. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of
non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with
aluminum by the Aluminum Associaton and should not be used.
24. Any project covering a pool with a salt water chlorination disinfection system shall use the above
recommended fasteners. This is not limited to base anchoring systems but includes all connection types.
SECTION 1 DESIGN STATEMENT
The structures designed for Section 1 are framing systems with screen roofs & walls and loads have
been determined by wind tunnel test that include any negative internal pressure coefficient Since these
structures are open, the negative internal pressure coefficient is considered to be 0.00. The design
loads used are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads
assume a mean roof height of less than 30; roof slope of 0" to 20'; 1= 0.87 for 100 MPH and 0.77 for
110 or higher. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table
are in PSF (#/SF). All framing components are considered to be 6063-T6 alloy.
GENERAL NOTES AND SPECIFICATIONS FOR SECTION 1 TABLES
SECTION 1 Uniform Loads for Structures with Screen Roof & Walls
Wind Velocity
(m•p•h•)
Basic Wind
Pressure
ps.f.
Exposure'B'
Fxposure"C'
Roofs
.s.f.
Windward
Walls ps.f.
Leeward
Walls (p.s.f.
Roofs
.a.f.
Windward
Walla (p.s.f.
Leeward
Walls (p•s.f.
100
13
3
12
10
5
17
13
110
14
4
13
9
5
18
14
Z12DV
OLP(71"'
4
15
13
'i67"
sZL_'ec;_
17
123
18
4.3
15.9
13.3
6.3
222
17.6
130
20
5
18
14
7
25
19
1401 & 2
23
6
1 21
15
8
29
23
150
26
7
24
18
9
33
27
Loads per table 2002.4
Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load.
Conversion Table 1A
Wind Zone Conversion Factors for Screen Roof or Wall Frame Members
From 120 MPH Wind Zone to Others; Exposure W
Roofs Wan.
Wind Zone
MPH
I Applied
I Load #/ SF
Conversion
Factor
Applied
Load N SF
Converelon
Factor
100
1 3
1.15
12
1.12
110
4
1.00
13
1.07
120
4
1.00
15
1.00
123
4.3
0.96
15.9
0.97
130
5
0.89
18
0.91
1401 & 2
6
N.
21
0.85
150
7
0.7E
24
0.79
Note:
Multipliers are for wall loads only.
Multipliers only apply to members when spans / heights are controlled by wind pressure, not by
point load.
Conversion Table 1 B
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Elxoosurs "B" to "C- Ev....-...., "c-
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier
Load -
Conversion
Factor
V Span Multiplier
Bending Deflection
Bending
Deflection
0 -15'
1.21
0.91
0.94
-1.47
0.83
1 0.88
9O: _20•
1.29
Y088
'D'92 et
1.64
0.81
6.87
20' - 25'
1.34
0.06
0.91
1.60
0.79
0.86
25'-30-
1.40
0.85
0.89
1.66
0.78
0.85
30' , 40'
1.37
0.85
0.90
1.61
0.79 1
0.85
- Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load_
Conversion Example (Convert span for Exposure "B" to "C"):
If max span Sound from spantables for Exposure "B"=-31'-11" = 31.97
and the mean roof height of the structure is D-15' then multiply span by 0.91
the span for Exposure "C' is 31.97 " 0.91 = 29.05' = 29-l'
SITE EXPOSURE EVALUATION FORM
�-- -- -- -- --- --- --- --- --- ---
-'-
I I
I I
QUADRANTI
600• EXPOSURE
I I
_7_
sow
QUADRANT IV i low I I
EXPOSURE C I ao'
100' 1o0'
atr QUADRANT1111
100, ( EXPOSURE
600'.--
i �c I
I I
QUADRANT III
EXPOSURE Bow I
I I
� I
I I
L-•--•--•--•--•--•---•-----•--.J
NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK ITAS'B','C', OR'D'
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE
EXPOSURE C: Open terrain vrih scattered obstructions, including surface undulaltions or other
irregularities, having heights generally less than 30 feet extending more than 1,500 feet
from the building site in any quadrant
1. Any building located within Exposure B-type terrain where the building is within 100 feet
horizontally in any direction of open areas of Exposure C-type terrain that extends more
than 600 feet and width greater than 150 f .
2. No short term changes in V, 2 years before site evaluation and build out within 3 years,
site will be'b'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater
than 1,500 feet
4. Open terrain for more than 1,50 feet in anyy quadrantr� l
SITE IS EXPOSURE: EVALUATED BY: P�� + ' 0VL&'" 1 \ t DATE: °' � J
LICENSE #: _Ml'011
SIDE WALL MEMBER
SCREEN (TYP.) I Vy CABLE CONNECTION
I l �- (SEE DETAILS SECTION 1)
HOST STRUCTURE
U_ GIRT
1' x 2" (fYP.)
GRADE
K-BRACING (OPTIONAL) CABLE CONNECTION
(SEE DETAILS SECTION 1)
TYPICAL FLAT ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE -�
K-BRACING (OPTIONAL)
SIZE MEMBERS PER
APPROPRIATE TABLES
TYPICAL FLAT ROOF - ISOMETRIC
SCALE: N.T.S.
SIDE WALLS AND FRAMING
SIZES
(TABLES 1.3, 1.4 & 1.6)
ALUMINUM BEAMS
(TABLE 1.1 OR 1.8)
PURLIN
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
GIRT (TYP.)
CABLE BRACING
TYPICAL NOMENCLATURE FOR SCREENED ENCLOSURES:
H- MAXIMUM UPRIGHT HEIGHTS
L- MAXIMUM BEAM SPAN WITHOUT KNEE BRACE.
(ADD HORIZONTAL LENGTH OF KNEE BRACE TO SPAN FROM TABLES)
SW- SIDE WALLS CAN BE FRAMED WITHOUT TOP BEAM AND CAN BE SMALLEST
EXTRUSIONS ALLOWED BY SPAN TABLES
W- SCREEN PANEL SPACING
CONNECTION DETAILS AND NOTES ARE FOUND IN SUBSEQUENT PAGES.
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SEE TABLES
1.3, 1.4 & 1.6
PURLINS (TYP.)
SIDE WALL MEMBER
CABLE CONNECTION
(SEE DETAILS SECTION 1)
GIRT
M;7_lU:1
K-BRACING REQUIRED FOR 120
MPH EXPOSURE C OR HIGHER CABLE CONNECTION
GIRT (TYP.) (SEE DETAILS SECTION 1)'
SCREEN (TYP.)
NOTE: USE H2 FOR CABLE AREA CALCULATION
TYPICAL MANSARD ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE - I
SCREEN (TYP.)
K-BRACING REQUIRED FOR 120 MPH
EXPOSURE C OR HIGHER
-- -- -- -- - - - -FRONT- WALL- ALUMINUM -
COLUMNS
(TABLES 1.3, 1.4 & 1.6)
GIRT (TYP.)
1- x 2(TYP.)
ALUMINUM BEAM
(SEE TABLE 1.1 OR 1.9.1)
SIDE WALL FRAME
(TABLES 1.3, 1.4 & 1.6)
PURLINS (TYP.)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
(TABLE 1.1 OR 1.8)
H GIRT (TYP.)
(SEE TABLE 1.3) 1" x 2" (TYP.)
L_ GRADE
CABLE CONNECTION SCREEN P
(SEE DETAILS SECTION 1) m •)
TYPICAL GABLE ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
K-BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
EXISTING STRUCTURE HIGHER
PURLINS (TYP.)
L
W { RISER WALL WHERE
{ I REQUIRED
ALUMINUM BEAM
(TABLE 1.1 OR 1.9.1)'
DIAGONAL ROOF BRACING
-(SEE SCHEMATIC SECTION _1)-- - -- -
CABLE BRACING
SIZE MEMBERS PER
APPROPRIATE TABLES
TYPICAL MANSARD ROOF -ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES.
W *
PURLINS (TYP.)
SCREEN (TYP.)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
H
ALTERNATE CABLE
(SEE TABLES
1" x 2" (TYP.)
1.3 OR 1.6)
i
GRADE
K-BRACING REQUIRED FOR 120
MPH EXPOSURE C OR HIGHER
CABLE CONNECTION
GIRT (TYP.)
(SEE DETAILS SECTION 1)
TYPICAL DOME ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE
ALUMINUM BEAM
(TABLES 1.3, 1.4 & 1.6)
L
SIZE MEMBERS PER
APPROPRIATE TABLES
RISER WALL WHERE
REQUIRED
PURLINS (TYP.)
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
CABLE BRACING
H
K-BRACING REQUIRED FOR 120
MPH EXPOSURE C OR HIGHER
GIRT (TYP.) /
SCREEN (rYP.) SW
FRONT WALL ALUMINUM
COLUMNS (TYP_) SIDE WALL FRAMING (SEE
(TABLES 1.3, 1.4 & 1.6) TABLES 1.3.1.4 & 1.6)
1" x 2"(TYP.)
TYPICAL DOME ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES.
SIZE MEMBERS
APPROPRIATE TA
SIDE WALL FRAMING
TABLES 1.3, 1.4 !" ,.
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
FRONT WALL ALUMINUM
COLUMNS (TYP.) -- - -
(TABLE 1.3, 1.4 & 1.6)
GIRT (TYP.)
SCREEN (TYP.)
CABLE BRACING
TYPICAL GABLE ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
PURLIN (TYP.)
SCREEN (fYP.)
. i
(SEE TABLES
1.3 & 1.6)
K-BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER
CABLE CONNECTION
(SEE DETAILS SECTION 1)
GIRT (TYP.)
1"x 2" (TYP.)
GRADE
CABLE CONNECTION
(SEE DETAILS SECTION 1)
TYPICAL TRANSVERSE GABLE ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
RISER WALLWHERE
EXISTING STRUCTURE rr REQUIRED
I Wt PURLIN (TYP.)
SIZE MEMBERS PER /'� I I ALUMINUM BEAM
APPROPRIATE TABLES L / (TABLE 1.1 OR 1.9.1)
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
H /
K BRACING REQUIRED
o SIDE WALL FRAMING
FOR 120
MPH EXPOSURE C OR HIGHER
(TABLE 1.3, 1.4 & 1.6)
FRONT WALL ALUMINUM
COLUMNS &P.)
(TABLES 1.3. 1 A & 1.6)
//
SW
SCREEN (TYP.)
GIRT (TYP.)
SIDE WALL FRAMING
1" x 2" (TYP.)
(TABLE 1.3.1.4 & 1.6)
CABLE BRACING
L SIDE MEMBER
SCREEN (TYP.)
CABLE CONNECTION
A I I (SEE DETAILS SECTION 1)
1"
(TYP.)
(SEE TABLES GIRT
1.3 & 1.6) �=ll
GRADE
K-BRACING REQUIRED FOR CABLE CONNECTION
120 MPH EXPOSURE C OR (SEE DETAILS SECTION 1)
HIGHER
TYPICAL MODIFIED HIP ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE
ALUMINUM BEAMS
(TABLE 1.1 OR 1.9.1)
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
K-BRACING REQUIRED
FOR 120 MPH EXPOSURE
C OR HIGHER SW
GIRT (IYP.)
FRONT WALL ALUMINUM
COLUMNS
CABLE BRACING
(TABLE 1.3.1.4 & 1.6)
SIDE WALLS AND FRAMING
SIZE MEMBERS PER
SIZES
APPROPRIATE TABLES
(TABLE 1.3, 1.4 & 1.6)
TYPICAL MODIFIED HIP ROOF - ISOMETRIC
SCALE N.T.S.
PURLIN (TYP.)
SCREEN (TYP.)
H
(SEE TABLE
1.3 & 1.6)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
K-BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER
GIRT (TYP.)
1" x 2" (TYP.) c7
GRADE z
a
of
TYPICAL TWO STORY POOL ENCLOSURE - FRONT WALL ELEVATION o
(ALL ROOF TYPES)
SCALE: N.T.S. >
FRONT WALLS FRAMING
(SEE TABLE 1.3, 1.4 & 1.6)
K-BRACING REQUIRED
FOR 120 MPH
EXPOSURE C OR
HIGHER
FRONT WALL SCREEN (TYP.)
1' x 2" (TYP.)
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CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES coCONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
12-01-2009
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GALVANIZED METAL PLATE
TRUSS TAIL #2 P.T.P. AND
SUB -FASCIA
' SEE TABLE 1.11 FOR MAX.
TRUSSES OR SPAN (LOH)
RAFTERS ASSUMED TO BE @
Z-0" O.C.
TRUSS / RAFTER TAIL
SCALE: 1' = T-0"
1/2" x W "L" BOLT W/ 2" SQUARE
WASHER ON PLATE
ALTERNATE ROOF TYPE
RAFTER TAIL #2 P.T.P. AND
SUB -FASCIA
2 x 8 P.T.P. TOP PLATE
SEE TABLE 1.11 FOR MAX
TRUSSES OR SPAN (LOH)
RAFTERS ASSUMED TO BE @
Z-0" O.C.
ALTERNATE TOP PLATE TRUSS 1 RAFTER TAIL ASSEMBLY
SCALE: 1" = T-O"
MINIMUM POSTSIZES
REQUIRED FOR EACH BEAM
SIZE (SEE TABLE 1.6)
SELF -MATING BEAM
1' x 2" OPEN BACK SECTIONS
ATTACHED TO 2" x 2" W/
#10 x 1-1/2" S.M.S. @ 24" O.C.
_
OR CONTINUOUS SNAP
SECTIONS OR 2" x 3" (4)
SPLINE GROOVE SECTION
1" x 2" OPEN BACK FASTENED
TO POST W/ (2) #10 x 1-1/2"
S.M.S.
SELECT FASTENER SIZE,
ALTERNATE
NUMBER AND PATTERN
FLAT ROOF
(SEE TABLE 1.6 & 9.5A OR 9.513)
UPRIGHT
ATTACH PURLINS TO
SELF -MATING BEAMS W/
S.M.S. PER TABLES
SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP)
SCALE: 2" = V - 0"
BEAM NOTCHED AROUND
CONTINUOUS T x 2" OR (4)
SPLINE GROOVE T x 3"
\NG0
® ®*ALTERNATE
FLAT ROOF
MINIMUM POSTSIZES
REQUIRED FOR EACH BEAM
SIZE (SEE TABLE 1.6)
D
SELECT FASTENER SIZE,
NUMBER AND PATTERN
(SEE TABLE 1.6 & 9.5A OR 9.5B)
BEAM TO UPRIGHT CONNECTION DETAIL (FULL LAP)
SCALE: T = V-0"
OPTIONAL POSITION OF TOP
RAIL W/ 1" x T
1"x 2" SNAP SECTIONS
ATTACH TO 2" x 2" W/
#10 x 1-1/2" S.M.S. @ 24" O.C.
OR CONTINUOUS SNAP
SECTIONS OR 2" x 3" (4) T..
SPLINE GROOVE SECTION
2"x2"AND1"x2"MAYBE-
ROTATED TO RECEIVE a
SCREEN I =1
SELF MPS1NG g
ALTERNATE FLAT ROOF
SELECT FASTENER SIZE,
NUMBER AND PATTERN
(SEE TABLE 1.6 & 9.5A OR 9.513)
BEAM / HEREIN 2" x MAX
ATTACHED TO RECEIVING
VING
PURLIN
2" x 2" EXTRUSION
1" x 2" OPEN BACK
EXTRUSION
(1) #10 x 1-1/2" S.M.S. 24" O.C.
NOTCH POST
S Y3 � �:F�SbD +•Yt,�' ••� '�2.q�' ' ?a t
1" x 2" SNAP SECTIONS
ATTACH TO T x T W/
#10 x 1-112" S.M.S. @ 24" O.C.
OR CONTINUOUS SNAP 6
SECTIONS OR 2" x 3" (4) ® 5E P.1 �NG
SPLINE GROOVE SECTION ®® 1F
® ® ALTERNATE FLAT ROOF
GUSSETT PLATE 0.050" OR
= GREATER. GUSSET PLATE
O SHALL HAVE AN ULTIMATE
a YIELD STRENGTH OF 30 KSI
OR HIGHER
SELECT FASTENER SIZE,
NUMBER AND PATTERN
(SEE TABLE 1.6 & 9.5A OR 9.513)
UPRIGHT CONNECTION
WITH GUSSET PLATE DETAIL (FULL LAP)
SCALE: T = 1'
-W
PURLNN 2" x 3" MAX
ATTACH GUSSET PLATES TO
PURLIN & POSTS
2" x 2" EXTRUSION
1" x 2" OPEN BACK
®®
° ALL GUSSET PLATES SHALL
EXTRUSION
BE A MINIMUM OF 5052 H-32
® ®
ALLOY OR HAVE A ULTIMATE
(1) #10 x 1-1/2" S.M.S. 24' O.C.
®W®
I YEILD STRENGTH OF30'KSI.
1/16" RECEIVING CHANNEL OR
NOTCH POST GUSSET PLATES
(4) #10 S.M.S. EACH SIDE
COLUMN PER TABLE 1.3 OR 1.4
2" x 4" MAXIMUM
FOR LARGER UPRIGHT USE
ALTERNATE BEAM TO POST
CONNECTION FULL LAP
PURLIN TO UPRIGHT SAME AS
MIN. UPRIGHT TO BEAM
TABLE 1.6 (I.E. 2" x T
UPRIGHT REQUIRES T x 4"
BEAM)
SIDE WALL TO PURLIN DETAIL
SCALE: Y = V-17
BEAM POSITION VARIES
(MANSARD SHOWN)
0.045' x 1" X 2" H CHANNEL W/
(6) #10 x 1/2" S.M.S. EA SIDE (6)
TOTAL
COLUMN PER TABLE 1.3 OR 1.4
T x 4" MAXIMUM
FOR LARGER UPRIGHT USE
ALTERNATE BEAM TO POST
CONNECTION FULL LAP DETAIL
THIS PAGE AND MIN. PURLIN TO
UPRIGHT SAME AS MIN.
UPRIGHT TO BEAM TABLE 1.6
(I.E. 2" x T UPRIGHT
REQUIRES 2" x 4" BEAM)
BEAM TO POST CONNECTION
SCALE: T = 1'-V
#8 x 3/4" WASHER HEADED
CORROSIVE RESISTANT
SCREWS AS SHOWN
(SEE TABLE 1.6)
1" x 2" SNAP SECTIONS
ATTACH TO 2" x T W/
#10 x 1-112" S. M. S. @ 24' O.C.
OR CONTINUOUS SNAP
SECTIONS OR 2" x 3" (4)
SPLINE GROOVE SECTION
1" x 2" OPEN BACK FASTENED
TO POST W/ (1) #10 x 1-1/7
S.M.S.
EDGE OF EXISTING UPRIGHT
EXISTING 2" x TOR LARGER
ADDITIONAL FASTENING,
NUMBER OF FASTENERS PER
TABLE 1.6 & 9.5 EXCEPT ALL
SHADED LOCATIONS SHALL BE
FILLED MINIMUM OF ALL
OUTER LOCATIONS
NOTCH BEAM TO RECEIVE
POST ADDITION
ATTACH AUXILLARY MEMER
TO BEAMS W/ (2)#10 x 2-11T
S.M.S. AND16' O.C.
Existing Hollow
Member
Equivalent Hollow
Member
Added
Member
2'X2'x0.040'
1'x TX0.044"
2x3'x 0.045
2'x 2'x 0.044'
Tx 3'x 0.040'
1'x 27x 0.044'
2x3'x0.O45
2'x 2"x O.OW
Tx4"x 0.040'
1'x2'x0.044'
2x4'x 0.045
Yx4'x0.044"
COMPOSITE BEAM W/ ADDITION OF AUXILLARY MEMBER TO EXISTING
HOLLOW MEMBER FOR EQUIVALENT HOLLOW MEMBER
SCALE: 3" = 1'-W
12-01-2009
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ADDITIONAL FASTENING,
NUMBER OF FASTENERS PER
TABLE 1.6 & 9.5 EXCEPT ALL
SHADED LOCATIONS SHALL
BE FILLED MINIMUM OF ALL
OUTER LOCATIONS
(10) #8 x 1/2" S.M.S. EACH SIDE
OF BEAM / POST
1" x 2" OPEN BACK ATTACH TO
2" x 2" W/ #10 x 1-1/2" S.M.S. @
24" O.C. OR CONTINUOUS
2" x W (4) SPLINE. GROOVE
SECTION
CONNECT 2"x2"OR2"x3"TO
BEAM W/ MIN. OF (3)
#10 x 1-1/2" S.M.S. INTO
SCREW BOSSES
EXISTING HOLLOW OR
SELF MATING BEAM
#10 x 31/2" S.M.S. 16" O.C.
)POSED 2" x W x 0.05("
)OTH SIDE DOWN
x 2-3/4" x 8" GUSSET EACH
OF POST AND BEAM
'TEN PER TABLE 1.6)
TIGHT PER TABLE 1.6
ADDITION OF 2" x 3" TO EXISTING S.M.B.
SCALE: 2" =1'-W
#8 x.3/4" WASHER HEADED
CORROSIVE RESISTANT
SCREWS AS SHOWN
(SEE TABLE 1.6)
1" x 2" SNAP SECTIONS
ATTACH TO 2" x 2" W/
#mx:4-1/2" S. M. S. @ 24" O.C. -�
OR CONTINUOUS SNAP
SECTIONS OR 2" x 3" (4)
.SPLINE GROOVE SECTION
1" x 2" OPEN BACK FASTENED
TO POST W/ (1) #10 x 1-112"
S.M.S.
EDGE OF EXISTING UPRIGHT
EXISTING 2" x 3" OR LARGER
ADDITIONAL FASTENING,
NUMBER OF FASTENERS PER
TABLE 1.6 & 9.5 EXCEPT ALL
SHADED LOCATIONS SHALL BE
FILLED MINIMUM OF ALL
OUTER LOCATIONS
NEW POST ADDITION INSIDE
BEAM
a Ex LF �
a
'GIG a
_Isla
® CH BEAM TO RECEIVE
®� POST ADDITION
2" x _" (0.044" MIN.) HOLLOW
ADDITION ATTACH TO BEAMS
W/H-CHANNEL
(2) #10 x 1/2" S.M.S. AND
16" O.C. BOTH SIDES
2" x _ HOLLOW EXTRUSION
2" H-CHANNEL
ALTERNATE POST / BEAM ADDITION OF 2" x " TO EXISTING 2" x "
SCALE: 2" = V-0"
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
CONNECT 2" x 2" OR 2" x 3" TO
BEAM W/ MIN. (3) #10 x 1-1/2"
S.M.S. INTO SCREW BOSSES
1"x 2" OPEN BACK ATTACHED
TO 2" x 2" W/ #10 x 1-1/2" S.M.S.
@ 24" O.C.
SCREW LOCATIONS PER
TABLE 1.6 FILL OUTSIDE
LOCATIONS FIRST
Strap Table
Beam
Size
Screws
#/Size
Strap
Len th
2" x T
(4) #12
2-3/4'
Y x 8"
- (4) #14
3-1/4"
Fx9"
(4)#14
3.1W
4" x 10"
(6)#14 -
4-1/2"
"ALL SCREWS 3/4" LONG V
4-
A-
d-1/2"
4-
4-
" BEAM CUT TO ACCEPT WALL
UPRIGHT
3 1-3/4" STRAP MADE FROM
3 REQUIRED GUSSET PLATE
MATERIAL
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
SELF -MATING UPRIGHT CUT
TO MATCH BEAM ANGLE - - -
Notes:
1) Fill outer screw positions first until required number of screws is achieved.
2) See Table 1.6 for screw sizes and number.
3) Screw pattern layout with spacing between screws greater than minimum is allowed so that equal spacing is
achieved.
4) 2" x 8" beam with 2" x 5" upright shown. Other beam to upright combinations per table 1.6 maybe used.
ALTERNATE BEAM TO POST CONNECTION( ULL LAP)
SPLICE POINT
L =TOTAL SPAN FROM TABLES
SPLICE POINTS FOR FLAT OR DOME ROOF
SPLICE POINT
SPLICE POINT
2x2
SCALE: N.T.S_
/- SPLICE POINT
1/4L
=TOTALSPAN FROM TABLES
SCALE: N.T.S.
SPLICE POINTS FOR GABLE ROOF
SCALE: N.T.S.
SPLICE POINT
OR SUPER
GUTTER
SPLICE AT
RIGHT ANGLE
TO BEAM
TION
'ION
TION
TION
NOTES:
1. Door to be attached to structure with minimum two (2) hinges.
2. Each hinge to be attached to structure with minimum four (4) #12 x 314" S.M.S..
3. Each hinge to be attached to door with minimum three (3) #12 x We S.M.S..
4. Bottom hinge to be mounted between 10 inches and 20 inches from ground.
5. Top hinge to be mounted between 10 inches and 20 inches from top of door.
6. If door location is adjacent to upright a 1" x 2' x 0.044" may be fastened to upright with #12 x 1"
S.M.S. at 12" on center and within 3" from end of upright
TYPICAL SCREEN DOOR CONNECTION DETAIL
SCALE: N.T.S. p
w
rn
12-01-2009
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2" x 2" PURLINS ATTACHED
BEAMS TO SLIDE OVER EACH
TO BEAM W/ MIN.
OTHER 2" x 7" 8, LARGER
PROVIDE GUSSET PLATE
(3) #10 x 1-1/2' S.M.S.
(INSIDE OR OUTSIDE BEAM)
SAME WALL THICKNESS AS
BEAM WALLS OR LARGER
(SEE TABLE 1.6)
VMINIMUM
SPACING
BLE 1.6)
(SEE SPLICING DETAIL PAGE 1-21)
FASTENER SIZE, NUMBER AND
SPACING PER 'TYPICAL BEAM
SPLICE DETAIL AND TABLE"
THIS PAGE (SEE TABLE 1.6)
TYPICAL SIDE PLATE CONNECTION DETAIL
AIL
SCALE: Y =1'-0"
CUT 2"x4",2"x5",OR2"x6"
BEAMS TO SLIDE OVER EACH
OTHER 2" x 7' & LARGER
PROVIDE GUSSET PLATE ®®
(OUTSIDE BEAM) SAME WALL
THICKNESS AS BEAM WALLS
- - - -- -- OR LARGER
(SEE GUSSET PLATE TABLE) _T
® ® FASTENER SIZE, NUMBER AND
® SPACING PER PAGE'TYPICAL
BEAM SPLICE DETAIL AND
TABLE" THIS PAGE AND (SEE
TABLE 1.6)
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE AN ULTIMATE
YIELD STRENGTH OF 30 KSI
TYPICAL SIDE PLATE CONNECTION DETAIL - MANSARD ROOF
SCALE: 2" = V-0"
CUT 2"x 4". 2"x 5% OR 2. x6'
2":x 2" PURLINS ATTACHED BEAMS TO SLIDE OVER EACH
TO BEAM W/ MIN. OTHER 2" x 7" & LARGER
(3) #10 x 1-1/2" S.M.S. PROVIDE GUSSET PLATE
(INSIDE OR OUTSIDE BEAM)
SAME WALL THICKNESS AS
BEAM WALLS OR LARGER
(SEE TABLE 1.6)
®�
MINIMUM SPACING
(PER TABLE 1.6)
(SEE SPLICING DETAIL THIS PAGE) FASTENER SIZE, NUMBER AND
SPACING PER "TYPICAL BEAM
SPLICE DETAIL AND TABLE"
THIS PAGE AND (SEE TABLE
1.6)
ALTERNATE SIDE PLATE CONNECTION DETAIL
GUSSET PLATE MOUNTED INTERNALLY
CUT 2" x 4", 2" x S, OR 2" x 6" SCALE: 2" =1'-W
BEAMS TO SLIDE OVER EACH
OTHER 2" x 7" & LARGER
PROVIDE GUSSET PLATE
(INSIDE BEAM) SAME WALL / ®®
THICKNESS AS BEAM WALLS ® �®
OR LARGER
® (SEE TABLE 1.61) / ®®® ® ®
® ® FASTENER SIZE, NUMBER AND
�- SPACING PER "TYPICAL BEAM
® ® SPLICE DETAIL AND TABLE"
®®®� THIS PAGE (SEE ALSO TABLE
1.6)
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-02
ALLOY OR HAVE AN ULTIMATE
YIELD STRENGTH OF 30 KSI
ALTERNATE SIDE PLATE CONNECTION DETAIL - MANSARD ROOF
G b I i INTERNALLY . -a'
L
BEAM SPLICE SHALL BE MN.
BEAM HEIGHT MINUS 1/2" AND
2 x (d - .50") LENGTH
d = HEIGHT OF BEAM
MIN. EDGE DISTANCE
MIN. EDGE DISTANCE
DENOTES SCREW PATTERN
NOT NUMBER OF SCREWS
LE COPY
SPLICE LOCATED 1/4 TO 113
BEAM SPAN STAGGERED
EACH SIDE OF BEAM
2 x (d-0.50") PLATE CAN BE INSIDE OR
� d-1.00' d-1.00" � OUTSIDE BEAM OR LAP CUT
v
1"
++++++++ MAX.
Minimum Distance and
FASTENER SIZE, NUMBER AND
SPACING (SEE TABLE 1.6)
Screw
.Size
ds
(n.) -
Edgeto
Center
2ds n.
Center to
- Center-
2-1/2ds in.
_-�-
- -Beam Size
Thickness
in.
#8
0.16
3/8
7/167'
x 0.055' x 0.120"'
1/16 = 0.063
#10
0.19
3!8
112
2' x 8' x 0.07Y x 0224'
118 = 0.125
#12
0.21
7/16
9/1 fi
2' X 9' X 0.07Y X 0.224"
1/8 = 0.125
#14. or 114-
025
1/2
5/8
2" x 9' x 0.062' x 0.306"
1/8 = 0.125
5116"
0.31
5/8
3/4
2" x 10' x 0.092" x 0.369"
114 = 0.25
- revers to eacn sine or space
use for Y x 4' and 2" x 6" also
Note:
1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi.
INTERNAL BRACING:
1-3/4' x 1-3/4" x 0.125"ANGLE
(T-6 ALLOY) OR CUT FROM
BEAM MATERIAL
TYPICAL BEAM SPLICE DETAIL
SCALE: 2" = V-17
PLAN VIEW
SCALE: 2" = T-O"
ISOMETRIC VIEW
SCALE: N.T.S.
f t
MIN. (3) #10 x T CORROSION
RESISTIVE WASHER HEADED
SCREWS
MIN. (4) #10 x 2" CORROSION
RESISTIVE WASHER HEADED
SCREWS
:RNAL BRACING CUT FROM
IE BEAM SIZE W/ 2-114"
TH
LINS
TABLES 1.2. 1.6, OR 1.9.2)
LATERAL BEAM BRACING DETAILS (FOR SPANS GREATER THAN 40'-0")
NOTES:
1. REQUIRED FOR SPANS GREATER THAN 40' AND ALL DOME OR TRANSVERSE GABLE ENCLOSURES.
2. FOR ALL PURLINS & GIRTS SHALL USE ALL SCREW BOSSES AVAILABLE & IF THERE IS NO BOTTOM
SCREW BOSS ADD AN EXTERANAL OR INTERNAL CLIP TO ANCHOR BOTTOM OF PURUN OR GIRT.
2' REINFORCING STRAP W/ (2)
#10 x 2" INTO HOST
STRUCTURE AND (2) #10 x 5/8'
INTO GUTTER
1/8" PLATE OF 5053 H-02
ALLOY OR ULTIMATE YEILD
STRENGTH OF 30 KSI W/ (4)
#10 x 5/8" EACH SIDE
2" x 8" BEAMS AND
;ER ADD (1) 3/8" x (W +
) LAG SCREW INTO THE
ER TAIL CLOSEST TO THE
4ER ON EACH SIDE
FRAMING BEAM
" x 1/8" ANGLE W/ (4) #10 x
ACH SIDE
TlANNEL W/ THRU BOLT
THRU BOLT SIZING:
(2) 1/4" UP TO 2" x 7" BEAM
(3) 114" FOR 2" x 7" BEAM
(3)3/8"FOR2"x8"&9'BEAM
(3) 1/2" FOR 2' x 10" BEAM
OUTER MITER DETAIL FOR SUPER GUTTER TO CARRIER BEAM
SCALE: 2" = T-0"
STRAP SUPER OR EXTRUDED GUTTER
j A/HOST
��R STRUCTURE
SPACING/24-SPACING/2 SPACING/24-SPACING/2
BEAMSETSPACING BEAMSETSPACING
STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT
SCALE: 1/4" = T-0'
2" S.M.S. OR LAG SCREWS
Tx
EACH_
AND @11
SCREW P1
(SEE TAB
SI;
SCREWS)
ECEIVING
-E SECTION 9
)
CE FROM FASCIA
ZUCTURE (SEE
'UT OFF BEAM &
:IVING CHANNEL
-1. r=r 1 i c. SLAT BEAM
SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER
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IF TRANSOM HEIGHT EXCEEDS 6-0"
• 2-1/2" MIN. S.M.S. OR LAG SCREW PATTERN SHOWN IS $
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IF NO SUB -FASCIA INTO A POSSIBLE NUMBER OF d H
SCREWS. ACTUAL FIELD ^� g
RAFTER TAILS SCREW PATTERN MAY VARY. -
SELF -MATING BEAM m
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SEE SECTION 9 FOR SCREW ® (SEE TABLE 1.3) Q "
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RECEIVING CHANNEL MAX. DISTANCE FROM FASCIA EXTRUDED 45"t (MAY FACE IN OR OUT) ro o 0
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THAN 1/3 OF BLOCKING W/ 0.024" BREAK w
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2" x 2"ANGLE W! (4) S:M:S. (ALLOWABLE. ONLY W/ ROOF KNEE B E CANTILEVERED BEAM
EACH SIDE TO BEAM TO ANGLES LESS THAN 23" UP TO CONNECTION DETAILS
SUPER OR EXTRUDED 5" IN 12" ROOF SLOPES) ® J ui
GUTTER FOR ROOF SLOPES GREATER HOSTSTRUCTURE ? O a
RECEIVING CHANNEL THAN WIN 12" USE 1/8" x T x_" ROOFING F
ANGLE AS REQUIRED ® G Z
2-1/8" x 1" W/ (2) #8 x 1/2" (2) 2" LAG SCREWS Q
S.M.S. EACH SIDE OF BEAM MAX. DISTANCE FROM FASCIA (SEE SECTION 9 FOR SIZE) 0 W w
TO HOST STRUCTURE WALL Z U) O
- - - - - - - - - - - - - - - - - - - - - - (SEE TABLE-1.11) T STRAP - LOCATE AND o W U 25 w
TYPICAL SELF MATING BEAM AND FASTEN PER STRAP G7 �' _3 uj
(7 N
1/4" x 2" LAG SCREWS @ 24" W Z) Z I w LOCATION DETAIL PAGE 1-24
D.C. OR #10 x T SCREWS @ SUPER OR EXTRUDED GUTTER CONNECTION 0 v) co X
1T O.C. MIN. AND (2) @ EACH SCALE: 2" = V-0" G U) O W J (—
STRAP FASCIAANDSUBFASCIA —1 g
COMPOSITE EAVE RAIL W/ ® Q' U 0 Z LL
BEAM -SCREEN ROOF 2" x 2" FASTENED TO BEAM / 2" x 2' ANGLE WITH (4) S.M.S. ® Z m z
C➢P710NAL 1"z 2R 2" x 2" Z W UPRIGHT W/ (3) #10 x 1-1/2(SEE SECTION 9 FOR SCREW G SUPER OR F- W Z Q W O
POST TO BEAM FASTENING ¢ - S.M.S. MIN. INTO SCREW SIZES) EACH SIDE TO BEAM EXTRUDED U Z J
t rFOR SCREEN (SEE TABLE 1.6) ¢ ° BOSSES. 1" x 2" ATTACHED TO SUPER OR EXTRUDED ® GUTTER MAX DISTANCE TO = W ~ d
w O F o ®® TO 2" x 2" W/ #10 x 1-1/2" S.M.S. GUTTER HOST STRUCTURE F_� W O w
m z w 8 ®® ®® @ 24" O.C. CONTINUOUS 2' x WALL (SEE TABLE 1.11) CA 0 (4 LL Cn Z
SELF-MATIN 2" x _". x 0.050" STRAP @ w G G G G 3" SNAP SECTION FASTENED 0 � O)
g EACH BEAM CONNECTION !✓_ ®® ®® THRU SCREW BOSSES W/ (3) SUPER OR EXTRUDED GUTTER � O
SUPER OR ®®® p
(SIZE VARIES AND @ 1/2 BEAM SPACING W/ MIN. #10 x 1-l/T OR 2' x 3' Z N N 3
EXTRUDED RISER (OR TRANSOM) WALL AT FASCIA -DETAIL 2
® GUTTER (2) #8 x 1/2" S.M.S. PER STRAP ®®® HOLLOW SECTION FASTENED = w
SCALE: 3" = T-T
6� 0R RECIEIVING #10 x -1/2" MTHRU SCREW BS BOSSES W/ NOTE: J ~
MAX. DISTANCE FROM FASCIA
.CHANNEL (SEE SECTION 9) ,!� TO HOST STRUCTURE WALL
(SEE TABLE1.11) MINIMUM POST SIZES ARE Q O
ENGTH SCREEN (MAY FACE REQUIRED FOR EACH BEAM _
K E BRACE p5 IN OR OUT) SIZE (SEE TABLE 1.6)
SELF MATING6EAM1C0NNEC�ION TQ SUPER-QR EXTRUDED Dci
ER W SELF -MATING BEAM
H J SCREW PATTERN SHOWN IS (SEE TABLE 1.1 OR 1.8) c�0 c a SCALE 2 = 1'-0" REQUIRED KNEE BRACE 0 m A POSSIBLE NUMBER OF Z
MININUM SIZE AND a F SCREWS. ACTUAL FIELD n
CONNECTION (PER TABLE 1.7) —' G w SCREW PATTERN MAY VARY.. 2 N O
co
IF KNEE BRACE LENGTH ® ® 2" x 3" COMPOSITE EAVE GIRT O W � � W
EXCEEDS TABLE 1.7 USE G Z Z " # O
1/4' x 2" LAG SCREWS @ 24" CANTILEVERED BEAM ® G G W F3 x E _
O.C. OR #10 x 2" SCREWS @ CONNECTION DETAILS ®® ®® FASTENERS SIZE, NUMBER 2 I L WELL 6 Z
a
12' O.C. MIN. AND (2) @ EACH KNEE BRACE ATTACHMENTS" ®® AND PATTERN (SEE TABLE 1.6) w ¢ � v 'm
STRAP ABOVE TOP OF GUTTER MAX. io ®® ®® K (D j ao I; w
OPTIONAL 1" x 2" OR 2" x 2" FASCIA AND SUB -FASCIA G G POST SIZE (SEE 1.3 OR 1.6) OLL C U O
FOR SCREEN (2) 2" SCREWS (SEE SECTION O m C t o z
9 FOR SCREW SIZES) ¢ LLI y a m s w
HOST STRUCTURE ROOFING w N ro = v
1/4"0 BOLT @ 24" O.C. MAX. A 0 U j w m
WITHIN 6' OF EACH POST 2" LAG SCREWS C U c O
FASTEN 2" x 2' POST W/ (3) (SEE SECTION 9 co z a
EACH #10 S.M.S. INTO SCREW ® SUPER OR FOR SCREW SIZE) —my z
SELF -MATING ® SPLINES EXTRUDED u J
2" STRAP LOCATE AND
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(SIZE VARIES) ® HOST STRUCTURE Q
2" x _" x 0.050" STRAP ' USE ANGLE EACH SIDE FOR ALL (SEE TABLE 1.11) LOCATION DETAIL PAGE 1-24 w o
G @ EACH BEAM CONNECTION 2" x 2" TO POST CONNECTION
SUPER OR ALTERNATE LAG SCREW AND O
AND @ 1/2 BEAM SPACING W/
G EXTRUDED W/ HOLLOW POST FERRULE SOFFIT 'LL
(2) #8 x 1/2" S.M.S. PER STRAP
GUTTER IF TRANSOM HEIGHT EXCEEDS ® a
MAX. DISTANCE FROM FASCIA 2" STRAP - LOCATE AND 6'-0" USE CANTILIVER BRACE 2' x 2" ANGLE WITH (4) S.M.S. SUPER OR C
ANGLE, INTERIOR OR TO HOST STRUCTURE WALL FASTEN (DETAILS PAGE 1-24) DETAIL (SEE SECTION 9 FOR SCREW ® EXTRUDED A A i O O km CD
EXTERIOR RECEIVING SIZES) EACH SIDE OF BEAM GUTTER w IiN
(SEE TABLE 1.11) 2" x 2" x 0.093" ANGLE W/ (4) AND SUPER OR EXTRUDED z
CHANNEL (SEE SECTION 9) S.M.S. (SEE SECTION 9 FOR GUTTER MAX DISTANCE TO co SEAL K
SCREW SIZES) EACH SIDE TO
BEAM TO SUPER OR FASCIA AND SUB -FASCIA HOST W LL TURE U SHEET Z
EXTRUDED GUTTER SEE TABLE 1.11) w
ALTERNATE SELF MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER SUPER OR EXTRUDED GUTTER SUPER OR EXTRUDED GUTTER w
SCALE: 2'=1'-0• RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 1 RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 3 < SCALE: 3" = 1'-0" w
12-01-2009 OF 21 in
U
NOTE:
IF HEIGHT FROM GUTTER TO
BEAM IS GREATER THAN 1'-0'
A KNEE BRACE IS REQUIRED
(2) ANGLE STRAPS OR
FERRULES REQUIRED
(3) #10 x 1/2" S.M.S. EACH
CONNECTION
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
(9) #12 x 3/4" TEK SCREWS
THROUGH ANGLE INTO SUPER
- GUTTER-- - - - - -
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
BEAM AND UPRIGHT
EXTRUSION SIZES
(SEE TABLE 1.1 AND 1.3)
SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL.
NOTE:
IF HEIGHT FROM GUTTERTO
BEAM IS GREATER THAN V-0"
A KNEE BRACE IS REQUIRED
'se
se
see
e
FASTENER SIZE, NUMBER AND --I/ _ / as
PATTERN (SEE TABLE 1.6)
(2) ANGLE STRAPS OR
FERRULES REQUIRED
(3) #10 x 1/2" S.M.S. EACH
CONNECTION
eee
°es
e them
eee
° e
`--
(s) #t2 x 3!a" TEK scl�Ews
'
THROUGH ANGLE INTO SUPER
GUTTER
FASTENER SIZE, NUMBER AND
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
PATTERN (SEE TABLE 1.6)
BEAM AND UPRIGHT
EXTRUSION SIZES
(SEE TABLE 1.1 AND 1.3)
SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL
PRIMARY BEAM
SCREEN ROOF
0.050" H-CHANNEL
OR GUSSETS
DOD
LENGTH OF
KNEE BRACE
COMPOSITE 2' x 2" + 1' x 2"_
ALL 0.044" MIN EAVE RAIL
BEAM TO MIN. POST
D OW
(SEE TABLE 1.6)
Do ®®
Do 00
SEE TABLE 2.3 OR 3.3 FOR
®® ®®
BRACE SIZE SAME AS
PURLIN / GIRT
MINIMUM CANTILEVER BRACE
J'
45" t
CONSULT TABLE 1.6, 22 OR 3.3
¢ w U)
2" x 3" x 0.050" OR EQUAL TO
a � w
POST SIZE (BRACE DEPTH +1)
EL ¢
Lu 0
REQUIRED NUMBER OF
#10 x 9/16" S.M.S. EACH SIDE
I ®
�m
\
Z
�4w
(1) #10 SMS 24" O.C.
(3) #10 x 3" INTO 2" x 4" (MIN.)
SUB -FASCIA EACH SIDE
BEAM TO WALL CONNECTION
(SEE SECTION 9)
SEE TABLE 1.6 FOR BRACE
SIZE SAME AS RISER
ANGLE CUT FROM S.M.B.
SAME SIZE AS CANTILEVER
BRACE OR LARGER (# OF
SCREWS BASED ON DEPTH OF
PRIMARY BEAM PER SIDE OR
PER CONNECTION) =
(D- 1) #10 FOR 2"x4"-2"xT
(D-1)#12FOR 2"x8"
(D-1)#14FOR2"x9"&2"x10"
2" x Z' (MIN.) x 1!8' ANGLE
NOTE
1. For post to beam sizing see Table 1.6, 22, or 3.3
2. For connection members see Table 9.8 U-Channel
3. Inside connection members shall be used wherever possible
i.e.Use U-Channel in lieu of angles where possible.
ALTERNATE CANTILEVERED BRACE CONNECTION
TO WALL AND FASCIA DETAIL
2' x 4' PURLIN ----�
MIN. (3) #10 x 1-11T S.M.S. --i
s
0
2' x T S.M.B.
_ x 2" x 2" 5052 H32 OR H-34
BREAK FORM ANGLE J\72" WIDE x _ 5052 H32 PLATE
W/ (1) #10 S.M.S.
BRACING SYSTEM FOR STEEP ANGLE GABLES
GUTTER IS NON STRUCTURAL
MAY USE ROLL FORMED
GUTTER
NO STRAP IS REQUIRED
EXCEPT
FOR EXTRUDED GUTTER — - -
(3) 114" x 1-3/4" TAP CON OR
LAG SCREW VARY SIZE WITH
WIND ZONE
I
MINIMUM 2" x 4' FASCIA
iy
\V( NOTCH ANGLE FOR GUTTER
MUST REMAIN FOR ANGLE
STRENGTH
2" x 3" x 0.050" MIN. W/ (4)
ANGLE, ANCHORS, AND
#10 x 3/4" S.M.S. FOR LARGER
.
RECIEVING CHANNEL PER
BEAMS USE (BEAM DEPTH +1)
SECTION 9
FOR NUMBER OF SCREWS
(SEE SECTION 9)
(3) #10 x 21/2" S.M.S. @
RAFTER TAILS OR 2" O.C. MAX
W/ T x 6" SUB FACIA
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BEAM '
(2) #10 x 1/2" S.M.S. TOE
SCREW INTO BEAM AND/OR
SIDE WALL RAIL
r 7
CONNECTION APPLIES AT
BOTH ENDS OF BRACE
ANGLE OR PLATE AT BOTTOM
OF BRACE
WIND BRACE
T x T EXTRUSION W/
1" x T EXTRUSION
EAVE RAIL
WIND BRACE CONNECTION DETAIL
SCALE: T =1'-0"
MOTES:. panels from
1.,Wind.bracing shall be provided at each side wall panel when enclosure projects more than (4)
,hbst structure.
2" x 6" BEAM ----
CONNECTOR MAY BE (2)
ANGLES, INTERNAL'U'
CHANNEL OR EXTERNALLU'
CHANNEL EACH SIDE OF
CONNECTING BEAM W/
SCREWS (PER SECTION 9)
CARRIER BEAM
(SEE TABLE 1.5)
MINIMUM NUMBER S.M.S. 314"
LONG REQUIRED EQUAL TO
BEAM DEPTH
(SEE SECTION 9)
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (3) #10 x 1-11T
INTERNALLY
PRIMARY BEAM
(SEE TABLE 1.1 OR 1.B)
CARRIER BEAM TO BEAM CONNECTION DETAIL
SCALE: T = V-0"
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060"
EXTERNALLY MOUNTED
ANGLES ATTACHED TO WOOD
ALTERNATE:
I
FRAME WALL WI MIN. (2) 318" x
1"x T, 1" x W OR T x 2"
jl
T LAG SCREWS PER SIDE OR
ATTACHED TO WALL W/ #10 x
TO CONCRETE W/ (2)1/4' x
- 2" S.M.S. @ 16" O.C.
-
2_1/4" ANCHORS OR MASONRY
®
WALL ADD (1) ANCHOR PER
W
®'
SIDE FOR EACH INCH OF BEAM
HOST STRUCTURE MASONRY
m
®
DEPTH LARGER THAN 3"
OR FRAMED WALL
(SELECT FASTENERS FROM
Lu
®
ALTERNATE CONNECTION:
SECTION 9 TABLES)
a
®
(1) 1-3/4" x 1-3/4" x 1-3/4" x 118"
INTERNAL U-CHANNEL
®
ATTACHED TO WOOD FRAME
WALL W/ MIN. (3) 3/8" x 2" LAG
PRIMARY OR MISC. FRAMING
f
SCREWS OR TO CONCRETE
BEAM (SIZE PER TABLES) ^`
J�
OR MASONRY WALL W/ (3) IN
x 2-1/4" ANCHORS OR ADD (1)
ANGLE OR RECEIVING
ANCHOR PER SIDE FOR EACH
CHANNEL
INCH OF BEAM DEPTH
LARGER THAN 3'
CUT RECEIVING CHANNELTO
FIT BEAM AND BRACE ANGLE BEAM TO WALL CONNECTION DETAIL
SCALE: 2" = T-0"
WIND BRACE
(3) MIN. #10 x 1/2" S.M.S.
OPTIONAL BRACE TELESCOPE
MIN.12"
\
\
\
\
;ice---12" MIN.
1-3/4" x 2" x 1-3W RECEIVING
CHANNEL ATTACHED TO BEAM
W/ (4) (TOTAL) #10 x 1/7 S.M.S.
T x 2" EXTRUSION W/
1" x 2" EXTRUSION OR
T x 3" SPECIAL SECTION
BRACE ATTACHED TO
ti
CHANNEL W/ (4) (TOTAL)
(2) TOP AND (2) BOTTOM
SAVE RAIL
TELESCOPING WIND BRACE CONNECTION DETAIL
SCALE: T =1'-0"
NOTES:
1. host structu end n Structures of four g shall be dortmore panes shall be paced for each side wall panel when oeven number of panels for opposig wind
bracing.
2. Cut brace parts with min. 12" lap of larger and smaller brace.
3. Cut receiving channel with angle.
SLOPED ROOF OR GABLED
END ROOF
1" x 2" OR 27 x 2" ATTACHED
TO WALL W/ #10 x 2" S.M.S. @
16" O.C.
I . �f
PRIMARY OR
MISCELLANEOUS FRAMING
BEAM (SIZE PER TABLES)
4d (I- FOR 1/4")
�2d (1/2" FOR 1/4")
- -�f
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HOST STRUCTURE TRUSS
RAFTER TAILS OR BARGE
RAFTER (SELECT FASTENERS
FROM SECTION 9)
I I I
UPLIFT I FORCE
ON FASTENER
ANCHOR IN SHEAR
LOAD
ANCHOR IN
TENSION OR
TENSILE LOAD
CALCULATE THE NUMBER OF SCREWS REQUIRED BY
SOLVING THE FOLLOWING EQUATION:
ROOF WIND LOAD' x BEAM SPACING x ( BEAM SPAN 2 ) _ # OF ANCHORS
I
ANCHOR ALLOWABLE LOAD
" FIND ROOF WIND LOAD IN DESIGN SPECIFICATIONS ON PAGE 3
BEAM TO FASCIA CONNECTION DETAIL
SCALE: 2" = V-0"
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PANELS/ELEMENTS
UNBRACED BY HOST
STRUCTURE TO BE BRACED
BY DIAGONALS IN
PERIMETER PANELS (MIN.)
ELEMENTS BRACED BY HOST Q
STRUCTURE CONNECTION
BEAMS AND / OR PURLINS
HOST STRUCTURE
OELEMENTS BRACED BY
DIAGONALS
ALTERNATE BRACING
PATTERN, CORNER BRACES
STILL REQUIRED
CABLE OR
K-BRACING
(IN WALLS)
EXAMPLE OF ALTERNATING �J v
- -- - - - - - - -- - - - - - BRACE POSITION -
CABLE OR TYPICAL LAYOUT CABLE OR
K-BRACING BEAMS OR PURLINS K-BRACING
(IN WALLS) (IN WALLS)
ADDITIONAL ROOF BRACING IS
REQUIRED FOR ALL SIDE .
,EACH QIAGONA [O BE� WALLS LARGER THAN 4 2 x 2 (MIN) ROOF DIAGONAL,
FASTENED EACH END W/ (2) PANELS. NUMBER OF PANELS MEET WALL AT WALL BRACING
`—EACH#1 S SHOULD BE EVEN TO PERMIT AT CORNERS (TYP.)
POSITION OF BRACES
ALTERNATING
(POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP)
POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW
SCALE: 1/4" = V-0"
HOST STRUCTURE
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BEAMS OR PURLINS
WIND BRACING PATTERN
TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4
SCALE: 1/8" = V-0"
HOSTSTRUCTURE
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BEAMS OR PURLINS
WIND BRACING PATTERN
TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4
SCALE: 1/8" = V-0"
CABLE BRACING
General Notes and Specifications:
1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool
enclosures:
a) FRONT WALL CABLES - 7 x 19 STAINLESS STEEL
CABLE DIAMETER
TOTAL ALLOWABLE
�AREA3/32" 233 Sq. Ft. / PAIR O1/8"
U5Sq.Ft./ PAIR O
• TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL
EXAMPLE: FRONT WALL AREA @ 100% (8' x 32) = 256 Sq. Ft.
SIDE WALLAREA @ 50% (8' x 20') = 80 Sq. FL
TOTAL WALL AREA = 336 Sq. Ft
233 Sq- FL x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required.
b) SIDE WALL CABLES - 7 x 19 STAINLESS STEEL
CABLE DIAMETER
SIDE WALL CABLE ••
3/32"
ONE PER 233 Sq. Ft OF WALL
1/8"
ONE PER 445 So. Ft. OF WALL
•• SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft.
c) To calculate the required pair of cables for free standing pool enclosures use 100% of each wall
area & 50% of the area of one adjacent wall.
NOTES:
- 1. Where wall height is such that a girt is -required -between the top or eave rail and the chair rail, (i.e.
a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top
rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail
and the chair rail, then there shall be an additional front will cable pair of that girt also.
2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall
cable may be attached at the mid -rise girt or the top rail.
3. Standard roundingoff rules apply. ie: if the number of cables calculated is less than 2.5 airs use
P
two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables.
4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall
be even and position shall be alternating.
5. Cables shall be snugged up light only to not put strain on cables.
- (5) #10 S.M.S.(MIN.) -
1/8" x 1-1/2" x 8" FLAT BAR
125" PLATE OUT ON45"
ANGLE
V
LT OR TURNBUCKLE FOR
CABLE TENSION
T OVER TIGHTEN CABLES
SNUG UP ONLY
STAINLESS STEEL (SEE TABLE)
c PERIMETER FRAMING
MEMBER
TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1
SCALE: 2" = V-0"
A ALTERNATE:
USE (1) 1!4" x 1-1/4" FENDER
WASHER EACH SIDE OF
1" x T x 0.125" CLIP AND (4) ® ® FRAME MEMBER
#10 x 3/4" S.M.S. EACH
SIDE FOR CABLES
EITHER A OR B
B MIN. (2) CLAMPS REQUIRED
®� ®® (IYP.)
MIN. 1/4" EYE BOLT. WELD EYE
CLOSED (TYP.)
ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A
SCALE: 2" = V-0"
3-1/2" ASTM A-36 PRESSED
STEEL CLIP MAY BE
SUBSTITUTED FOR
2" x 2" x 0.125" ANGLE
/ MIN.3-314"
(4" NOMINAL) SLAB
S.S. CABLE @40" - 60" MAX I MIN. (2) 1/4" OR 5/16" x 1-3/4-
ANGLE W/SLAB MIN. 5d�5�� CONCRETE ANCHORS
\ ALTERNATE CLIP:
MIN. � 3" ASTM A-36
PRESSED STEEL CLIP
TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2
SCALE: Y = T-0"
ANCHOR PER TABLE 9-1A MIN.
SHEAR 607# FOR 3/32" CABLE
AND 902# FOR 1/8" CABLE
SLAB FOR 1/8" CABLE SHALL
FOR 3/32" CABLE 5/16" x 2"
O
HAVE A THICKENED EDGE TO
CONCRETE ANCHOR W/
~
ACHIEVE 5d MIN. AND A 3/8" x
CABLE THIMBLE AND WASHER
2" ANCHOR
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6 x 6 - 10 x 10 WELDED WIRE
MESH OR FIBER MESH
CONCRETE
ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A
SCALE: 2" = l'-w
S.S. CABLE @ 40" TO 60" MAX.
ANGLE TO SLAB
CABLE CLAMP
(SEE TABLE)
NOTE:
SEE GENERAL NOTES AND
SPECS. FOR NUMBER OF
CABLES REQUIRED
3-1/2" ASTM A-36 PRESSED
STEEL CLIP MAY BE
SUBSTITUTED FOR
2" x 2" x 0.125" ANGLE
^."x2"x0.125"ANGLE
!-1/4" x 1-1/2" CONCRETE
1NCHORS (MIN.)
1LTERNATE CLIP: 3" ASTM A-36
IRESSED STEEL CLIP MAY BE
;UBSTITUTED FOR 2" x 2" x
1.125" ANGLE
)ISTANCE FROM EDGE OF
;LAB = 5(D) OF SCREW
ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B.
SCALE: 2" = V-0"
SELECT ANCHOR FROM TABLE
9-1. MIN. SHEAR 607# FOR
y 3/32" CABLE AND 594# FOR 118"
¢� CABLE, FOR 3/32" CABLE (1)
C9 S 1/4" x 1-1/2" CONCRETE
Q ANCHOR (MIN.) @ 5d MIN:
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ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C I
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1/8" STAINLESS STEEL
CABLE 40" TO 60" MAX.
ANGLE TO SLAB
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NOTE: 2500 P.S.I. CONCRETE
CLIP MAY ALSO BE MOUNTED TO SIDE 6 x 6 - 10 x 10 WELDED WIRE
OF SLAB. MAINTAIN 2" EDGE DISTANCE MESH OR FIBER MESH
CONCRETE
ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2D
SCALE: 2" =1'-W
4" x 4" x 0.062" PLATE
1/4" x 1-1/4" EMBEDMENT
EXPANSION BOLT @ 24.O.C.
1 x 2 SOLE PLATE
K-BRACING CONNECTION DETAILS
NOTES: SCALE: 2" = T-G'
1. Can trim plate this area.
2. Alternate connections use'H' bar cut to fit connections.
K-BRACING
General Notes and Specifications:
1) The following shall apply to the installation of K-BRACINGas additional bracing to diagonal wind bracing for
pool enclosures:
a) FRONT WALL K-BRACING -ONE SET FOR EACH 800 SF OF TOTAL WALL AREA
TOTAL WALL AREA = 100% OF FRONT WALL+ 50% OF ONE SIDE WALL
EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. Ft.
SIDE WALL AREA @ 50%. (8' x 20') = 80 Sq. Ft.
TOTAL WALL AREA = 336 Sq. FL
800 SF > 336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED.
b) SIDE WALL K-BRACING - ONE SET FOR 233 SF TO 800 SF OF WALL.
c) .To calculate the required pair of k-bracing for free standing pool enclosures use 100% of each wall
area & 50% of the area of one adjacent wall.
NOTES:
1. K-bracing shall be used for all wind zones of 120 MPH EXPOSURE "C" and higher.
2. Side walls do not require k-bracing until the side wall area is greater than 233 SF.
3. Standard rounding off rules apply. ie: if the number of k-bracing sets calculated is less than 1.5
sets use one set of k-braces; if the number of k-braces calculated is 1.5 sets or greater use 2 sets
of k-bracing.
PURLINS ANCHORED W/
CLIPS OR #10 SCREWS
THROUGH PURLINS INTO
SCREW BOSSES
EAVE RAILS SHALL BE
STITCHED W/ #10 x 1-1/2" SMS
@ 6" FROM EACH END AND 24"
OC MAX.
FRONT AND SIDE BOTTOM
RAILS ATTACHED TO
FI-Lt
CONCRETE W/ 1/4" x 2-1/4"
CONCRETE/MASONRY
Py
ANCHORS@ PRIMARY&
CONDARY ANGLES OR @ 6"
FROM EACH POST AND 24"
O.C. MAX. AND WALLS MIN. 1"
FROM EDGE OF CONCRETE
EAVE RAIL
(4) #10 x l/4" S.M.S. OR TEK
FASTENER TYP. OF CLIP OR
FRAME CONNECTION
2" x 2" x 0.044" BRACE (TYP.)
TELSCOPING BRACE SYSTEM
ALTERNATE K-BRACING CONNECTION DETAILS
SCALE: 2" =1'-o"
NOTE:
Alternate connections use'H'bar cut to fit connections.
PURLIN S CHAIR RAIL DETAIL
SCALE: 2" = 1'-0"
PURLIN OR CHAIR RAIL
ATTACHED TO BEAWOR POST
W/ INTERNAL OR EXTERNAL'L'
CLIP OR'U' CHANNEL W/ MIN.
(4) #10 S.M.S.
PURLIN, GIRT, OR CHAIR RAIL J
SNAP OR SELF MATING BEAM
ONLY
POST PER TABLE
1.3 SERIES
GIRTS ANCHORED W/ CLIPS J
ORTHROUGH #10 SCREWS j Z
INTO SCREW BOSSES
1" x 2" OR 1'x 3"
SCREW BOSSES
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BEAMS ONLY
OFOR WALLS LESS THAN 6-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION'OR
BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND
INSTALLED IN PILOT HOLES
O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAP
AND (4) #10 x 3/4" S.M.S. SCREWS TO POSTAND GIRT
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S.
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2" = 1'-W
12-01-2009
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SCREWS OR THRU-BOLTS
(SEE SECTION 9)
1" x 2" EXTRUSION ANCHOR
TO CONCRETE W/
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
POST AND @ 24" O.C. MAX
SELECT CONCRETE ANCHORS
FROM SECTION 9
POST SIZE 2" x -
SEE 1.3 SERIES TABLES
MIN. 3-11T SLAB 2500 P.S.I.
CONCRETE 6 x 6 -10 x 10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
SIDE WALL
POST TO PLATE TO CONCRETE DETAIL
SCALE: r = V-0"
2" x 2" x 0.063" ANGLE EACH
SIDE ATTACH TO POST AND
CONCRETE @ LOAD BEARING
WALL W/ (2) MIN. S.M.S. (PER
SECTION 9) EACH SIDE
- MIN: 3=1/2" SLAB 2500 P.SA.
CONCRETE 6 x 6- 10x 10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
ANGLES AS SHOWN ABOVE
MAYBE USED TO CONNECT
'r-CHA1R'RAILS AND PURLINS
POST SIZE 2" x _
SEE 1.3 SERIES TABLES
1" x 2" EXTRUSION ANCHOR TO
CONCRETE W/ CONCRETE
ANCHORS 6" MAX. EACH SIDE
OF EACH POST AND @ 24- O.C.
MAX. OR THRU PRIMARY
ANGLE AND @ 24` O.C. MAX
SELECT CONCRETE ANCHORS
FROM TABLE 9.1
SIDE WALL
ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL
SCALE: 2" = T-O"
FOR WOOD DECKS (MIN. 2" NOMINAL THICKNESS) USE WOOD FASTENERS W/ THESE DETAILS
3'.x:2" EXTRUSION ANCHOR
TO CONCRETE W/ CONCRETE
ANCHORS OR THRU PRIMARY POST SIZE 2• x.-
ANGLE W MAX. EACH SIDE OF . SEE 1.3 SERIES TABLES
EACH POST AND @
24' O.C. MAX
SELECT CONCRETE ANCHORS
FROM SECTION 9
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 6 x 6 -10 x 10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
1/8" x 2" x 1-3/4" INTERIOR
U-CLIP OF EITHER 6005 T-5
ALLOY OR BREAK FORMED
5052 H-32 OR 34 ALLOY
2-3/8' BRICK PAVERS
THIN SET BETWEEN
CONCRETE AND PAVERS
ALL CONCRETE ANCHOR BOLTS
TO BE RAWL EXPANSION BOLTS
OR EQUIVALENT
CONCRETE ANCHOR
(SEE SCHEDULE THIS PAGE)
2500 P.S.I. CONCRETE
NOTE: DETAIL ILLUSTRATES
TYPICAL 2" x 4" S.M.B.
COLUMN CONNECTION
PRIMARY 2" x 2" ANGLE
(SEE SECTION 9)
CONCRETE ANCHOR THRU
PRIMARY ANGLE
1" x 2" BASE PLATE (TYP.)
ALL CONCRETE ANCHOR C
BOLTS TO BE RAWL
EXPANSION BOLTS OR
EQUIVALENT
'd' VARIES
(4- SHOWN)
2' (MIN.)
SCREEN
SCREEN
PRIMARY 2" x 2" x 0.063" ANGLE
EACH SIDE
cvuaes
6 SMOWN
1" x 2` O.B. BASE PLATE (IYP.)
#10 x 314"S.M.S. EACH SIDE
(SEE SCHEDULE THIS PAGE)
SECONDARY
1' x 2" O.B. BASE PLATE (fYP.)
2 x (D - 2 ) x 0.063 ANGLE
EACH SIDE OF COLUMN W/#10
-
5d' MINIMUM EDGE DISTANCE
S.M.S.
FROM ANCHOR TO OUTSIDE
(SEE SCHEDULE THIS PAGE)
EDGE OF SLAB
< "
BOLT 0 • Sd DISTANCE
CONCRETE ANCHOR
1/a• 1 tla•
(SEE SCHEDULETHIS PAGE)
3/8• 1 -7/9'
NOTE: DETAIL ILLUSTRATES
GRADE
TYPICAL 2" x 4" S.M.B. COLUMN
1-1/4• (MIN.) CONCRETE
CONNECTION
2"
(MIN.)'
ANCHOR EMBEDMENT
(MIN.) 5d
Sh�E
SCREEN
TYPICAL SELF MATING OR
SNAP SECTION
CONCRETE ANCHOR THRU
ANGLE OR WITHIN 6" OF
(2) #10 x 3/0 S.M.S. EACH SIDE
UPRIGHT IF INTERNAL
SCREWS
CONCRETE ANCHORS
INTO SCREW
BOSSES
@ 24" O.C.
2-3/8" BRICK PAVERS
°
MAX. SPACING 24" O.C.
THIN SET BETWEEN
6. ()
FOR BOTH SIDES
CONCRETE LAYERS
2500 P.S.I. CONCRETE
1-1/4" (MIN.) CONCRETE
FRONT VIEW ANCHOR EMBEDMENT
2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS
SCALE: 2" = V-W
NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED.
1/8" X 2" X 1-3/4' X 2` INTERIOR
U-CLIP OF EITHER EXTRUDED
o SCREEN-
6005
6005 T-5 ALLOY OR BREAK
'd' VARIES
ALL CONCRETE ANCHOR BOLTS TO BE
FORMED 6063 T-6 OR 5052 H-32
(4` SHOWN)
RAWL EXPANSION BOLTS OR EQUIVALENT
OR 34 ALLOY
#10 tr 314" S.M.S. EACH SIDE
2-318" BRICK PAVERS
Ii
�- (SEE SCHEDULE THIS PAGE)
THIN SET BETWEEN
CONCRETE AND PAVERS
Sd• MINIMUM EDGE DISTANCE
FROM ANCHOR TO OUTSIDE
EDGE OF SLAB
CONCRETE ANCHOR
BOLT 0
1/4
•5d DISTANCE
1-114'
(SEE SCHEDULE THIS PAGE) : •
: d $ : a
5/16'
1 1-5/8' MAX
2500 P.S.I. CONCRETE
GRADE
SIDE WALL POST TO PLATE TO CONCRETE DETAIL
NOTE. DETAIL ILLUSTRATES a
1-1/4' (MIN.) CONCRETE
SCALE: 2" = V-0"
TYPICAL 2" x 4" S.M.B.
COLUMN CONNECTION
ANCHOR EMBEDMENT
1" x 2" EXTRUSION ANCHOR 2" x 2", Y x 3" OR 2" x 4'
2• (MIN.)
(MIN.) 5d
TO CONC. W/ CONC. ANCH. 6" HOLLOW SECTION
SIDE VIEW
MAX. EA. SIDE OF EA POST (SEE TABLES)
AND @ 24" O.C. MAX SELECT
MIN. (3) #10 x 1-1/2"S.M.S. INTO
CONCRETE ANCHORS FROM o
1/8" X 2` X 1-3/4" X 2" INTERIOR
TYPICAL SELF MATING OR
SCREW BOSSES
SECTION 9
U-CLIP OF EITHER EXTRUDED
SNAP
6005 T-5 ALLOY OR BREAK
SECTION
FORMED 6063 T-6 OR 5052 H-32
#10 x 314' S.M.S. EACH SIDE
OR 34 ALLOY
(SEE SCHEDULE THIS PAGE)
MASONRY ANCHOR @ 6" EA
1" x 2" BASE PLATE (TYP.)
MIN. 3-1/2" SLAB 2500 P.S.I. SIDE OF POST AND @ 24.O.C.
5d' MINIMUM EDGE
CONC. 6 x 6 -10 x 10 W.W.M. p MAX. SELECT CONCRETE
ALL CONCRETE ANCHOR
DISTANCE
OR FIBER MESH CONC. A - ANCHORS FROM TABLE 9.1
BOLTS TO BE RAWL
FROM ANCHOR TO
p
EXPANSION BOLTS OR
OUTSIDE EDGE OF SLAB
EQUIVALENT
BOLT e • 5d DISTANCE
SIDE WALL HOLLOW POST TO BASE DETAIL
CONCRETE ANCHORS
+/a• /81/a•
5/16' 1-5/8' MAX
SCALE: 2" = V-W
@ 24" O.C.
PREDRILL PILOT HOLE 4.
POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS
a,.
e .
NUN•
General Notes and Specifications:
2-3l8' BRICK PAVERS °
6" (MAX.)
MAX, SPACING 24" O.C.
1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam
1/2" (MAX.) TYPE S MORTER
FOR BOTH SIDES
spacing x the screen load of 7# / Sq. FL
BETWEEN CONCRETE LAYERS
1-1/4" (MIN.) CONCRETE
EXAMPLE:
2500 P.S.I. CONCRETE FRONT VIEW
ANCHOR EMBEDMENT
FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING
OFT USE: 1/2 x lT-11" x T x 10#/ Sq. FL = 627.2# UPLIFT
2" x 4" OR LARGER SELF MATING SECTION POST TO DECKIPAVER
DETAILS
2. Table 1.6 of this manual uses the worst case loads for all cases.
SCALE: 2" = V.0"
3. In all cases there must be a primary anchor within 6" of each side of the upright
NOTE:
4. For attachment to wood deck (min. 2" nominal thickness) use wood anchors with details shown
1. FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED.
above (min. 1-318" embedment).
2. PREDRILL PAVERS W1 MIN. 1/4" MASONRY BIT.
5d
2" x 2" x 0.063' PRIMARY ANGLE
EACH SIDE
#10 x 314"S.M.S. EACH SIDE
(SEE SCHEDULE)
5d' MINIMUM EDGE DISTANCE
FROM ANCHOR TO OUTSIDE
EDGE OF SLAB
BOLT H 1 • 5d DISTANCE 4d
1/4' 1-1hr 1-
3r8' 1-718'
GRADE
1-1/4"MIN. CONCRETE
ANCHOR EMBEDMENT
2500 P.S.I. CONCRETE OR
ALTERNATE 2" x -WOOD
DECK
TYPICAL S.M. OR SNAP
SECTION COLUMN
#10 x 3/4" S.M.S. EACH SIDE
(SEE SCHEDULE THIS PAGE)
PRIMARY 2" x 2" x 0.063" ANGLE
1" x 2" BASE PLATE CTYP.)
NOTE: SELECT CONCRETE
L 1-1/4" MIN. CONCRETE
ANCHOR FROM TABLE 9.1
ANCHOR EMBEDMENT
6" (MAX.) 6" (MAX.)
2500 P.S.I. CONCRETE
MAX. SPACING 24" O.C.
FOR BOTH SIDES
1FRONT•WIEW
2"x 4 QR_LARG RiSELF MATI , G OR SNAP SECTION POST�'TO;DEGK DETAIL
- - SCALE: 2" = V-W-
NOTE:
1. FOR SIDE WALLS OF 2'.x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED.
2. PREDRILL PAVERS W/ MIN. 1/4" MASONRY BIT.
DETAIL ILLUSTRATES TYPICAL
2" x 4" S.M.B. THRU 2' x 9" SUB
CONNECTIONS
CONCRETE DECK EDGE
2" x 2' PRIMARY ANGLE
SCREEN
• ABSOLUTE MINIMUM EDGE
OF CONCRETE TO C.O.
VARIES
FASTENER = 5d
5d (MIN.)'2_1/2•
WB
(MIN,)
SECONDARY 2" x 2" x 0.063-
Sri
ANGLE (SEE SECONDARY
®
ANGLE ANCHOR SCHEDULE
1" x 2" O.B. BASE PLATE (TYP.)
AND TABLE 9.1)
#10 x 3/4' S-M.S. (TYP.)
C
CONCRETE ANCHORS INTO
PRIMARY AND SECONDARY
2"x S.M.B. COLUMN
B
ANGLES
MIN. EDGE DISTANCE 8 O.C.
ANCHORSPACING
S.M.S. STITCHING SCREWS
@ 24" O.C. FOR S.M.B.
ANCHOR
ALUM
WOOD
CONC.
2-1/2d
4d
5d
(SEE TABLE 1.6 FOR SIZE)
- ^-^`•"^'t•�"'°-^� ..
114'
SIB'
1'
1-1/4'
5/16'
2513Y
1-1/4'
1-9/16'
3ra• t5/16 t-1/Y +a/e• TOP'�VJEW POSCY-:T.O.:DECK.UETA.IL
�1:=� •`�-SCALE: 2'-= 1'-0"
Primary and Secondary Anchor Schedule
Column
SecondaryAngle .
Maximum Number and Spacing Anchors
Size
Angle
Numberof Anchors
1/4'
5116'
3/B'
Length'L"
�+/4". '
S116'
3/8'
#
'A'
'B'
"C'
#
"A"
"B"
"C"
2x4
r
4
1 4
1 4
4
1'
1 1'
1•
4
1'
1 1-
1•
4
1'
1'
1'
gf2x 5M
;Ti�'3'.z"Y.'""i4's�
4
4
4
V
1-1/2'
-
4
1"
1-1/r
4
2 x 6
�-- 4'�"
" 4-
4
4
4
1'
2'
-
4
V
2'
4
1'
r
2x7
51
6
4
4
6
V
518•
1_718•
4
1'
2.12'
4
P
2-1r
2 x a
6'
6
4
4
6
1'
518"
2-3/8'
4
1'
3' '
4
V
3'
9i
614
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2 x 9 T 6 6 4 B P 518• 2-7/8' 6 1' 13/1 2-7/8' 4 1' 3.1/2• W
2 x 10 B• B 6 6 a 1• 51a• r 6 1' 13116' 3.3/16 6 t' 314' 3.1/4' ll
Example: O
U
Calculate the number of anchors required: 1.5 x beam span 12 x beam sparing x roof wind pressure (PSF) _total #; �
if 1.5 x 3V2 x 6' x 10 PSF = = 135M and 1/4' x 1/4' Tepcon in tension @ 5d = 427# / ea. (see table 9.1)
then 1350# 1427#/ ea. = 3.16 ea. use (3) ea., secondary angle not required
Actual Edge Distance Example:
From edge of concrete to fastener = r / dia. of 0.25' = 8d WQ
Note: K
For attachment to wood deck substitute wood fasteners for concrete fasteners & calculate the required number of fasteners using tables
from Table 9.2 12-01-2009
It M
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T Co
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21 0
/B' x 2" x 1-3/4" x 2" INTERIOR
U-CLIP OF EITHER EXTRUDED
6005 T-5 ALLOY OR BREAK
FORMED 6063 T-6 RO 5052 H-32
OR 34 ALLOY
CONCRETE DECK EDGE
x�
VARIES
5d (MIN.)'
5d TYP.
1" x 2" O.B. BASE PLATE (TYP.)
DETAIL ILLUSTRATES TYPICAL
2" x 4" S.M.B. THRU 2" x 9' SUB
CONNECTIONS
SCREEN
Edge Distance
- 2-1/2
BOLTO Meta12-1/2d Concrete5d
114" 5/8' 1-1/4•
5116• 13/16• 1-9116•
1
'
3/8' 15116• 1-7/8"
WALL SCREWS
1 2d
#10 x 3/4' S.M.S. (TYP.)
(SEE PRIMARY AND
5d I I
SECONDARYANCHOR
j
SCHEDULE PREVIOUS PAGE)
S.M.S. STITCHING SCREWS
2"x S.M.B. COLUMN @ 24" O.C. FOR S.M.B.
(SEE TABLE 1.6 FOR SIZE)
TOP VIEW POST THRU PAVER DETAIL
SCALE: 2" = T-0"
EXAMPLE OF NUMBER OF SRCREWS REQUIRED:
ANCHOR LOAD = BEAM / UPRIGHT SPACING x BEAM SPAN 12 x 10 PSF' = P
1. _ CONCRETE ANCHORS: ANCHORS ARE IN TENSILE ORTENSION LOAD
P / ALLOWABLE LOAD FROM TABLE 9.1 = TOTAL NUMBER OF ANCHORS
2. UPRIGHT WALL ANCHORS: ANCHORS ARE IN SHEAR & THROUGH BOLTS ARE IN DOUBLE SHEAR
P / ALLOWABE LOAD FROM TABLE 9.4 = TOTAL NUMBER OF ANCHORS
' SEE PAGE 3 FOR ROOF WIND LOAD
'ALUMINUM FRAME SCREEN
WALL
ANCHOR ALUMINUM FRAME
TO WALL OR SLAB W/
1/4" x 2-1/4" MASONRY
';ANCHOR W/ IN 6" OF POST
-jPND`,@ 24' O.C. MAXIMUM
-(4�#5 0 BAR CONTINUOUS
CONCRETE ANCHORS SHALL
EMBED INTO CONC. THROUGH
CAP BLOCK OR BRICK 1-1/2'
MIN.
CONCRETE CAP BLOCK OR
BRICK (OPTIONAL)
8" x 8" x 16" BLOCK WALL
(MAX. 32")
(1) #4 BAR @ CORNERS AND
'x" O.C. FILL CELLS AND
KNOCKOUT BLOCK TOP
COURSE W/ 2500 PSI PEA
ROCK CONCRETE
DECK OR GROUND LEVEL
o-- OPTIONAL BRICK
PAVERS
'4 g• 8"
OR 12" -� OR 12
• 8'�'`
OR 1Y
ALUMINUM STRUCTURE
(16 MAX. HEIGHT SIDE WALL
ONLY)
FOOTING 2500 PSI CONCRETE
W/ (1) #50 OR (2) #30 CONT.
BARS MIN. 2-1/2" OFF GROUND
RIBBON FOOTING - TYPE 1
SCALE: 1/2" = T-0"
ALUMINUM STRUCTURE
(ALL FRONT WALLS)
FOOTING 2500 PSI CONCRETE
W/ (nl) #30 OR (n2) #50 BARS
CONTINUOUS BARS MIN. 2-1/2" OFF
GROUND
RIBBON FOOTING - TYPE 2
Aitowable Beam Soan for Wind Zone & Exoosure Cateoory
SCALE: 1/2" = V-0'
Ribbon Footing Data
100-125
MPH
126-134 MPH
135144 MPHf4H750
MPH
Areas sq. in.
Number of Bars
Depth
x
n1•
n2•'
B
C
B
C
B
CC
Foo6ng
Steel
tq0
#50
8"
8"
2
1.
15.4
128'
15.4
11.0'
728.
9.5'...'...
-8.5,212'
8"
2
1
23.0
19.2'
23.0'
16.5'
19.
14.4
12.8
72
0.13
2
1
B"
12"
2
1
23.0
19.2'
23.0'
16.5'
19.2'
14A''
12.8'
72
0.13
2
1
12"
IT
3
2
24.0'
20.0
24.0'
17.1'
17.1
15.0''
13.3'
144
0.26
3
2
12"
16"
3
2
36.0'
26.6
31.9'
2.
25.
19.2'
17.1'
192
025
4
2
- 12"
-16"-
3 -
2
-379-
30.0'
-36.0'
25.T
30.0'-
225._
20.0'.
216-
0.39
-_4- -212"
24"
4
3
48.0'
40.0'
48.0
3T3'
405'
30
'
26.7
288
0.52
-
2
12"
30"
4
3
57.6'
48.0'
57.6
41.1'
48.0'
36.0'
32.0'
360
0.65
-
3
12"
36"
5
4
69.1
57.6'
69.1'
49.4'
S7.6'
43.2''
38.4'
432
0.78
-
.3
Nominal
4" Slab
100-125
MPH
126-134
MPH
135-144
MPH.150
MPHDe
th
B
C
B
C
B
CC3-1/2"
50.4'
420'
50.4'
36.0'
420•
31.5''
26.0'
-rn = number or Horn oars U ... sq.- grape ou s-
'•n2 = number of #50 bars @ 0.31 sq. in grade 60 steel
UPRIGHT SIZE VARIES
( 2" x 6" SHOWN)
SLOPE OF GRADE MUST
BE FLAT FOR AT LEAST
Y FROM OUTER
SURFACEOF FOOTING
GRADE MAX.
DIFFERENCE t W
SEE POST TO DECK DETAILS
ON PREVIOUS PAGES
#30 BARS HORIZONTALLY
CONTINUOUS @ 12" O.C. MAX.
#30 BARS VERTICALLY CAGE
STEEL @ 12" O.C. MAX
114• x 6" RAWL TAPPER
THROUGH 1" x 2" AND
ROWLOCK INTO FIRST
COURSE OF BRICKS
ALTERNATE CONNECTION OF
SCREENED ENCLOSURE FOR
BRICK OR OTHER NOW
STRUCTURAL KNEE WALL
1" WIDE x 0.063" THICK STRAP
@ EACH POST FROM POST TO
FOOTING W/ (2) #10 x 3/4"
S.M.S. STRAP TO POST AND
(1).1/4" x 1-3/4" CONCRETE
ANCHOR TO SLAB OR
FOOTING
ALUMINUM FRAME SCREEN
WALL
CAP BRICK
BRICK KNEEWALL TYPE'&
MORTAR REQUIRED FOR
LOAD BEARING BRICK WALL
4" (NOMINAL) PATIO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
(3) #30 BARS OR (1)
#50 BAR W/ 2-1/2" COVER
(TYP.)
BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2" = V-0"
�#3 BAR CONT. OR 3) #3 BAR CONT. OR
(2)
1" PER FT. MAX. FOR 3 1/2' (TYP 1 #5 BAR CONT.
�j 2-0" MIN. ALL SLABS) a %° a
BEFORE SLOPE �- �- 12"
Fr• mac.'
8 1'
TYPE ITYPEItI TYPE III
FLAT SLOPE / NO FOOTING M; DERATE BA'IC-SLQP FOOTING, ` `SEEP SLOPE FOOTING
0-2" / 12" 2 'C12- - iE� € > r 4•
Notes for all foundation types:
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of
soil shall be verified prior to placing slab by field soil test (soil penetrometer) or a soil testing lab.
2 The slab / foundation shall be cleared of debris, roots and compacted prior to placement of concrete.
3. No footing is required except when addressing erosion until the slab width in the direction of the primary
beams exceeds the span per table on to the left, then a type II slab is required under the load bearing wall only
unless the side wall exceeds maximum height of tables in which case a type 11 footing is required.
4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh; Fbennesh® Mesh, InForcen e3n- (Formerly Fbermesh MD) per manufacturers
specification may be used in lieu of wire mesh. All slabs / footings shall be allowed to cure for 7 days before
installing anchors.
5. If local codes require a minimum footing use Type 11 footing or footing section required by local code. Local
codes govern.
SLAB -FOOTING DETAILS
SCALE: 1/2" = T-0'
GRADE
e • t % _
RIBBON FOOTING OR
H2
I . ° I
8' MIN.
a
MONOLITHIC IF MONOLITHIC
SLAB IS USED (SEE NOTES OF
• H1 = H2 = 24" MAX.
2" MIN. TO 2-1/2" MAX.
COVER (TYP. ALL AROUND)
12"
NEW SLAB �>�"
�4 "
EXISTING SLAB
y i
DETAILS THIS PAGE)
°•.•
#5 0 BARS MIN. 2-1/2" OFF
GROUND
I�IK
#30 RE -BAR DRILLED AND
12" MIN. TO 18" MAX
•
EPDXY SET A MIN. 4" INTO
RETAINING WALL FOOTING - DETAIL 1
MIN. (1) #30 BAR
EXISTING SLAB AND MIN. 4'
SCALE: 1/2" = V-0"
CONTINUOUS 8-
INTO NEW SLAB B" FROM
Knee Wall Table
EACH END AND 48" O.C.
INW #3 N #4 X SEE POST TO DECK #30 BARS HORIZONTALLY DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
32' 12-1 3 1 2 10'-0• .DETAILS ON
CONTINUOUS @ 12" O.C. MAX SCALE 3/4" = T-0"
40• 1Y 1 3 1 2 8'-0• PREVIOUS PAGES
4W 18' N/A 3 G-W UPRIGHT SIZE VARIES BEND (1) #30 BAR INTO 32" OF
56• 1a• wA 3 a-0• (2' x 6' SHOWN) SLAB @ 24' O.C.
wA 3 2'-8' •'
77 30' N/A 1 4 11-8'
KNEE WALL FOOTING FOR SCREENED ENCLOSURES
SCALE: UY = V-0" 24" MAX. I "1 STEEL R VER
O IICM L)CY CAGE 5l
4•. d' IE
GRADE I :' ' 2" MIN. TO 2-1/2' MAX
COVER (TYP. ALL AROUND) ,-
12" MIN. TO 18" MAX
RETAINING WALL TO FOOTING - DETAIL 2
SCALE: 1/2" = 1'-0"
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12-01-2009 OF
21
*200'`2.00"* *2.00'*
2.00"
A = 0.776 in? $
A = 0.434 in.'
.953 in. '
0.040" o Ix = 0.234 in.' w
ni , 0.046" o Sx = 0.977 in? o a
Sx = 0.240 in.
6005 - T5 6005 - T5 a m
2" x 2" x 0.040" HOLLOW SECTION 0.07T o o
m Ei
A = 1.855 in. "' 0.090
SCALE 2' = 1'-0' o ,
w d
�
STITCH W/ (1) #10x3/4^ S.D.S. HEX HEAD @ 24" O.C. Ix = 16.622 in! m
TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in? A = 3.023 in? j
* 2.00" * 2" X 4" X 0.046" x 0.100" 6005 - T5 Ix = 42.466 in! z Q
I I SELF MATING SECTION Sx=8.493in? y IX
o,
0.045" A = 0.538 in?
`oo SCALE 2' = 1'-0" 6005 - T5 o g o
Ix = 0.642 in.' c ¢ LL
0.428 in? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. m ui
* 2.00" * TOP AND BOTTOM OF EACH BEAM f
6005 - T5 I I 2" X 8" X 0.072" X 0.112" STITCH W/ (1) #10x3/4" S.D.S. HE)( HEAD @ 24" O.C.
2" x 3" x 0.045" HOLLOW SECTION TOP AND BOTTOM OF EACH BEAM 3 0
8s
SCALE 2' = 1'-0" A = 0.964 in.'
ELF MATING SECTION 2" x 10" x 0.092" x 0.187"
0
Ix = 3.688 in. ' SCALE 2" = 1'-0" SELF MATING SECTION
2.00' 0.050" Sx = 1.475 in? J p)
*
I I 6005 - T5 SCALE 2^ =1'-0" Q J Z a
*2.00"* z Q U
0.060 c A= 0.768 in? I I Q LI J W~
Cl
o cli Ix = 0.530 in' U O W w
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. Z p 0 m
_ 6005 - T55 in' TOP AND BOTTOM -OF -EACH BEAM U W Z U-O -w
w
2" x 5" x 0.050" x 0.096" U ix Q Z N O w
1'
2" x 3" x 0.060" HOLLOW SECTION o LU D W z.
SCALE 2" = -0" SELF MATING SECTION _
SCALE 2" = T-0" 0.07Y U 0 � S
2.00'
A= 1.999 in.' Z a m W O
* 2.00" * Ix = 22.116 in! (- W U Q W O
Z.050' I I Sx = 4.915 in? Z _
o A= 0.697 in? U
6005 - T5 ix W 0' d
of
`i ' 979 in.
Ix = 1.428 in.' H � U J w
� a
U� Z
Sx = 0.714 in.' c A = 1.098 in.' �U 0 LLU) 00 z
6005 - T5 0.050" Ix = 5.938 in. ' STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. U O O
O
2"'x 4'" x 0.050" HOLLOW SECTION Sx = 1.TOP AND BOTTOM OF EACH BEAM Z 0_ �y N
SCALE 2' = r-o" saos - rs 2" x 9" x 0.072" x 0.112" Z) �
SELF MATING SECTION -� o
3.00" -�` SCALE 2' = 1'-0' Q co
I STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. opy
I L : 3:
A = 0.552 in.' TOP AND BOTTOM OF EACH BEAM
0.045"t-j o Ix = 0.342 in.' * 2.00'
N Sx = o.34z in.' 2" x 6" x 0.050" x 0.120" I I �v
�` 6005-T5 SELF MATING SECTION � t o
3" x 2" x 0.045" HOLLOW SECTION co
SCALE 2^ = 1'-0• z N m o
SCALE 2" = 1'-0" p LJL W m a J
2.02" W O 0 @
0.082" o d W m LL Z
of .� p a
A= 2.398 in? a a) z o U
Ix = 27.223 in. . pp C U ° o
Sx = 6.050 in? p ) , a) to � a 0
co
0.060' o A = 1.277 in? U LU 6005 - T5 2 co m t
Ix = 8.873 in. ' > LLI ro m o uj
Sx = 2.534 in? m W # m
6005 - T5
O C O
STITCH Wl (1) #1ox3/4- S.D.S. HEX HEAD @ 24" O.C. U~ o ~
F
TOP AND BOTTOM OF EACH BEAM z 'S Z
2" x 9" x 0.082" x 0.153"
w
STITCH W/ (1) #10x3/4^ S.D.S. HEX HEAD @ 24" O.C. SELF MATING SECTION
TOP AND BOTTOM OF EACH BEAM
SCALE 2" = 1'-0" w Cl
2" x 7'" x 0.060" x 0.120" o N
SELF MATING SECTION
SCALE 2' = TV w a'
_m �
w A 2010
K
w SEAL
SHEET w
z
c�
co
z
16 z
z
w
12-01-zoos OF 21 to
O
Table 1.1 120 Allowable Beam Spans
6005 TCI Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For 120 M.P.H. wind Zones, Exposure "B" and Latitudes Below 30"30'-00" North (Jacksonville, FL)
Uniform Load = 4 #/SF, a Point Load of 300 #ISF over (11 linear R is also considered
Hollow Sections
Tribute
Load Width'W'=Beams aein
3-0
4-0"
5-0' 6-0" 7'-0'
Allowable
S
an'L'
/ Point
Load
P or Uniform
Load U bending
b deflection
d
2" x 2" x 0.D44"
S-9'
Pd
1 5'-9'
IPd
1 S-Y
IPd
6-9'
IPd
1 5'-9'
IPd
I S-9'
lPd
I S-9'
1pd
3" x 2" x 0.045'
S-11-
6'-11'
Pd
6'-1t'
Pd
fi'-11'
Pd
6'-11-
Pd
6-11"
Pd2'
x 3" x D.045'
9'-6'
Pd
9'S'
Pd
9'S'
Pd
Ir '
Pd
9'-T
Pd
9'S'
Pd2"
x 3" x 0.060'
11'-1'Pd
VV-11-Pd
11-1'
Pd
11'-1'Pd11'-1•
Pd
11-1'
Pd
W-1'
Pd
2"x4"x0.050"
14'Y
Pd
14--2-
Pd
14'-Z-
Pd
14'-2-
Pd
7 V-Y
Pd
13'-8'
Ub
2"x 5'x 0.062"
20'-6'
Pd
20'-6"
IPd
20'-0'
lUd
19'-4'
jUd
10-6-
Ud
1T-9'
Ud
Self MatingSections
Tribute
Load width 9M =Beam
S acin
3--0"
•-0"
5'-0'
_
I® 8-D"
-0
Allowable
S
e 'L'
n
Point
/ P
I Load
P or U'
Uniform
Load
U banding
b deFlaction
2" x 4" x 0.046" x 0-100"
16'-T
Pd
16'-7-
lPd
1 S-T
Pd
16'-71
Pd
18'-T
Pd
16'-0'
Ud
1S5'
lUd
2" x 5' x 0.050" x 0.096"
27-9'
Pd
22'-9'
Pd
22'-9'
Pd
21'-10-
Ud
20'-8•
Ud-
19'- 0'
Ud
1T-1'
Ud
2Tx7..66%N 5=Y0:1205
28'-10'
Pd
28'-IO'
Pd
2T-2'
Ud
25-6
Ud
24'-rA
Uri'
23'-2'
Ud
27-3'
lUb
2" x T x 0.060' x 0.120"
353'
Pd
33•-5•
Ud
30'-11'
Ud
29'-2"
Ud
2T-9'
Ud
26'-6'
Ud
24'-I'r
Ub.
2" x 8" x 0.072" x 0.224"
45'4'
Ud
41'3'
Ud
38'-3'
Ud
36'-0'
Ud
34'-2-
Ud
37-9'
Ud
3T-5'
lUd
2"x 9'x 0.072" x 0.224"
49'-11'
Ud
45'-4'
Ud
47-l'
Ud
39'-7'
Ud
37--7-
Ud.
WAl-
Ud
34'-T jUd
2'x9-x0.082"x 0.306"
53'-6-
Ud
48'-7'
Ud
45-1'
Ud
47-Y
Ud
40'-4'
Ud
38'-T
Ud
37'-1'
Ud
2"_.x..10._.x..0.092_.x0.37.4_.
5T-4'
Ld.
5&-0.'
Ud_
57-4'
Uri
49'3'
Ud..
46'-9-
Ud
44'-9'
Note:
1. Thicknesses shown are'nominar industry standard tolerances. No wall thickness shall be less than 0.040'.
2 The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a
maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. ,
3. Span is measured from center of beam and upright connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of braca to beam
connection to the above spans for total beam spans.
5. Tables are based on a maximum wall height of 15 including a 4' max mansard or gable.
6. Spans maybe interpolated.
7. To convert spans to'C' and'D' exposure categodas see exposure multipliers and example on Table 18 Page 3. -
Table 1.X120 Allowable Purlin Spans
60057C1 . Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For 120 M:'p,H, wind Zones, Exposure'B" and Latitudes Below 30*-W-00" North (Jacksonville, FL)
Uniform Load = 4 9/SF, a Point Load.. of 30D i#SF over (1) linear it. is also considered
1. Thicknesses shown are'nominar' industry standard tolerances. Nowell thickness shag be less than 0.040'.
2. Span is measured from center of beam and upright connection to fascia or wall connection.
3. Tables are based on a maximum wall height of 15 including a 4' max mansard or gable.
4. Spans may be interpolated.
5. 2" x 4" & 2' x 6 Hollow Girls shall be connected w/ an internal or extemal 1-1/2' x 1-1/2*x 0.044' angle.
6. To convert spans to'C" and "D' exposure categories see exposure multipliers and example on Table 1 B Page 3.
CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS.
Table 1.3120 Allowable Post Upright Heights
6005 TCI Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #/sq. fL
Hollow Sections
Tributary Load width 1M = U riht S aein
3'-0" 4'-0' S'-0' 6'-0' 7'-0"
Allowable
Het
ht "H" /
handino flil.deflection
fdl
Y x 2" x 0.044"
T-1' d
6'-5' d
5-11• d
S-8' d
S-4" dWdX-11I"
d3"
x 2" x 0.045'
T-11' d
T-3' d
d
6--9' d
6'-Y dS
b2'x3"x0.045"
9'-10' d
8'-11d9d
9
8J' d
T-T d9'
b2"x3"x0.060'
10'-11'''
d
10'-T d
9-F d
8'-8- d-8'
dYx4"x0.050'
17-11" d
11'-8• d
11'-8' d
10'-8' d
9'-IIT d-6'
bd
13'-1' 6
17-i' b'-T
b
Self Mating Sections
Tributary Loadwidth'W'=U rift
htS spacing
3' -U
4%0
5'-0"
3,0
T-0
10• I 9'.0-
All
owable HeI
M "H" I
banding b
deflection
2 x4 x0. 0 x .100
14'4'. d
17-11' d.
17.-1' d
10'-11', b
10'-27_ b
_0S'
b 8'-11' b
2Sx3-fcD;O50;.x0!O96;Y
ITS• d
IVA" d
14'S' b
13'4' b
17-4W
U 11
b W-Ur b
2" x 6" x 0.050" x 0.120"
20'-9' d
18'-W b
WY Y b
14•-10' b
13'S' b
17-9'
b 12'-0' b
2' x T x O.OST x 0.135"
23'-7- b
20'-S b
18-2• b
16-7' b
15-0• b
W-4'
b 13'S' b
2^ x 8" x 0.072" x 0224'
29'-2' d
26'S' d
241-W d
23'-2' d
21'-11- b
20--5-
b 163' b
2" x 9" x 0.072" x 0.224"
37-1' d
29'-Y d
2T-l' d
2S-Y b
23'-3' b
21'-9•
b 20'S' b
2' x 9" x 0.082" x 0206"
34'-5' d
31'3' d
29'-0' d
2T-4' d
25-11' d
24'-9'
b 23'-4' b
2^ x 10" x 0.092" x 0.374"
39'-11' d
363' d
33'S' d
31'-8' d
30'-1' d
28'-9'
Note:
1. Thicknesses shown ere'nominal" Industry standard tolerances. No wall thickness shall be less than 0.040'.
2 Using screen panel width •IM select upright length'H'.
3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over 30' in mean roof height
5. Height is to be measured firm center of beam and upright connection to fascia or wail connection.
6. Chair rails of 2" x 2' x 0.044" min. and set @ 36' in height are designed to be residential guardrails provided they are
attached with min. (3) #10 x 1-1/Y S.M.S. into the screw bosses and do not exceed &-W in span.
7. Max beam size for t x 5" Is 2" xT x 0.05Y x 0.120'
8. Spans may be interpolated.
- -9. To convert spans to'C" and "D'-exposure categories see exposure multipliers andexampleon Table 1B-Page 3: -
Table 1.4120 Allowable Post I Girt I Chair Rail I Header Spans & Upright Heights
6005 TCI Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For 3 second wind gust at a velocity of 120 MPH, Exposure •B' or an applied load of 15 # 1 sq. tt
A. Sections As Horizontals Fastened To Posts With Cli s
Hollow Sections
Tributary Load width 9M = Member S acin
3'-6"
4'-0" 4'-V S'-0"I 5'-6' 1 6--0- 6'S"
Allowable
Hef ht
"H"'or S an "L-/ hpndinn
thldeflection
Idl
2" x 2' x 0.044"
6'-9' Id
I S-5'
I d 1 8'-2*
d 5-11'
d S-9'
I d I 5'-8'
I d. 1 177
3" x 2" x 0.045"
T-T d
T3'
d T-5'
d 6'-11'
d 6'-7'
d 6'3'
6 -&--I -I-b
2- x 3' x 0.045"
9'-0' d
8'-11'
d 9'S'
d 9'-0'
d 8'-7'
d 8'-2'
d T-8' d
2" x 3' x 0.060"
10'-5' d
9--11'
d 0'-10'
I
d 10'-3'
d 9'-10'
d 9'-5'
d 8'-11' it
2" x 4" x 0.6s0"
173' d
l l'-a"
d 12'3'
Id 11'-T
ld 0--11'
Id 105'
Id 7-10- b
Y x 5" x 0.062"
1SS" I d
4'-11•
d I W-9•
Id T-11'
Id 13'3'
lb 17-7'
lb 1'-11" b
Hollow Sections
Tribute Loadwidth'W'=Nero rS ein
3.6
-0-
e,'
Allowable
Height "H'
or S an
"L"/ bendin
b da
a on d
2" x Y x 0.040"
' b
6'-11'
b S'-T b
6'-4•
b 6'-0"
b 5S' b
3" x Y x 0.045"
11• b
TS'
b 6'-11" b
6'-T
b 6'_3'
b 5'-11' b
2 x.MxDA45;�Fi�'
-1' b
AV
9"8�
b 9'-0' b
B'-T.
b 6'-Y
b T-8- b
2' x 3' x 0.060'
'S' b
0'-10"
b 10'-3' b
9'-10'
b 9--Y
b 8--11' b
2" x 4" x 0.050"
'-1' b
12'-4'
b1'T2"x5"xO.D62"
-9' b
14'-9'
b 3'-11' b
13'-3•
6 17-T
b 1'-11' b
Note:
1. Thicknesses shown are'nornmai' industry standard tolerances. No wall INclmess shag be less than 0.040'.
2 Using screen panel width'W select girt lengths.
3. Site specific engineering required for pool enclosures over 3(Y In mean roof height
4. SpaNhetght Is to be measured from center of beam and upright connection to fascia or wall connection.
5. Chair rags of 2' x 2' x 0.044' min. and set @ 36' in height are designed to be residential gardrails provided they are
attached with min. (3) #10 x 1-11T s.m.s. into the screw bosses and do not exceed 8'-0" o.e.
6. Girt spacing shall not exceed 6'S'.
7. Max beam size fort x 5' is 2" xT x 0.055 x 0.120'
8. Y x 4" & Y x S hollow girls shall be connected w/ an internal or external 1-11T x 1-1 W x 0.044' angle.
9. Spans/heights may be interpolated.
10. To convert spans to'C' and'D' exposure categories see exposure multipliers and example on Table 1B Page &
Table 1.5A 12D Town & Country Industries, Inc.
6005 TCI Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
Aluminum Alloy 6005 T-5
for Areas with Wind Loads up to 120 M.P.H., Exposure "B' and Latitudes Below 30°3g'-00" North (Jacksonville, FL)
Uniform Load = 4 #/SF, a Point Load of 300 f#SF over (1) Ilnearft Is also nonsidered
Single Self -Mating
Beams
Tributary Load
width -
10'-0"
14-0'
IW-0" 22'-0"
26'-0" 130'-0'
34'-0'
38'-0'
42'-0"
46'-0' 50'-0" I W-O--
Allowable
S an •L' / Point
Load (PI or Uniform
Load U
bendin
deflection
d
2" x 4" x 0.046" x 0.100"
16-T ju
13--11
U tY-0'
U 11'-Y U
10.3'
U 9'-T
U 8'-11' U
b b
6'-6'
U 8'-1'
b
b T-9'
U T,_5•
b
U 7, Y• U
b b
2' x S" x 0.050' x 0.096"
21-4'
U 18-0'
b
U 15'-11
b
U 14'S' U
b b
13'3'
U 1Y-4'
b
U 11'-T U
b b
10'-11
U 10'-S
b
U lil
b
U 9, 7•
b
U 9'-2• U
b b
Y x 6' x 0.050" x 0.120'
W-3'
U 2(r-W
U 18'-1"
U 1 V-4- U
15-1'
.. b
U 1",
U 13'-Y
b b
12'S'
U 1'-10•
b
b 11 '4-U
b 10'-10
10'-S U
b b
2' xT x 0.060" x 0.120'
28'-0'
U
b 23'-11
b 21'-1'
U U
19'-1
b b
1T-7-
b
U
16'-4
U U
164
b b
14'S
U -U
b 3'-10
b 13-2
U
b 12'-
U U
1Y-2
b b
2'x8'x0.0T2' 0
x .224'
30-4'
d
U -
2T Y
d
U
4'- 1 1
U U
23'-4'
d d
-. U
Z7 1 d
20'-1 1 b
U U
19'$' b
18'-T
U
1T-8'
b b
U
16'-11'
U -
b 16'3'
U -U
1ST
b b
2" x 9' x 0.072" x 0224"
33'-S d
U
2D'-10
d
U
2TS'
U U
25S•
d d
24'3' U
d
2Z-9' b
U 21'-S U
b
20'3•
U 19'-3' U
b b
18'-S
U ITS"'
b
U 16,-11 U
b b
Y x 9" x 0.082" x 0.2g6"
35-9' d_
31'-11 d
29' Y
d 2T-0• d
261-W d
24-10'K
b
225' b Ir
21'-4' h
20'-5'
b 19'-T
IT
b 18'-10 h
2" x 10" x 0.09Y x 0.374'
41'S' d
3T-1' d
34'-1'
d 31'-11 d
30'-2' d
28'-9'
d
2S-T d
25-4• h
24'-Y
b 23-Y
Ir
b y - b
Double Self -Mating
Beams
Tribute
Load
Width
10-0'
14'-0'
I8-0•- 22'-0"
26-0"
30'-0'
1 34'-0'
38%0"
42'-0" 1 46'-0" 50'-0" 64--0
Allowable
S
an'L'
/ Point Load
P or Uniform
Load
(U) bending
(b).
defleetiorL(
(2) 2" x 8' x 0.072" x 0224'
ST-4" b
49'-4' b
W-T
h 34'-T h
31'-10 b
29-T b
T-10 b
4 2& - h
25'-0" h
2T-11•
b 27-11
b Z7-1- b
(2) 2" x 9' x O.D72' x 0.224'
55-9' b
4T-Y U
b
41'-T
b 3T-T
U
b
30'J' U
b
28'-T U
b
2T-3' U
b
26'-0'
U 4'-11
b
24'-0• U
b b(2)
2' x 9" x 0.082' x 0206'
61'-11 b
57-4•
46'-Y
b 41'-9'
W
p
33-T b
3T-9- b
30'-Y b
28'-10'
b 2TS'
26'-B'
(2) 2" x 10' x 0.092' x 0.374"
NM"•
73'-4`
b
61'-11
b
54'-B`49'-5'
b
U
b
39'-9' U
b
3T-T b
35-9'b
b
b b
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 50•
2. Span is measured from center of connection to:fasda or wall connection.
-3. Above spans donotindudelen - - - on -- - - - - - - - - - p gthof Imeebrace.-Add horizontal from to center of tirece to beam connection to the above spans
for total beam spans.
4. Spans may be interpolated.
5. To convert spans to'C' and 'D' exposure categories see exposure multipliers and example on Table 1 B Page 3.
Example:
The Maximum 1: for a Tx 4' x 0.D46" x 0.100' Single Self -Mating Beam with Tributary Load Width = 27-W is 11'-2" -
Table 1.5.212D T Town & Country Industries, Inc.
Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
One End of Beam Attached to Host Structure
for Areas with Wind Loads up to 120 M.P.H., Exposure "B" and Latitudes Below 30"-30'-00" North (Jacksonville, FL)
Uniform Load = 4 #/SF, a Point Load of 300 #/SF over (1) linear R Is also considered
Aluminum Alloy 6005 T-5
Single
Single Self -Mating
Beams
TributaryLoad
Width
10'-0' 14--0" 18--0' 22'-0'
26'-V
3O'-0'
34'-0"
38'-0" 42•-0'
461-0' 50'-0- S4•-0"
Allowable
S an'L' / Point Load
P or Uniform
Load
, banding
, deflection
d
2" x e x 0.046' x 0.100'
12'-11
d 17-11
a 17-2•
b l l'-V b
10'-2' b
9'S' b
8-10' b
8'-S
b T-11' b
T-T
b T-0'
b T a- b
2' x 5" x 0.050' x 0.11E"-
-
15-9'
P 15-9'
d
P 14W
d
U 13'-0• U
b
17-3" U
b
11'S" U
b
10•-8• U
b
10'_1•
U 9'-7• U
b ti
g_Y
D'-10"
b
8'-6•
b b
2" x 6" x 0.050' x 0.120"
18'-S
P
d 18'3
U
h 15-1
U U
h 14'-T b
IT-S b
U
1L--6• b
U
11'-9• h
W-Y
U U
b 10'-7- h
10'-1
U
h 9'-6'
U U
b g-0• b
2'x7'x0.D55"x O.f20'
20'-11
P 19-10
P
h ITS•
U 15-10
b b
14'-T
b
13--T
b
12'-9'
b
17-1'
11'S'
b b
0'-11'
10'S'
b
10'-1'
b b
Y x B' x O.D70• x 0224'
25-4•
P 2S-0•
d
P 4'-11
d
U 27-T
b b
20'-9' U
b
19-4' U
b
18-2' U
b
1T-Y
18'-4' U
b b
15S"
U 4'-11•
b
U 74'-S U
b b
2' x 9" x 0.070" x 02D4"
2T3•
d 2T3'
d 25-9•
b 23'3• b
215' 6
19'-11 6
b W-10 b
16'-1'
b 15-5'
b 14'-10 b
2" x 9' x 0.082' x 0.326'
29'3'
d 29'3'
d 29'3'
d 2T-S d
-11 d
24'-5 h 7 0'
T2112V-2'
b20'S•b19'-9'bIT
8'-11•
Ir
bb
x10"x0.D90"x0.374'
34'-2'
d 3a'_Y
d 34'_2•
d 1'-11' d30'3'
d26•-10
d
b 24'-10' b
23'-9•
b -10
b 1'-11 b
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 50•
2 Span is measured from center of connection to fascia or wall connection.
3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
4. Spans maybe interpolated.
5. To convert spans to'C" and'D' exposure categories see exposure multipliers and example on Table 18 Page 3
�$ g
0
Z
0:
a
K
O
LL
W
m
O
Z
z
R
W
W
Z_
0
Z
W
_I
Q fn
Z
Q OL
2 u)
Z X
_0- LLI-Lu
LU
lq IY m
0 co LU
CO O .-J
=-.
LZ
FU 1
W LL WHO
U)U0
U)
_Z d
2
D 04
Q
Z
_O
F-
0 LIJ
OU o
O
Z cI
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W
m
W
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ti M
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N N
* Z r' n
N_ a
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Table 1.6 Minimum Upright Sizes and Number of Screws for
Connection of Roof Beams To Wall Uprights or Beam Splicing
Gusset Plate Thickness
Beam Size Thickness
2" x T' x 0.055" x 0.120" SMB 0.083'
2'x98" x 002x0224SB 00.112255'
2x2:x4MB 2" x 9" x 0.082" x 0.306' SMB I 0.19D'
2' x I x 0.092" x 0.374" SMB 1 0.250'
Connection Example:
- - - - - 2' x 7' Beam &-Y-xA' at beam &-gusset plate, (14) #6 x-12' sms & upright & gussetplate(14) #8 x 1/2*sms ea.. side of beam &-upright
Note:
1. Connection of 2'x 6' to Y x 4' shall use a full la cut or 1/16' usset late.
P 9 P
2 For beam splice connections the number of screws shown is the total for each splice with 112 the screws on each side of the cut.
3. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and! or equal anchors may be used.
The number shown is the total use 12 per side.
4. Hollow splice connections can be made provided the connection is approved by the engineer.
5. -If a larger than minimum upright is used the number of screws is the same for each splice with 12 the screws on each side of the cut
6::Theside wall upright shall have a minimum beam size as shown above, ie.. a 2' x 4' upright shall have a Y x 3' beam.
7.•Forminimum girt size read upright size as a beam and pudin size is minimum girt size. (i.e. 2' x 9' x 0.07Y x 0.219" s.m.b. w/
2"xWx'0.050 x 0.135' sm.b. upright requires a Y x 3' x 0.045' girt / chair rail.)
& Alt connections shall use a full lap cut
Table 1.7 Minimum Size Screen Enclosure Knee Braces
and Anchoring Required
Aluminum 6005 T-5
brace Length'
Extrusion
Anchoring System
-0'
Y x 2-x 0.D44'
2' H-Channel With 3 #10 x 12" each lecl of channel
" -ro 3'-0'
2"x3'x 0.045'
2'H-Channel With 3 #10x 1/2"each leg of channel
:Up to 6'-0'
2' x 4' x 0.046" x 0.100'
Y H-Channel With 4 #10 x 12' each leg of channel
Knee brace length shag be the horizontal and vertical length @ a 45' angle from the center of the
connection to the face of the beam or upright
Note:
1. For required knee braces greater than 4'-6' contact engineer for specifications and details.
2 Cantilever beam detail shown on page 1-40 shall be used for transom wag to host structure
attarhmentwhen knee brace length exceeds 6'-0".
Table 1.8 K-Bracing Fastening Schedule
Number of #10 x 3/4- S.M.S. Required
Maximum
Wall Width
Comer Post
@Top
Diagonals
per End
Intermediate
Post@ChairRall
Comer Post
@Bottom
Plate to
Sole Plate
2W-0"
2
2
4
2
2
OW30:4)MM
MM21MI
M
4='"f`>T^^•
.; "�2 ?r?
2n�'• '
40'-0"
3
4
6
2
2
50'-0"
4
5
S
3
3
6W-0'
6
7
12
3
3
Use screw sizes specified in the table below.
Use front wall width when determining number of s.m.s for the side wall K-bracing.
Use side wag width when determining number of sm.s. for the front and / or back wall K-bracing.
Wind Zone Screw Size -
90 MPH #10
100 MPH #10
110 MPH #10
X120lMPH UL#10:
13D MPH #12
140-1&2 MPH 4
150 MPH #14
Table 1.11 Maximum Overhang for Rafter / Truss Tails
when Connected to Screen Roof
20' Max. Enclosure Span
Rafter! Truss Tall #2 Span/ben
ng or deflection d
Wind Zone
(.B.)
Wind
Pressure
(#/SF)
2x4
2x6
2x8
2x1D
2x12
10D-110
4
2'-2'
b
5'4'
b
T-3
b
15'-0'
1 b
1 27-3'
b
9120-P
4
Z--'2
b
5'4-
b
9--3-
b
15'-0"
1 b
27-0'
b
123
4.3
7.0'
b
4'-11'
b
8'-T
b
13'-11"
bk20--W
b
130
5
T'-9'
b
4-3'
b
T-5'
b
17-0'
b10'
b
140
6
1'-5'
b
3'-T
b
6'-2'
b
10'-0'
b10'
b
150
7
T-3'
b
T-0'
b
5-3'
b
B'-T
bT
b
30' Max. Enclosure
Span
Rafter/
Truss Tail
#2
Span /
bending
h or
deflection
d
Wind Zone
(„Ba gyp)
Wind
Pres re
. 2x4
2x6
2x8
2x10
2x12
100-110
4
1'-5'
Tb
3-7-
b
F-2-
1 b
10'-0'
b
14'-10-
b
120
4
-T
b
S'-2'
b
7-0'
10
b
14%10-
b
123
4.3
-4
1''
b
3'�'
b
5-9'
1 b
9'3'
b
13'-10'
b
130
5
1'2*
1 b
7-10'
b
4'-11'
b
8'-0'
b
1I'-lu-
b
140
6
0'-1 T
T b
Z-4'
b
4'-1"
b
6'-8'
b
9' 41'
b
150
1 7
0'-10'
b
7-0'
b
1 3'-6-
b
1 6-9'
b
8'-6'
b
40'-Max. EncIcsure-S
an
P.aRer-f-Truss
Tail-#2-Span/banding-
rordo0ectlon-
d
Wind Zone
(•B• Exp)
Wind
Pressure
2x4
2x6
2x6
2x10
2x12
100-110
4
T-1-
b
2'-8-
b
4'-T
b
T-6-
b
11'-1'
b
120
4
1'-1'
b
2'-8'
b
4'-T
b
7"-6*b
11'-1'
b
123
4.3
1'-0'
b
7-6.
b
4'4'
b
6'-11-
b
10'4'
b
130
5
VAG'
b
7-2'
b
3'-8"
b
6'-0"
b
8'-11'
b
140
6
0'-9-
b
1'-9-
b
3'-1'
b
5-4
b
T-5'
b
150
7
0'-T
b
1'-6'
b
2'-8'
b
4'-4'
b
6'-4'
b
Note:
1. For overhangs with spans that exceed those listed above site specific engineering is required.
If truss bottom cord extends more than 24' over the wall site specific engineering Is required.
2 To convert from exposure 'B* spans to'C' or'D' exposure spans see multipliers and example
Table 18 on page3.
Example:
For a pool inciosure, with W max beam span, in a 123 MPH wind zone. "B' exposure. For 2 x 6
rafter/ truss the max overhand from the wall of the host structure to the sub -fascia is 3'4'.
LATITUDES NORTH 30 - 30' - 00" NORTH (JACKSONVILLE. FL
Table 1.9.1 Allowable Beam Spans
TCI 6005 Town & Country Industries, Inc.
Aluminum Alloy 6005 TS
forAreas in Wind Zones up to 130 M.P.H., Exposure "B" and Latitudes North 30"-30'-00" North (Jacksonville, FL)
Uniform Load = 15 WSF. a Point Load of 31110 MAP nv"r III linear ft ra alcn -!Salo. A
Hollow Sections
Tributa Load Width'W = Beam S acin
3--0"
4'-0' 6-0' 6'-0' T-0' 1 8-.0-
Allowable
S
an'L'
/ Point
load
P or Uniform
Load bendin
b deflection
2" x 2-x 0.040'
S-6'
lPb
5'-6'
Pb
S-6'
Pb
5'-5'
113b
5'-2-
Pb
4'-11'
1Ub
1 4'-T
Ub
3" x 2" x 0.045'
6'-6'
Pb.
B'-0'..
Pb
6'-0'
Pb
5'-g'
Pb
5'-T
Pb
S-2'
Ub
4'-9'
Ub
2"x 3-x 0.045'
9'-6'
Pd
8'-1'1' -
d
SL4-
Ud
T-10'
Ud
T-0'
Ub
6'-8'
Ub
6--2'
Ub
2" x 3" x 0.060'
10'-11'
Ud
9'-11'
Ud
9'-3""
Ud
8:-8'
Ud
8'-0'
Ud
T-1-r
Ud
T-T
Ud
2" x 4' x 0.050"
17-11'
Ud
11-8"
Ud
10'-10'
Ud
10'-3'
U.d
9'-5'
Ub
8'-8'
Ub
74
Ub
2" x 5" x 0.062"
16'-6'
Ud
14'-11'
Ud
13'-10'
Ub
17-6'
Ub
11'-S
Ub
10'-T
UD
9'-10'
Ub
Self Mating Sections
Tribute
Load Width 'W =Beam S cin
3'-0"
4'-0"
5'-0" 6'-0" 7'-0'
8'-0"
9'-0"
Allowable
S
an'L'
/ Point
Load
P or Uniform
Load bendin
b deflection
d
2'" x 4" x .046 x 0.10D"
14'-4'
Ud
17-11'
Ud
11'-8-
UbW.,Ud
b
9'-W
Ub
8'-11"
Ub
8--4'
Ub
2" x 5" x 0.050" x 0.096'
1T-8'
Ub
14'-2'
UbUb
1'-10'
Ub
10'-11'
Ub
10'-3'
Ub
2" x 6" x 0.050' x 0.120'
20'3'
Ub
15-9'
UbUb
13'A"
Ub
2" x 7" x 0.060" x 0.120"
23•-Y
-
Ub
1-T-8-
UbUb
14'-9'
Ub
13'-8'
U6
17-9'
Ub
.2'_x.8_x-0.072_x-0.224' ..
29'-25:.
-
t2Y-2'
Ud-
24'-&.-
Ud-Ud-
2-1-T -
Ub-
20-0" -
Ub-
@8-10'-
Ub-
2' x 9' x 0.072" x 0.224'
37-1-
Ud
2T-1-
Ud
b
22'-9'
Ub
21'-2'
ub2'
x9" x 0.082' x 0.206'
34'-5'
Ud
29'-0'
Ud
d
25-11'
Ud
24'A'
Ub2"
x 10' x 0.092" x 0.374"
39'-11'
Ud
33'-8'
Ud
d
30'-1'
Ud
28'-9'
Ud
2T-S'
Ud
Note:
1. Thicknesses shown are 'nominal' industry standard tolerances. No wail thickness shall be less than 0.0401.
2 The structures Uniformed using this section shall be limited to a maximum combined span and upright height of 50' and a
maximum upright height of 16. Structures larger than these limits shall have site specific engineering.
3. Span is measured from center of beam and upright connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans. _ -
5. Tables are based on a maximum wall height of 1 6'including a 4' max mansard or gable.
6. Spans may be interpolated.
7. To convert spans to'C' and "D' exposure categories see exposure multipliers and example on Table 18 Page 3.
Example: Max 'I: for 2" x 4" x 0.050" hollow section with •W = 5'.0" = 10'-10'
Table 1.9.2 Allowable Purlin Spans
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
for Areas In Wind Zones up to 130 M.P.H., Exp.'B' and Latitudes North of 30.30'.00" North (Jacksonville, FL)
Uniform Load =15 NSF, a Point Load of 300 tXISF over (1) linear fL is also considered
A. Sections Fastened To Beams With Clios
Hollowsections
Tributary Load Width'W = Purlin S acin
T-6'
1 4'-0" 1 4-6" 1 5'-0" 1 5'-6" 1 6•-0'"
1
AllowableS
an'L'
/ Point
Load
(PI or Uniform
Load 1111
IM deflection
d
2" x 2" x 0.044"
'
Pb
5-T
Pb
6-6'
Pb 6-5'
Pb 5'-Y Pb
4'-11' Pb
4-9'
Pb
3" x 2' x 0.045"
Pb
S3'
Pb
6'-0'
Pb
5'-9'
Pb
S-T
Pb
6-4'
Pb
6-1"
Pb
2" x 3' x 0.045"
'Ud
8'-11'
Ud
&-T
Ud
8'-0'
Ud
8'-1'
Ud
T-9"
Ub.
T-2-
Ub2"x3'x0.060"
J6'-V
'
Ud
9'-11'
Ud
9-T
Ud
9'-3'Ud
8'-11'
Ud
8-8
Ud
8'-5'
Ud
2" x 4" x 0.050"
'
Ud
1 P-0'
Ud
11'-T
Ud
10'-1Ud
10'-6'
Ud
10'-3
Ud
9'-0'
Ub2"
x 5" x 0062"
8'
Ud
14'-11'
Ud
W-F
Ud
3'-10'
Ub
13'-2"
11 lb
1191-8'
IUb
11'-9'
Ub
Hollow Sections
Tribute Load Width '1M= Purlin S acin
3'S"
4-0' 4.6 5'-0" 5'-6 6•-0"
Allowahto
Span
'L'
/Point
Load
(Pi or Uniform
Load MI. bendin
defleetlon
d
2" x 2' x 0.044"
T3'
Pb
T3'
Pb
5-11'
Ub 6'-6'
tub 6'-1' Ub
S-9' Ub
5-0'
Ub
3'"x2"x0.045"
8'-T
Pb
T-10'
Ub
T3-
Ub
6--9'
Ub
6'4'
Ub
S-11'
Ub
S-6'
Ub
2"x Wx 0.045"
10'-9'
Ub
10'-1'
Ub
9'-6'
Ub
8'-10'
Ub
8'-3'
Ub
T-9'
Ub
T-2'
Ub
2"x3"x 0.060"
17-4"
Ub
11'-6'
Ub
10'-10'
Ub
10'3'
Ub
9'-10'
Ub
9'S'
Ub
B'-11'
Ub
2"x4"x 0.050"
13--11-
Ub
13--1-
Ub
17-Y
Ub
Ill'-6'
Ub
10'-10'
Ub
10'-4"
Ub
9--W
Ub
2"x5"x 0.062"
16'-10'
Ub
15-8-
Ub
14'-8'
Ub
13'-10'
-h
13'-Y
Ub
12'-6'
Ub
11'-9-
Ub
1. Thicknesses shown are 'nominal' industry standard tolerances. No wall thickness shall be less than 0.040'.
2 The structures Uniformed using this section shall be limited to a maximum combined span and upright height of 50' and a
maximum upright height of 15. Structures larger than these limits shall have site specific engineering.
3. Span is measured from center ofbeam and upright connection to fascia orwall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
5. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable.
6. Spans may be Interpolated.
7. To convert spans tD'C' and 'D* exposure categories see exposure multipliers and example on Table 1 B Page_ 3.
Example: Max. V for 2" x 4" x 0.050" hollow section with'W = S-0" = 9'-10"
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2" x 9" x 0.072" x 0.224" BEAM
SHOWN
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
WHEN FASTENING Y x 2"
THROUGH GUSSET PLATE
USE #10 x 2" (3) EACH MIN.
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE MINIMUM
YIELD STRENGTH OF 23 ksi
db = DEPTH OF BEAM
ds = DIAMETER OF SCREW
2ds
2" x 6" x 0.050" x 0.120"
UPRIGHT SHOWN
MOMENT CONNECTION TABLES CAN ONLY BE USED IN CONJUNCTION
WITH ONE OF THESE DETAILS
ryas
kx®X® \\
db
_\db
\ kk xk >c x® \
k k k k
®® ® Xx kx kkX®® \
x x x x
kk
ALTERNATE FLAT ROOFi
rya
2(db - 2")
/ STRAP TABLE
BEAM
SIZE
SCREWS
#/SIZE
STRAP
LENGTH
YxT
4 #12
2-3/4"
Z-IX
2 x
1/4
a -Ire
'ALL SCREWS 3/4" LONG
NOTES:
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x T AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
BEAM SPLICE CUT, GUSSET PLATE CONNECTION & GUSSET SCREW PATTERN
BEAM TO POST MOMENT CONNECTION DETAIL
SCALE: 2" = l'-0"
2 x 6 UPRIGHT CUT TO MATCH
BEAM ANGLE AND NOTCH FOR
EAVE RAIL
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL o
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
(18) #8 SCREWS PER TABLE 1.6
2 X 6 SELF MATING BEAM —
SCREW LOCATIONS PER
TABLE 1.6 FILL OUTSIDE
LOCATIONS FIRST
NOT ALL LOCATIONS ARE
REQUIRED
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE A MINIMUM
YIELD STRENGTH OF 23 ksi
STRAP TABLE d -1/2"
BEAM SCREWS STRAP
SIZE #/SIZE LENGTH
2"x7' (4)#12 2-314"
2" x s- (4) #14 3-1/4"
Y x s' (4) #14 3-1/4"
ALL SCREWS 3/4' LONG -
_ d I
® ® ® d - 1/2"
II I
® ®, ATE
I
® I I F R OF
® ® ® I x 1-314" x 1-3/4" 50h2 H-32
®® L LOY LAW M119K US AS
GUSSET PLATE FOR BEAM
MATERIAL
® ® 2" x 8" BEAM CUT TO ACCEPT
® WALL UPRIGHT
I- ®- - -® (- - - - - - -
® ® I NOTE:
® ® ® I 2"x8'BEAMW/2"x6"
® ( UPRIGHTSHOWN
® ® I OTHER BEAM TO UPRIGHT
I ® ® I COMBINATIONS PER
® ® I TABLE 1.6 MAY BE USED
® ® ® I 5-1/2" "FLAT BAR' INSIDE WALL
® SECTION
I ® ® (SEE TABLE 1.6 FOR
a / / THICIWESS & SCREW
L / / PATTERN)
NOTES:
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
_2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER.
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
5. BEAMS THAT ARE 2 x 7 OR LARGER MUST HAVE GUSSET PLATE
6. MOMENT CONNECTIONS AND MOMENT TABLES CAN NOT BE USED IN SOLID ROOF/ SCREEN
ROOF COMBINATION ENCLOSURES OR ANY CONNECTION THAT REQUIRES A KNEE BRACE
SUCH AS IN A DOME ROOF.
ALTERNATE BEAM TO POST MOMENT CONNECTION DETAIL
SCALE: 2" = V-0"
CD
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Table 1.1M 120 Moment Connection
6005 TCI Allowable Beam Spans
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For Wind Zones up to 120 M.P.H., Exposure 'B" and Latitudes Below 30"-30'-00" North (Jacksonville, FL)
Uniform Load =4#1SF. a Point Load of 300 #SF over III linear fL Is also eonsldarad
Hollow Sections
Tributa Loadwidth'1M=Beams acln
3'-D"
4'-0" 5'-0"' 6'-0" 7'-0"
AllowableS
an'L'
/ Point
Load
P or Uniform
Load U bandingb
deflection
d
2" x 2' x 0.044'
T-3'
Pb
73'
Pb
T3'
Pb
T-3'
Pb
T-3'
Pb
T-3'
Pb
T3'
Pb
2" x 3" x 0.045"
9'-2'
Pb
9'-2"
Pb
9'-2"
Ptr
9-2'
Pb
9'-2'
Pb
9'-2'
Pb
9'-2'
Pb
2' x 3" x 0.060'
13'-6'
Pit
13'.-6'
lPb
13'-6'
Pb
IT-6'
Pb
IT-6'
Pb
13'3-
Ub
12'-3-
Ub
2" x 4' x 0.050'
16'-7-Pd
16'-T
Pd
16'-T
Pd
16'-7-
1Pd
16--7-
IPd
15-9"
Ub
14'-10'
JUb
3" x 2" x 0.045"
1LE
Ph
18'-9'
IPb
18'-9-
Pb
1T-6'
Ub
l&-0'
Ub
14'-9'
Ub
13'-8'
Ub
Self Mating Sections
Tribute
Load Width W = Beams
aein
3-0'
4-0
5'-0' 8-0'
7
AllowableS
an'L'
1 Point
Load
P or Uniform
Load
U bendin
b defl2"x4"x0046"x0.100
2N-2'
Ph
24-2'
Pb
22'-W
Ub
20'-6'
Ub
18'-10'
Ub
1T-T
Ub
Ub2"
x 5" x 0.050' x 0.096"34'-0'
Pd
3T-T
Ub
2T-8'
Ub
25'-1"Ub
23-W
Ub
21'4'
Ub
Ub2"
x 6" x 0.050' x 0.120"
40'-2'
Ub
34'-T
Ub
30'-8'Ub
2T-10'
Ub
2S-T
Ub
23'-9'
Ub
JlUb
Ub2"
x T x 0.060' x 0.120"
45'-0'
Ub
38'-9'
Ub
34'S'
Ub
31'3'
Ub
28'-B'
Ub
26'3'
Ub
Ub2"
x 8" x 0.072" x 0.224"
51'-3'
Ld
51'3'
Ld
49'-8'
Ub
45-2'
Ub
4T-9'
Ub
38'-11'
Ub
Ub2'
z-9"-x-0:072' x-0224'
54' 1° ..
W-
54-1"--
Ld-
52'-9" -
Ub-
4T-41m
Ub-
44'3'..-
Ub-
41'-3' -
Utr
-
Ub..2"xB"x
0.082'x0.206"
54'-5'
t.d
54'-S
Ld
54'5'
Ld
54'-5'
Ld
50'-8'
Ub
4T3'
Ub
Ub2'
x 10" x 0.092" x 0374'
5T-4'
Ld
5T-0'
Ld
ST-4'
Ld
5T-4'
Ld
5T-0'
Ld
5T-0'
Ub
Ub
Note:
1. Thicknesses shown are'nomknal" industry standard tolerances. No wall thickness shall be less than 0.040'.
2 The structures designed using this section shall be limited to a maximum combined span and upright height of Wand a maximum
upright height of 16. Structures larger than these limits shall have site specific engineering.
3. Span Is measured from center of beam and upright connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the
above spans fortotal beam spans.
5. Tables are based on a maximum wall height of I V including a 4' max mansard or gable.
-6.-Spans may be interpolated- - - -- - - - - - - _ - - - - - - -
7. To convert spans to "C" and'D• exposure categories see exposure multipliers and example on Table 1 B Page 3.
8. Moment connections and moment tables can not be used in solid / screen roof combination enclosures or any connection that requires
a knee brace such as in a dome roof.
Table 1.3M 120 Moment Connection
6005TCI Allowable Post/Upright Heights
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For 3 second wind gust at a velocity of 120 MPH, Exposure 'B' or an applied load of 15 #/sq. R
Hollow Sections
Tributary Load WldthW =U rights aein
3'-0" 4--0" 5'-0' 6'-0'
Allowable
Hei
M "H" /
bendin b
deflection
fill
2" x 2" x 0.044'
8'-6' b
T-5' I It
6'-7' 1 b
6'-0' lb
I S-T lb
1 S-3'
1 b 4'-11' lb
3" x 2" x 0.045"
914 It
8'-4' b
T-5' b
6'-9' b
6'-2' b
5-9"
2" x 3- x 0.045"
11'-8' b
I V-1' It
9'-0' It
8'-3' b
T-T b
72-
2' x 3" x 0.060"
13'-3' bill'-6'
b
10'-3' I b
1 9'-S' lb
1 8'-8' Ito
1 8'-2'
lb I T-8' b
2" x 4" x 0.050'
13'-9' b
1'-10• 1b
10'1- lb
9-7- Ito
T-10" lb
8.2-
Ih
Self Mating Sections
Tributary
Load Width'IM=U ri
htS acing
3-0"
4-0"
5'-0.
6'-0'
T-0"
g•-0'
Allowable
Hei
ht"H"/
bendina (b).deflection
d
2' x 4" x 0.046" x 0.100"
1S-8- It
1T-6' b
2" x 5' x 0.050' x 0.096'
19'-10' b
1T-1- b
15--T b
13'-10' b
12'-9' b
11'-10"
b 11'-1' b
2' x 6" x 0.050" x 0.120"
2Z-7' It
19'-6' b
1T-4' b
15-9" b
14'-6' It
13'-6"
b 12'-8' b
2" x 7' x 0.060" x 0.120'
26'-6' b
Z2'-10' b
20'-4' b
19-W b
14'-V b
13'-6'
b W-11' b
2' x 8" x 0.072' x 0.224"
33'-6' b
29'-0' b
25-11" b
2T-8" b
21'-11' It
20'-5'
b 19'-3' b
2' x 9- x 0.072" x 0.224"
35-8' b
30'-11" b
2T-T b
25-2" b
2&-T b
21'-9'
b 20'-6' b
2" x 9' x 0.082" x 0.206'
40--7- b
35-1- b
31'-4' It
28'-T b
26'-6- It
24'-9-
b 23'-4- b
2" x 10" x 0.092" x 0.374'
48'-6" b
41'-11' b
3T-7- b
34'3' b
31'-9" b
29'-8'
b 2T-11' b
Note:
1. Thicknesses shown are 'nominal" industry standard tolerances. No wall thickness shag be less than 0.040'-
2 Using screen panel width W select upright length'H'..
3. Above spans do not Include length of knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans
4. Site specific engineering required for pool enclosures over30' in mean roof height
5. Span is to be measured from center of beam and upright connection to fascia or wall connection.
6. Chair rails of 2' x Z x 0.044'min. and set @ 36" in height are designed to be residential guardrails provided they are
attached with min. (3) #10 x 1-1rZ S.M.S. into the screw bosses and do not exceed 8'-D• in span.
7. Maximum beam size for ZSt 5' is a 2 x 7"x 0.055'x 0.121r
S. Spans may be interpolated.
9. To convert spans to'C' and'D" exposure categories see exposure multipliers and example on Table 18 Page 3.
MOMENT CONNECTION TABLES CAN ONLY BE USED IN CONJUNCTION WITH ONE OF
THE MOMENT CONNECTION DETAILS ON PAGE 18A
Table 1.6A Moment Connection
Minimum Upright Sizes and Number of Screws for
Connection of Roof Beams To Wall Uprights or Beam Splicing
Beam
Size
Minimum
Upright
Size
Minimum
Puritn
Size
Minimum
Girt & Knee Brace
Size
Minimum
Number of Screws'
#8 x''/a" #10 x %" #12 x `/,'
Beam Stitching
Screws
& Spacing
2"x3"x 0.045" Hollow
2'x 3"x 0.0W Hollow
2 x 2 x 0.044' Hollow
2' x 2 x 0.044° Hollow
6
4
4
-
2'x4"x 0.050" Hollow
2' x 3"x 0.045' Hollow
2'x2x0.044'Hoilow
2-x 2x 0.044-Hollow
B
6
4
2'x5"x 0.062"Hollow
Yx 3"x 0.D45' Hollow
2° x 2 x 0.044' Hollow
2'x 2 x 0.044' Hollow
a
6
4
2" x 4" x 0.046" x 0.100"SMB
T xXx0.D45'Hollow
2'x2x0.044'Hollow
2'X2X0.044'Hollow
8
6
4
#8 24'O.C.
2"x5"x0.050"z 0.116"SMB
2'x4'Hollowor SMB
Yx2x0.044'Hollcw
Tx2x0.044'Hollow
8
6
4
#B 24'O.C.
2"x6"x0.050'x 0.120" SMB
2-74'Hollowor SMB
T x 2 x 0.044' Hollow
1 2"x 2 x 0.044' Hollow
10
8
6
#10@24"O.C.
2"x7-x0.0SS"x0.12VSMB
Z'x5"HolloworSMB
T x 2 x 0.044' Hollow
T x 2 x 0.044' Hollow
14
12
15-7
#12 @ 24'O.C.
2"x8"x 0.082'x 0.306" SMB
27x6"x0.050"x0.120"SMB
Tx3"x0.045'Holtow
Yx 2 x 0.044" Hollow
16
14
12
#14 24"O.C.
2'x9"x0.072"x0224"SMB
2'x6"x0.050"x0.120"SMB
T x 3'x 0.045' Hollow
2" x 2 x 0.044' Hollow
18
16
14
#14 @ Is-O.C.
2'x9"x 0.082"x 0.306"SMB
T xrx0.055'XD.120"SMB
Tx4'Hollowor SMB
2 x 2 x 0.044' Hollow
20
18
16
1 #14 @ 16'O.C.
2"x 10"x 0.092"x 0.374"SMB
T x 8' x 0.082'x 0.306"SMB
2'x5'HolloworSMB
Tx 3"x 0.045' Hollow
20
18
16
1 #14 @ Is-O.C.
Screw Size
Minimum Distance and Spacing of Screws
Gusset Plata Thickness
Edge To Center
center To Center
Beam Size
Thickness
16
518°
2" x T x 0.055" x 0.120"
0.063'
#10
3/8"
V4
2" x 8" x O.D7Y x 0.224"
0.125'
_- .. .#J2....
1/2:.
.1-...
-2'x-9"-z-0:072"-x-0.-224"-
0..145-
#14 or 1 4"
3 4'
1-112"
2- x 9" x 0.082" x 0..306' 1
0.190,
5116"
718'
1-3 4"
2" x 10' x 0.092" x 0.369" 1
0.950"
3/8"
1'
Y
Refers to each side of the connection of the beam and upright and each side of splice connection.
Connection Example: Y x T beam & 2' x 5' at beam & gusset plate, (14) #8 x 10 sms & upright & gusset plate (14) #8 x 1/2' sms ea. side of beam & upright
Note:
1. Connection of 2' x 6' to 2' x 3' shall use a full lap cut or 1116" gusset plate.
2. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut
-3. Thenumberof deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and for equal anchors may be used. The number shown is the total use 112 per side.
4. Hollow splice connections can be made provided the connection is approved by the engineer.
5. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut
6. All beam to upright connections for 2" x 7" beams or larger shall have an internal gusset plate except when a knee brace is used at the connection.
Gusset plates are required for mansard, gabled and all spliced connections.
7. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws.
8. The side wall upright shall have a minimum beam size as shown above, ie., a 2' x 4' upright shall have a 2" x 3" beam.
9. For minimum girt size read upright size as a beam and puriin size is minimum girt size. (i.e. 2' x 9" x 0.072" x 0.224" s.m.b. wl
2' x 6' x 0.050 x 0.120" s.m.b. upright requires a 2' x 3" x 0.045" girt / chair rail.)
Table 1.9.1M Moment Connection
TO 6005 Allowable Spans for Primary Screen Roof Frame Members
Town & Country Industries, Inc.
Aluminum Alloy 6005 T•5'
For areas with wind loads up to 130 M.P.H., Exposure "B" and latitudes above 30.30'-00" North (Jacksonville, Florida)
that are subject to Ice and snow.
Uniform Load on Screen =15 fXSF 300# Point Load Is Considered over 1 LF of Beam
Hollow Sections
TO utary Load width 'IM= Beam S acin
3-0"
4'-0' I S'-0" I 6'-D" T-0" 1 811"
Allowable
Span
'L'
I Point
Load
IPI or Uniform
Load (111 hnndinn
thl deflection
Id
2" x Y x 0.044"
T3'
Pb
7-3'
Pb
&-T
Ub 5-11'
Ub S-5' Ub
4'-17' Ub
4'-T
Ub
3" x 2" x 0.045'
8'-T
Pb
T-10'
Ub
6'-11-
Wit
6'-2'
IUb
I 5'-7'
Ub
1 5'-2*
1uh
I 4'-9'
Ub
2" x 3" x 0.045"
-a
lUb
10'-1'
Ub
8'
Ub
T-4'Ub6-8'Ub6-2
Ub
"060
2'
13'-3
U
Ub
lg�
Ub
9 --5'
Ub
8'
Ub
8-2'
Ub
8x3-x
T
Ub
x0.060
Ub
13-1'
'
Ub
11'-6
10''
Ub2x4
S
lUb
1 8'-8'
IUb
T-11'
11.17
2" x 5' x 0.062"
18'3'
Ub
15'-8-
Ub
13'-10"
lUb
12'-6'
IUb
11'-5'
IUb
10'-7-
Wit
9'-10'
jUb
Self Mating Sections
Tribute
Load Width'1M = Beam
Spacing
3-0" 4-0'
S'-0' 6-11
I T-0"
I a--0'
1 9-0
AllowableS
an'L'
/ Point
Load
(PI or Uniform
Load
U bendin
b deflection(d)
2" x 4' x 0.046" x 0.100"
15'-4'
Ub
13'-2"
Ub
11'-8'
Ub
10'-6'
Ub
9'-8'
Ub
8'-11"
Ub
1 8'-4'
2" x 5" x 0.050"x 0.096-
18'-8-
Ub
16'-0'
Ub
14'-2'
Ub
12'-10
Ub
1'-10'
Ub
0'-11'
Ub
10'3'
Y x 6" x 0.050" x 0.120"
20'-8-
Ub
1T-9'
Ub
15'-9°
Ub
14'-3'
Ub
1T-1'
Ub
12'-2'
Ub-
1 V-4'
Y x T x 0.060' x 0.12D'
23'-2-
Ub
19'-11'
Ub
1T-8'
Ub
15-0
Ub
14'-9'
Ub
13'-8'
Ub
17-9'
dUb
2" x B" x 0.072" x 0224'
33'3'
Ub
28'-9"
b
25'-T
Ub
23'-3'
Ub
21'-6'
Ub
20'-0'
Ub
18'-10"
xx0.072'x0224"
354'
Ub
30'-6'
Ub
2T-2'
Ub
24'-W
Ub
2=7-9'
Ub
21•-Z'
Ub
19'-11'
x9x0.082"x 0.206'
40'-4'
Ub
34-10'
Ub
37'-1'
Ub
28'3'
Ub
26'-1'
Ub
24W
Ub
27-11"
2-x 10-x 0.092" x 0.37e
48'-0'
Ub
41'-10'
Ub
3T-4'
Ub
I34'-1'
Ub
31'-6'
-
29' -
Ub
2T-8'
Ub
Note:
1. Thicknesses shown are "nominal' industry standard tolerances. No wall thickness shall be less than 0.040%
Z. The structures designed using this section shall be limited to a maximum combined span and upright height of 5(r and a
maximum upright height of 19. Structures larger than these limits shall have site specific engineering.
3. Span is measured from center of beam and upright connection to fascia orwall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
S. Tables are based on a maximum wall height of 16' including a 4' max mansard or gable.
6. Spans maybe interpolated.
7. To convert spans to'C and "D' exposure categories see exposure multipliers and example on Table 1B Page 3.
Example: Max V for 2" x 4" x 0.050" hollow section with W = 5'-0"=11'-6"
4
py
Lu
W
Q.
W
O
LL
co
t7
7
luW
Z
L9
Z
W
K
O
a
J
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Z LLjJ O
Q ~
F 0 W
Z Cl) Z O M
- (9- W O- - V-o
CAQ' OCV
W U Z h
co W JO Z Z
Z)ZOU m2
W
U Z z p W
W W W 0-
U)iUg On
O -LLJcn
gcn2 r`M
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Z No
LV
N ~
J �
Q
to
n
} N Z
J W rt M M
LL rL
W (m x
tu LL
-1 O a
C m
~
a
CD :,a m toca a
r
. 1c-• m ro
LLIroe Vt
W m
0) V M a
a
m
t h
�J,
a
O
2Of0
Z
coS
L
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12-01-2009
OF 21
m
U
Table 1.10a 110 T Town & Country Industries, Inc.
6005 TO Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6005 TS
For Areas in Wind Zones of 110 M.P.H., Exposure'B" or Less and Latitudes Below 30"-30'-00" North
Uniform Load on Screen = 4 #ISF, Solid Roof = 23.2 #/SF and 300# Point Load is Considered over (1) LF of Beam
6" Cunar Mir tar and Ralf Mefinn Ramm
Single Self -Mating
Beams
Tribute
Load Width
1D'-0' 1Y-0"
14'1"
1I 18'-0`1
2V-V` 1 2r-O" 1 24'-0"
Allowable Span 'L!/Point
Load
or Uniform Load U
, bending or deflection
2' x 5" x 0.050" x 0.100"
11'-11
Ub
11'-8'
Ub
11 S
Ub
11'-2'
Ub
10'-11'
Ub
10'-8'
Ub
I 10'-6'
Ub
10'-5-
Pb
2" x 6" x 0.050" x 0.120"
1Z-W
Ub
1Z-2"
Ub
11'-11
Ub
W-T
Ub
11'-4'
Ub
11'-2'
Ub
10'-11
Ub
10'-1'
Ud
2" x 7" x 0.055" x 0.120'
17-11
Ub
1Z-6'
Ub
12'-0'
Ub
1Z-1'
Ub
t t'-10
Ub
IV-7-Ub
11'-4'
Ub
11 2'
Ud
2" x 8" x 0.072" x 0.224"
18'-2-
Ub
1T-6'
Ub
1T-3"
Ub
16'-11
Ub
16 6--
Ub
16'-2"
Ub
15'-10
Ub
15'-5"
Ud
2'3 9"x 0.07Y x
1.'
Ub
1S-0'
Ub
187T
Ub
1T-10
Ub
1T-5'
Ub
1T-1-
Ub
16'-9"
Ub
16'-11
Ud
5121
2" x 9" x 0.082" x 0.326'
23'-1'
Ub
27-6'
Ub
1'-11
Ub
21'-6•
Ub
21'-0'
Ub
20'-T
Ub
20'-Y
Ub
19'-9'
Ud
0.374"
2T-4'
Ub
26'-S'
Ub
26'-0"
Ub
2S-5'
Ub
4'-10'
Ub
24'4'
Ub
23'-11
Ub
Note:
1. if the solid panel is greater or less than 1V-Cr, then the 12 the allowable screen roof beam span shag be adjusted by the factor
of +/- 2 x 12 (the solid roof panel span difference between the actual and 10'-07). The adjustment to the allowable screen roof
panel width is applied as a plus if the solid roof panel is larger than 10'-0' and minus if the solid roof panel is smaller than
2 For span of'L' of beam; use screen panel width from drawing.
3. Load span = 12 of screen beam length + 12 of solid roof span .
4. Spans may be Interpolated.
5. For minimum beam to upright sizes use Table 23
6. To convert spans to'C' and 'D* exposure categories see exposure multipliers and example on page 1-ii.
Table 1.10a 120 T Town`& Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6005 TS
For Areas in Wind Zones of 120 M.P.M. Exposure "B" or Less and Latitudes Below 30°30'-00" North
Uniform Load on Screen = 4 f#SF, Solid Roof = 27.4 #ISF and 30D# Point Load is Considered over (1) LF of Beam
5^ Rnnar Gr rttar and Calf Matlnn Rmm
Single Self -Mating
Beams
Tribute Load Width
10'-0' 12'-0"
W-V
16'-0' i6'-0"
20'-0" 22'-0" 24'-0"
Allowable Span '12 1
oint Load
P or Uniform Load U
, bendin b or deflection d
2" z5"x0.050'x 0.1D0'-
-11'-3'
Ub
10'-I1
Ub-
10'-9'
Uti
-IT-T
Ub-
-10'-4
Ub-
10=2`
Uti
-9'-11'
Ub
9'-5'
Pb
2" x 6" x O.D50" x 0.120'
11'-9'
Ub
11'-6'
Ub
11'-3'
Ub
10'-11
Ub
10'-9-
Ub
ll '
Ub
10--5-
Ub
10'-1'
Ud
2" x 7" x D.055" x 0.120'
1Y-Y
Ub
11'-ti
Ub
11'-8"
Ub
11'-5'
Ub
11'-3'
Ub
11'-0'
Ub
10'-10
Ub
10'-2'
Ud
2" x S" x 0.072' x 0.224"
1T-0`
Ub
16'-8'
Ub
167
Ub
15-11
Ub
15'-8-
Ub
15'-5•
Ub
15-1'
Ub
14'-5-
Ud-
Ex 9" x 0.072' x 0.2D4'
1T-11'
Ub
IT-7'
Ub
1T-Y
Ub
16'40'
Ub
161-6-
Ub
16'-3-
Ub
15'-11
Ub
15-11'
Ud
2.;;
" x 9" x O.D82" x D.326-
21'-8-
Ub
21'-2'
Ub
20'-9-
Ub
20'-e
Ub
19'-11'
Ub
19'-T
Ub
19'-2`
Ub
18'-9'
Ud
2' x 10" x 0.090" x 0.374"
25'-8-
Ub
25'-1'
Ub
247
Ub
24'-1'
Ub
23'-7'
Ub
23'-2'
Ub
27-9'
Ub
2Z-S
Ud
.Note:
1. ifthe solid panel is greater or less than W-W, then the 12 the allowable screen roof beam span shall be adjusted by the factor
of+/-.2 x 12 (the solid roof panel span difference between the actual and 10'-0'). The adjustment to the allowable screen roof
panel width is applied as a plus if the solid roof panel is larger than 10.0' and minus if the solid roof panel is smaller than 10'-0'.
2. Forspan of'L' of beam; use screen panel width'W' from drawing.
3- Loadspan = 12 of screen beam length + 12 of solid roof span -
4. Spans -maybe interpolated.
5. For minimum beam to upright sizes use Table 23
6. Tosonvert spans to "C' and'D" exposure categories see exposure multipliers and example on page 1-5.
Table':.110a 130 T Town & Country Industries, Inc.
60057C1 Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One SldelSolid Roof Other Side
Aluminum Alloy 6005 T-5
For Areas:in Wind Zones of 13D M.P.H., Exposure "B" or Less and Latitudes Below 3D°30'-00" North
Uniform road on Screen = 5 #JSF, Solid Roof = 32.2 #ISF and 300# Point Load Is Considered over (1) LF of Beam
S RuneYhrHar and Calf M�frnn Rmm
Single Self -Mating -
Beams
Tribute
Load Width
10'-0'- - 1Z-0'-
14'-V-
16'-0"- 18-D
1 20.0 1 22'-0" - r 24'-0'
Allowable Span 'L:
/Point
Load
P or Uniform Load U
, banding b or deffection d
2' x 5' x 0.050" x 0.100"
10'-7-
Ub
10'-0'
Ub
10'-2-
Ub
2" x 6" x 0.050' x 0.120"
1 VA I
Ub
15-9'
Ub
IV-T
Ub
10'-5•
Ub
10'-3"
Ub
1 g'-1'
Ub
9'-11'
Ub
9'-9'
Ub
2" x 7" x 0.055^ x 0.120'
11'-5'
Ub
11.3'
Ub
11'-0'
Ub
10'-10
Ub
10'-B'
Ub
1 D'-5•
Ub
10'3'
Ub
10'-1'
Ub
2' x 8' x 0.072' x 0.224"
1SA I
Ub
15'-B'
Ub
15-5'
Ub
15-1'
Ub
14'-10
Ub
1F7--
Ub
14'A"
Ub
W-T
Ub
2' x 9' x 0.072" x 2:311
16'-1
Ub
15.6-
Ub
I.-
Ub
1541
Ub
15'-8"
Ub
15'-Y
Ub
15'.2'
Ub
W-11'
Ub
82" x 0.326"
2"x 9" x 0..S2..0
20'-0'
Ub
19'-11
Ub
19'-T
Ub
19'-2"
Ub
18'-10
Ub
18'-7-
Ub
I 16'-3-
Ub
1T-11
Ub
2' x 10" x 0.090" x 0.374-
24'-1'
Ub
2-T-7-
Ub
2T-2'
Ub
2Z-9"
Ub
2Y-4"
Ub
21'-71
Ub
21'-T
Ub
21-3'
Ub
Note:
1. If the solid panel is greater or less than W-W. then the 12 the allowable screen roof beam span shall be adjusted by the factor
of +/- 2 x 112 (the solid roof panel span difference between the actual and W-W). The adjustment to the allowable screen roof
panel width is applied as a plus if the solid roof panel is larger than 194r and minus if the solid roof panel is smaller than IV-W.
2 For span of'L' of beam; use screen panel width "W from drawing.
3. Load span = 112 of screen beam length + 112 of solid roof span.
4. Spans maybe interpolated.
5. For minimum beam to upright sizes use Table 2.3
6. To convert spans to'C" and "D* exposure categories see exposure multipliers and example on page 14i.
Table 1.1 Oa 140 T Town & Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6005 T5
for Areas in Wind Zones of 140-1&2 M.P.H., Exposure "B" or Less and Latitudes Below 30"-30'-00" North
Uniform Load on Screen = 6 #/SF, Solid Roof = 37.3 #/SF and 3009 Point Load Is Considered over (1) LF of Beam
5" Suner Gutter and Self Matins Beam
Single Self -Mating
Beams
Tribute Load Width
10'-0' 1Y-0'
14'-0'
i6'-0'1 18'-0'
1 20'-0' 1 2Y-0' 1 24'-0-
Allowable Span'L' /Point
Load
P or Uniform Load U
, bending h or deffection d
2" x 5" x 0.050" x 0.100"
9'-11'
Ub
9'-9'
Ub
9' -T
Ub
I 9'-Y
jUb
1 04'
Ub
9'-2-
Ub
1 9'-0'
Ub
S'-1V
Ub
2" x 6" x 0.050" x 0.120"
10'-4'
Ub
10'-2"
Ub
10=W
Ub
9'-10'
Ub
9'-8'
Ub
9'-T
Pb
9'S
Ub
9'3'
Ub
2" x T x 0.U55" x 0.120"
10'-9'
Ub
10'-T
Ub
10'-S
Ub
19-T
Ub
10'-1"
Ub
9,41'
Ub
9'-9'
Ub
9'-8'
Ub
2" x B" x 0.072" x 0.224'
15-1'
Ub
W-9'
Ub
14'-7'
Ub
14'-4'
Ub
I 14� 1'
Ub
13'-11
Ub
13'-8'
Ub
IT-6"
Ub
0.072 x 0.204'
15-11
Ub
1 S-T
Ub
15-0'
Ub
15-1'
Ub
14'-10'
Ub
14'-6'
Ub
14'S
Ub
W3'
Ub
0.082" x 0.326'
Ub
IV-10
Ub
W-W
Ub
15-2'
Ub
1T-11
Ub
1T-S'
Ub
1T-5'
Ub
IT-T
Ub
2" x 10-x 0.090-x 0.374'
2Z-W
Ub
2Z3'
Ub
1'-11
Ub
21'-T
Ub
2-V T
Ub
20'-11
Ub
20'-T
Ub
20'3'
Ub
note:
1. If the solid panel is greater or less than 10'-0', then the 12 the allowable screen roof beam span shall be adjusted by the factor
of +/- 2 x 12 (the solid roof panel span difference between the actual and 10'-07. The adjustment to the allowable screen roof
panel width is appried as a plus if the solid roof panel Is larger than 1('-0' and minus If the solid roof panel is smaller than 10'-0'.
2 For span of'O of beam; use screen panel width 'W from drawing.
3. Load span = 12 of screen beam length + 12 of solid roof span .
4. Spans may be interpolated.
5. For minimum beam to upright sizes use Table 23
6. To convert spans to'C and 'D" exposure categories see exposure multipliers and example on page 14i.
Table 1.10b 110 T Town & Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6005 T45
For Areas in Wind Zones of 110 M.P.H., Exposure "B" or Less and Latitudes Below 30"30'-00" North
Uniform Load on Screen = 4 f#SF, Solid Roof = 23.2 #/SF and 300# Point Load is Considered over (1) LF of Beam
7" Sunar Gutter and Ralf l latlnn llka-
Single Self -Mating
Beams
Tributary
Load Width
10'-0" 1 12'-0' 14'-0'
1 15'-0' 1 W-1)" I 20'-T` I 22'-0' 24'-0"
Allowable S an'L'
/ Point Load
P or Uniform Load , bending b or deflection
2" x 7' x 0.0W' x 0.120'
15'-5'
Ub
15'-1'
Ub
W-9'
Ub
14--5'
Ub
W-1'
Ub
13'-9"
Ub
13'-6'
Ub
13'-10
Ub
2" x B" x 0.072" x 0.224"
19-11
Ub
19'S
Ub
19`-0'
Ub
18'-7'
Ub
18'-2'
Ub
1T-10'
Ub
1T-5'
Ub
1T-2'
Ub
2" x 9" x 0.072" x 0.204"
20'-5'
Ub
19'-11
Ub
19'-6'
Ub
19'-1'
Ub1
18'-8'
Ub
I 18'-3'
Ub
11T-11
Ub
1T-3'
Ub
2' x 9" x 0.08Y x 0.326"
24'-0'
Ub
23'-9'
Ub
23'-Y
Ub
27-8'
Ub
2Y-2'
Ub
21'-9'
Ub
21'-4'
Ub
_I 1.
Ub
2" x 10" x 0.090" x 0.374"
T-11
Ud
I 2T-T
Ub
26-10
Ub
I 26'-3'
Ub
I 25'-8'
Ub
I 25-2'
Ub
I 24'-B°
t I
Note:
1. If the solid panel Is greater or less than 10'-0', than the 12 the allowable screen roof beam span shall be adjusted by the factor
+ of /-
2 x 12 (the solid
roof panel span difference bettycan the actual and IT-0'
). The adjustment to the allowable screen roof
panel width is applied as a plus if the solid roof panel is larger than 10'-0' and minus if the solid roof panel is smaller than I V-0'.
2. For span of'L' of beam; use screen panel width *W from drawing.
3. Load span = 12 of screen beam length + 12 of solid roof span .
4. Spans maybe interpolated.
S. For minimum beam to upright sizes use Table 23
6. To convert spans to'C' and 'D* exposure categories see exposure multipliers and example on page 14i.
Table 1A0b 120 T Town & Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6005 T5
For Areas In Wind Zones of 120 M.P.H., Exposure 'B" or Less and Latitudes Below 30.30'-00" North
Uniform Load an Screen=4#/SF, Solid Roof= 27.4 #ISF and 30D# Point Load Is Considered over (i) LF of Beam
7" Sunar Guttar and Ralf Mafinn Rmm
Single Self -Mating
Beams
Tribute
Load Width
10'-0" 1Y-0" 14'-0'
16'-0" Ir-0• 1 20'-0" 1 22'-0' 1 24'-0'
Allowable S an'L'/
Point Load
P or Uniform load U , bandingb or deflection _
Y' x 7' x 0.055' x 0.120'
141-6'
Ub
W-Z'
Ub T-11'
Ub
13'-7'
Ub
13'-4"
Ub
13'-1'
Ub
1Z-10
Ub
iT-10 Ub
2" x 8" x 0.072" x 0.224"
1a.-9'
Ub
18'-0'
Ub 1T-11'Ub
1T-T
Ub
1T-3"
Ub
15-11
Ub
16'-TUb
16'-2' b
2" x 9" x 0.072' x 0.204"
19'-2'
b
16'-9'
b 16'S'
b
18'-0'
b
1T-6'
b
1T-4"
b
1T-0"
b
16'-3" b
2' x 9" x 0.082" x 0.326'
-11
b
22'S
b l'-11"
b
21'S
b
21'-1'
b
20'-8•
b
20'-3'
b
9'-11 b
2" x 10' z 0.090" x 0.374'
26'-6•
b
-11'
b 25-4'Pb
4'-1 D`
b
24'-0'
b
3'-11'
b
23•-6•
b
23'-2' b
1- If the sogd panel is greater or less than 1 V41 , then the 12 the allowable screen roof beam span shall be adjusted by the factor
of +/- 2 x 12 (the solid roof panel span difference between the actual and 10'-0'). The adjustment to the allowable screen roof
panel width is applied as a plus O the solid roof panel is larger than 10'-0' and minus if the solid roof panel is smaller than 10'-0'.
2. For span of'L' of beam; use screen panel width 'W from drawing.
3- Load span =12 of screen beam length + 12 of solid roof span.
4. Spans maybe interpolated.
5. For minimum beam to upright sizes use Table 23
6. To convert spans to'C' and 'D* exposure categories see exposure multipliers and example on page 1-ii.
Table 1.10b 130 T Town & Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6063 T-6
For Areas in Wind Zones of 130 M.P.H., Exposure "B" or Less and Latitudes Below 30°30'-00" North
Uniform Load an Screen = 5 f#SF, Solid Roof = 32.2 #NSF and 300# Point Load Is Considered over (1) LF of Beam
7" Sunar Gutfar and Calf M=lion Rmm
Single Self -Mating
Beams
Tribute
Load Width
10•-0" 1Y-0"
14'-0"
16'-0' 18'-O 20'-V` 1 2Y-0" 1 24'-0"
Allowable S an'L'
I Point
Load
P or Uniform Load U,bendin or deflection d
2" x 7"x 0.055' x 0.120'
13'-T
U
-4b 13''
Ub
IT-1'
Ub
1Z-10'
Ub
1Z-W
Ub
1Y-5"
Ub
1Z-T
Ub
1Y-0•
Ub
2" x 81x 0.072" x 0.224"
1T-T
Ub
1T-W
Ub
16'-11
Ub
I 154-
Ub
15.4"
Ub
16'-1'
Ub
5-10'
Ub
1S-T
Ub
2" x 9" x 0.072"x 0.2D4"
18'-0'
Ub
1T-8'
Ub
1T-0'
Ub
1T-0°
Ub
15-9•
Ub
16'-6'
Ub
16'-2'
Ub
15-11'
Ub
27 x 9" x 0.082" x 0.326'
21V-0'
Ub
21'-1'
Ub
20'-8'
Ub
20'-3'
Ub
19.
Ub
19'-7"
Ub
19'-3'
Ub
15-11'
Ub
2" x 10" x 0.090'x 0.374"
24'-10
Ub
24'-4'
Ub
3-11
Ub
2T-6'
Ub
2'T-1•
Ub
2Z-B'
Ub
27-4•
Ub
"'-11'
Ub
1. If the solid panel Is greater or less than 10'-0', then the 12 the allowable screen roof beam span shall be adjusted by the factor
of +/- 2 x 12 (the solid roof panel span difference between the actual and 10'W). The adjustment to the allowable screen roof
panel width is applied as a plus if the solid roof panel is larger than 10'-0' and minus if the solid roof panel is smaller than 10'-0'.
2. For span of'L' of beam; use screen panel width'W from drawing.
3. Load span =12 of screen beam length + 12 of solid roof span.
4. Spans may be interpolated.
5. For minimum beam to upright sizes use Table 23
S. To convert spans to'C' and 'D' exposure categories see exposure multipliers and example on page 1-ii.
Table 1.10b 140 T Town & Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6063 T6
for Areas in Wind Zones of 140-1&2 M.P.H., Exposure "B" or Less and Latitudes Below 30'30'-00" North
Uniform Load an Screen = 6 #ISF, Solid Roof = 37.3 #ISF and 30D# Point Load Is Considered over (1) LF of Beam
7" A-- G,rlfar =nd Colf Math[, R.-
Single Self -Mating
Beams
butary Load Width
IW-0" 1 12'-0' 1 14'-0'
1 16'-0" IS'-O"
20'-0" 2Y-0' 24'.0"
Allowable S an'L' I Point Load
P or Uniform Load U
, banding lotor deflection d
2" x 7" x 0.055" x 0.120"
1Z-10
Ub[23!-0-
12-7
Ub
17S'
Ub
lit?Wbb
11'-10
Ub
2" x 8" x 0.072" x 0.224"
16'-T
UbI&-T
Ub
15-0'
Ub
15'-9
1S3'
U2"
x 9" x 0.072" x 0.204-
15-11
Ub16'-8-
Ub
1S5'
Ub
15-2
15-8'
U2"
x9" x0.08Tx0.326"
20'3'
Ub9-ll
Ub
19-4-
Ub
19'3
Ub
18'-4•
Ub
18'-1'
Ub
2" x 1 D" x 0.090" x 0.374"
23'-S
Ub
Ub
27 7'
Ub
2Z3•
Ub
21'-11'
Ub
21'-7'
Ub
21'-3'
Ub
20'-11
Ub
1. If the solid panel is greater or less than 10'-W, then the 12 the allowable screen roof beam span shall be adjusted by the factor
of+/- 2 x 12 (the solid roof panel span difference between the actual and 10'-0*). The adjustment to the allowable screen roof
panel width is eppried as a plus if the solid roof panel is larger than IV-T and minus if the solid roof panel is smaller than IV-0'.
2 For span of V of beam; use screen panel width'W' from drawing.
3. Load span = 12 of screen beam length + 12 of solid roof span .
4. Spans maybe interpolated.
5. For minimum beam to upright sizes use Table 23
6. To convert spans to'C' and 'D' exposure categories see exposure multipliers and example on page Wii.
d ev
am
O ZLL
O
x
c o_ cr
2 e
tLu
o
m
G
m K.
ro
0
LL O
Occ
O < O
O�
� LL
in ui
o
� tr
30
s5a
Z
Q O Z
ZQ O
M m 0 W
Z2 OM
- -
- -(9- O- f2 _C) O
OO
J c
W LL CO Z I
to O H oLLI
CAC Z 0 W
0 in
V 0 O W
CO(L d
�LL2 OD
O O cn
cn (L
�0 ,rn
O 00
N 04
_Z IZ
W =
D
Q
U9
tp ro
r
4t 2 a' ~
N �
,_I aNi M
0
LL
a
Z
W O X
Il a
M
W
a
LU m 4i
n
v m
o
C i2 a
o
(D 2 fq
m rr � c
Q
UNa
) e co r
iris
`A� m m
O
N
^V
Y U C
W_l.
AN- %J2010
SHEET
19A
12-01-2009- I OF 71
IL
D
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tY
1:9
Z
K
W
W
Z
Z
Z
w
W
Z
Z
W
m
.Di
Table 22.1 Allowable Attributable Roof Area per Post
Wind Zone =
A IledLoad f#S =
100 MPH 110 MPH 120 MPH
123 MPH
130 MPH 140-1 MP 14D-2 MPH 150 MPH
16.6#Ito 17.7#/ft' 21.1#!ft'
.2#/fP
.8#/fp 8.7#11P 30.9i1/fif 33#/ft'
Max.Max.
Height
Load
Ilowe le Roof Area
in Square
Feet for Various Loads on Post
3'x3'x0.060"Roll Formed -Aluminum
Allo
3105H-14
7%0"
6110
368
345
290
275
246
213
198
lay
8'-6'
4976
300
281
236
224
201
173
161
151
10'-0"
3596
217
203
170
162
145
125
116
109
III-S"2719
164
154
129
22
110
95
88
82
13'-0'
2128
128
120
101
96
86
74
69
64
14.6'
1710
103
97
81
77
69
60
55
52
Err
__13W
a5
7
67
63
57
49
45
43
Max.
Hei ht
ax-
I Load
Allowable
Roof Area
in S uare
Feet for Various
Loads
on Post
3' x 3' x 0.060" Fluted
Hollow Extrusion
-Aluminum
6063
T-0
7-0"
7575
456
428
359
341
305
264
245
230
8.6"
5646
340
319
268
254
228
197
183
171
10-0"
4079
246
230
193
184
164
142
132
124
1.6
3085
16
74
146
139
12
107
100
93
IT-O"
2414
145
136
114
109
97
84
78
73
14'-6"
1940
117
110
92
87
78
68
63
59
60
1594
96
90
76
72
64
56
52
48
Wind Zone =
Applied Load(#/SF)=
100 MPH
110 MPH
120 MPH
123 MPH
130 MPH
140-1 MPH
140-2 MPH
150 MPH
15.691 fN
17.7#Ift'
21.1#/ft
22.2#Ife
24.8#11ft-
28.7#/fN
3D.9#lft'
330/ft'
Max.
Hal ht
Max.
Load
Allowable
Roof Amain
Square Fast
for Various
Loads
on Post
3" x 3" x 0.090'
Hollow
Extrusion
- Aluminum
Alloy 6063
T-6
7'-0'
10680
643
603
506
1 481
1 431
372
346
324
8'-6"
7244
436
409
343
326.
292
252
234
220
10!_r
.5233-
- 315-. ...-296-
- 248-
. 236.-
. 211-
- 182.
.. 169-
159-
'.6..
3951
238
224
lab
17
160.
138
128
120
13'-0"
3097
187
175
147
139
125
108
100
94
14'-6"
2489
150
141
118
112
100
87
81
75
16-0
20"
123
115
97
92
I 82
71
66
62
Max.
Hal tit
Mm7
Load
Allowable
cot a in
5quare,
eat or various
Loads
on roar
"
12 "
w E t
- I In
r-0"
14340
864
810
680
1 646
578
Soo
464
435
8'-6'
9725
586
549
461
438
392
339
315
295
10'-0"
7027
423
397
283
245
227
213
1 -6
53
320
300
2
185
172
1613
-0" __
_4158 __250
_
_235
=252Z;35U
168
145
126
14-6'
3342
201
189
135
116
�89
101
6'-0"
2745
165
155
11196
a3
Max,
Het ht
ax
Load ffi
owa e
et or VariousLoadson
4" x 4' x 0.125"
Hollow
Extrusion
-Aluminum
Allov,6063
T-6
7-0
26177 .
1577
147
12 1
1179
105E
912
847
793
81•
23401
1410
132.2
1109
1054
944
815
757
709
10 -0'
17191
1036
971
816
774
693
599
556
521
Tf -6
12999
7
616
.58E
52
453
421
394
43'-0"--f+
10172
613
575
482
458
410
354
329
308
.14.E'
8176
493
462
388
368
330
285
265
248
6715
405
379
318
302
27
234
217
203
notes: •e,
I_ Desigp must satisfy both height and area requirements.
2 Areasmay be interpolated.
Table 2.4.1 Footings -Maximum Roof Area for Screened Enclosure One side I Snrd 47nnf Athor Lido
Wind Zone (MPH) =
100 1
110
120
1 123
1 130
1 140.1
1 140-2
1 150
Attached Cover Uplift •=
16.6NSF
17.7 NSF
21.1#JSF
22.2 #!SF
24.8 #/SF
28.7#JSF
30.9f#SF
33.0 NSF
Free Standing Uplift =
10 #/SF
10 #/SF
11 #/SF
12 #/SF
13 #/SF
15 #/SF
15 #/SF
17 #/SF
Existing Slab on Grade w/ unknown
reinforcement In good repair
1g
15
15
13
11
11
10
Isolated Footing
Dimensions'•
uplift
Rating (Ibs.)
Maximum Attributable Roof Area In Square Feet
_
1'-D" x 1'-0" x V-0'
_306
' e
18
17
1 15
14
1 12
11
1 9
9
x 1'-4" x 1'-4"
597
36
34
28
27
24
21
18
18
x 1'-0' x 1'-6"
790
'- 48
45
37
36
32
28
'24
24
x1'-8"xr-0"
1,223
74
69
58
55
49
43
37
37
x V-8" x 2'-6'
KT-V
1529
92
86
72
69
62
53
46
46
x T-r x 2'-0"
1584-
95
89
75
71
64
55
48x
r-0" x r-6"
1980
119
112
94
89
8o
69
60
60
xr-6'x r2,75E166
156
131
124
Ill
96
a4
84
x2'-6"x3'-0'
3,308
199
187
757
149
133
ti5
f i00
100
Notes:
1. Isolated Footing is a poured concrete rectangular solid (Length x Width x Depth).
2. Slab on grade must be new or In good condition.
3. For free stand' ng covers, multiply above roof areas by the appropriate multiplier from the table below.
Pre -Cast Block Footing
Wind Zone (MPH)--
100
110
1. 120 V1
123
1--_130 -_-...
1401
140-2
1 150
Attached Cover UPlift•=
16.6f#SF
17.7 t#SF
21.1#JSF
22.2#/SF
24.8#/SF
28.7 NSF
130.9#/SF
133.0 NSF
Free Standing Uplift=
10 NSF
1D #/SF
I 11 #/SF
I 12 #1SF
1- 13 f#SF
I 15 f#SF
I 1591SF
17 #JSF
Dimensions•'
Rating Ibs.)
Maximum
Attributable
Roof Area In
Square Feet
1 x 80# Bag
1,734
110 103
86
82 1 73 1 63 1 55 55
(2) x 8D# Bag
1,819
115
108
1 90
1 a8
r/ 1 66
1 58
58
3 x 80# Bag
1904,
115
1 1011 1
90
1 86
77 1 66
1 58
1 58
- - - - -- - - --- - - - - - - - - Note: Maximum uplift on post is datermined by muitipying maximum attributable roof area x applied load.
Example. Post tributary roof area = Tr, Applied load for 110 MPH wind zone = 24#/Sq. Ft, Uplift on post = 77 x 24 = 1,540#
Table 7-3 Schedule of Post to Beam Size and Number of Thru-Bolts Possible w/ Min. Edge Distance of 24/2d
Beam
Size
Minimum
post
Size
Max. #Thru-Bolts
@ Beam (a)
Max. #Thru-Bolts
@ Post Base (Note 5)
Minimum
Knee
Brace • (Note 5)
Miminum#
Knee Brace
Screws"' (Note 4
Minimum
Stitching Screws
Spacing -
IW 5H6' 318' 1/2"
114` 5116' 3/8' 1/2"
HolloWSections
.'2"xr0.050'Tilt
3x3'x0.093'
1 S
1 3
3
2
1 3
1 2
1
1 1
2'x3'x0.045'
1 3
1 #8 24'O.C.
--Yx4"x0.050'Hollow
3'x3'x0.093'
1 7
1 -5
-4
1 3
1 5
1 3
3
1 3
Z"x3'x0.G45'
1 3 -
1 #8 Q 24'O.C.
Self -Mating Beams
2"x4"x0.044"x0A00'
3x3'x0.093'
5
4
2
2
5
3
3
2
2'x3x0.045"
3
#8@24-O.C.
2"x5"x0.050'x0.116"
3"x3"x 0.093'
7
5
3
3
5
3
3
2
Tx3"x 0.045'
3
210 @ 24"O.C.
2" x 6" x 0.050" x 0.120"
3' x 3' x 0-093'
- 8
6
3
3
5
3
3
2
2' x 3• x 0.045'
3
#10 @ 24' O.C.
2" x 7• x 0.055" x 0.120"
3x3'x0.093'
10
7
4
4
5
3
3
2
2*xrxO.050'
3
#10 @ 24. O.C.
2"x8" x 0.082' x 0.306"
3'x3'x0.125'
11
9
5
5
5
3
3
2
2'x4•x0.050'
3
#12 24.O.C.
2" x 9' x 0.07Y x 0.224'
3' x 3' x 0.125'
13
10
6
6
5
3
3
2
T x 4" x 0.050'
3
#14 24- O.C."
2"x9•x 0.082"x 0.306•
4"x4'x0.125'
13
11
6
6
7
5
4
3
Yx4'x 0.050'
3
#14 @ 24'O.C."
Yx10'x0.092"x0.374'
4'X4'x0.125'
15
15
7
7
19
5
4
3
2x4'X0.050'
4
#14 @ 24.O.C."
I ne minimum numoar or uvu nine rs -
1. •.Minimum postlbeam maybe used as minimum knee brace
2 '• Fasten extemal screws or dips. See Details
3. -For screw size see wind zone chart
4. (2) 114" Thnu Bolts may be substituted for screws.
S. All Thru-Bolts shall have minimum 5/8' diameter washers and lock nuts.
Example:
Number of bolts required for 120 MPH.'B' exposure, Attached (Enclosed) structure; MWFRS Design Load 14 PSF
load width of post = IZ, post spacing = W, w2 =14 PSF
Post Uplift =l2'x 10'x 14'= 1680#
From Table 9.4A• use wall thickness of lesser member
Example: use'rwall = 0.60'
Allowable Loads # Bolts Req'd' ost base
c beam
1/4' = 468# 1 bolt
3.52 use 4 1
yes
yes
5116'=610#/bolt
275 use
yes
yes
318'=731#/bolt
229 use
yes
I
yes
11T = 1.004 # / bolt
1.67 use 2
yes
yes
• These values are good for post base & beam bolts
Material
Type
Top Edge In Direction
Of Applied Load
& Center To Center
Side
Edge
Aluminum
2-1/2 D
t D
Concrete
SD
5 D
Wood
4 D
4 D
Knee Brace
Mtn. Length
ax
Lan
2' x 2 x 0.044•
114'
r-0'
2' x 3" x 0.045
11-V
7-6'
2' x 4' x 0.05W
V-T
Roof Area Conversion Multipliers
Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs
Wind Zone 1 100 1 110 1 120 1 123 1 130 1 140.1 140.2 115111-1
Roof Area Multiplier 1 1.00 1 1.05 1 1.13 1 1.3E 1 IAA 1 1.56 1.00 i -1.00
'COATED ALUMINUM
POST IN CONCRETE
#40 BAR 12" LONG
POURED CONCRETE
(REFER TO TABLE 2A)
T
III
NOTE:
'POST SET IN CONCRETE OR ANY ALUMINUM THAT
WILL COME IN CONTACT.WITH PRESSURE TREATED
WOOD SHALL HAVE ONE OF THE FOLLOWING VAPOR
BARRIERS.
1. PEAL AND SEAL OR OTHER WATER SEAL TAPE.
2. COVERED IN 0.006 MIL-15 # FELT PAPER PLASTIC
3. PAINTED WITH ROOFING CEMENT
ISOLATED FOOTING
COPY
rlLk:
Q
Z
Wa
O
LL
0
W
m
O
.. Ur
Z
W
W
Z
Z
W
IY
O
LL
QO Z
a
Q
cZ
C m 0 W
W
Z M O m
Itt
- -0 -O-U- U-cl-
LU
(A U _j (r) N
UI�m
Lu
U
Z r
w
tn0F �I�-
g
m
LL
F- -� Z Q W
0_j
o
U00
0 ��
co
LL
OCA
2
EL
rA00
U
x 0
Z
E
Z) o
Z N 04
IZ
LIU2
D.
W
Q 0
50
coZ n
_
CD
i` z a n
it
�Litt m
W
LLi
W � 0
O
a�
O LL
Z
gli0v m
W o
LU
U
p
N � fn CD
tY] tit= a
O
X
tD a m .0
LLJ AS io
W
ir
U >,
m
C c
O
L
m
F
O
f6
Z.
yf
a
n.
�
A10
K
w
SEAL
re
p
SHEET
z
0
Z
co 19B ' E
Z
2 W
12-01-2oo9 of 21�
U
Table 3A.2110 Allowable Upright Heights, Chair Rail Spans or Header Spans
6005 TCI Under Solid Roof
Town & Country Industries, Inc.
Aluminum Alloy 6005 T5
For 3 second wind gust at 110 MPH velocity; using design load of 13.0 #1SF
Sections
Tributery
Load Width W Members aein
3'-0" T-6" 4'-0"
4'-6' 5'•0'
5'-6-
6'-0" 1 6'-6" 1 T-0" 1 7'-6"
Allowable
Heinht 'H' / bendin
'b' or doflection'd'
2" x 2" x 0.044' Hollow
8'-7' b
T-11' b1
T-5' b
I T-11' b
1 6'-8" b
1 6'-4' h1
6'-1" b
5'-10' b
5'.7" b
1 5-5" b
3" x 2" x 0.045" Hollow
9'4' b
8'-8' b1
8'-1' b
7'-7' b1
T-3' b
IVA 1' bI
6'-7' b1
6'4b
6'-1' b
5'-11" b
2 x3'x 0.045' ollow
t0-7' b
-10'
1 9-2' b
8-8' b
8'- b
7-10"
7-6' b1
7'-2' b
6-11'
1 6-8'
2" x 3" x 0.060" Hollow
13'-4' b
1Z-5' b
11'-7' b
1 0'-11' b
10'4' b
TAT b
9'-5' b1
9'-1' b
8'-9' b1
8'-5' b
2" x 4" x 0.050" Hollow
2'-107 b
11'-1 D' b
11'-1' b
10'S" b
9'-11' b
9'S' b
9-1' b
8'-8' b
8'S' b
I 8'-1' b
2"x5"x 0.062" Hollow
18'-8" b
1T-3' b
16'-2' b
75'-3- b
14.5' b
13'-9" b
1T-2" b
12'-8- b
12'-3' b
1=10' b
2" x 4" x 0.046 x 0.100" S.M.B.
15'-9- b
14'-7- b
13'-7' b
1776- b
127b
11'-T b
11'-1' b
10'-8' b
10'-3' b
9'-11' b
2" x 5" x 0.050" x 0.100- S.M.B.
8'-11' b
1 T-6' b
16'4' b
15'-5' b
W-8' b
13'41' b
iNT b
17-10' b
774- b
2' x 6" x 0.050" x 0.120" S.M.B.
21'-11" b
20'-3- b
W-11" b
17'-10" b
16'-71' b
16'-2" b
15'-6" b
14'-10" b
144- b
2 x7 x0.055"x .120 S.M.B.
26'3' b
24-T b
22'-9'
215-
204'
19'-0' b
18'- b
17'-10'
1T- b
2" x 8" x 0.072" x 0.224" S.M.B.
37-2" b
29'-9' b
2T-10' b
26'.3' b
24r11' b
23'-9' b
27-Y b
21'-10' b
21'-T b
N3b
2" x 9' x 0.072" x 0.224' S.M.B.
37'.3' b
34.5' b
373' b
30'-5'
28'-10' b
27'-6' b
26W b
25'-W b
24'-4' b
2 x 9' x 0.082" x 0.310" S.M.B.
41'-6' b
38-5'
35-11'
33-11
3 -2- b
3 -8" b
29-4
28'3'
27.2 b
2" x 10- x 0.092" x 0.369" S.M.B.
53'-11" d
51'3' d
49'-0" d
47'-Y d
45'-1" b
4T-11' b
41'.2' b
39W' b
38.1' b
otas:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be interpolated- -
Table 3A.2120 Allowable Upright Heights, Chair Rail Spans or Header Spans
6005 TCI Under Solid Roof
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For 3 second wind oust at 120 MPH velocity: usina design load of 15.0 #ISF
Sections
Tributary
Load Width'W'=
Member s
acin
X-O" 1 T-6" 1 4'-0"
1 N-6'
5'-0' S'-6"
1 6'-0" 1 6'-6" 1 T-0' 1 7'-6"
Allowable
Hei ht 'H'
I bendin 'b' or deflection'd'
2�x 2"x 0.044 Hollow
Z 11' b
1-5' b
6'-11'_-b-g7b
6'-2' b
5'-11' b
-5'-8' b
S-5' b -
-5'-Y --b-
-S-Or -b-
3" x 2" x 0.045" Hollow
8'-8' b
8'-7 b
T-6' b
6'-9' h
6'-W b&-Y
b
VA 1" b
51-8' b
5-6' b
2" x 3" x 0.045" Hollow
9'-10' b
9'-2' b
8'-6" b
7'-8' b
T.3' b
6'-11' b
6'-8' b
6'-5' b
6'-3' b
2" x 3" x 0.060' Hollow
12'5" b
11'-F b
10'-9' b
9-8" b
9-2' b
T-10' b
8'-5' b
8'-2' b
T-10' b
2" x 4" x 0.050' Hollow
'11'-11' b
b
10'-4" b
9-3" b
8'-10' b
8'-5" b
8'-1' b
7'-10" b
T-6' b
2 x5"x .06 ollow
17'-4 b
b
15-0'
135
2-1
2" x 4" x 0.046 x 0.100" S.M.B.
74'-T
b
12'-8' b
11'-4" b
0'-10' b
10'-4' b
9'-11' b
9-7' b
93' b
2"x5'x0.050"x0.100'S.M.B.
17'-7- b
b
15'-3' b
b
13'-7" b
2'-11"b
17-5'b
11'-11- b
11'-W b
11-1- b
2"x fi x 0.050'x 0.120" S.M.B.
To b
b
R22J"
17'-8-bb
5'-9' b
75'-0" b
14'-5" D
3'-16 b
13'4 b
2'-1 V b
2"x7".x,..0.055" x 0.120' S.M.B.
24'-5' b
b
21'-2' b
19'-11' b
18'-11' b
18'-0' b
17'3' b
16'-7' b
15'-11'b
1&-5'
2' x 8":x .072' x 0.224' S.M.B.
29'-11' b
b
25'-11' b
24'S' b
23'-2'b
27-1'b
21'-2" b
2 4" b
79'7'b
18'-11- b2"x9"xD:072"x0.224"
S.M.B.
W-W b
b
30'-0' b
2&3' b
WAG' b
25'-7' b
24'-6' b
23'-V b
27-8' b
21-11' b2
x9.xD.o82 x .30 S. .B.
38'-8'
336'
317'
2-9 1
28-7
274'
263
254 b
24-5- b
2"x 10"6r0.09Yx 0.369" S.M.B.
51'S" d
d
46'-9" d
443' b
41'-11' b
40'-0' b
36'4' b
W-10- b
W-6' b
34'-3' b
Notes:
1- Above:spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans Asy be interpolated.
Table:3A3'130 Town & Country Industries, Inc.
6005 Tel `,` Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velod ; using design load of 18.0 #/SF
'
Sections -
TnbUtarY
Load Wid 'W'=Member
S
aein
3'-0" - - 3'-6' 4'-Or
-4'-6" S-0"
5'-6-
-6'-0' 1 6'-6' 1 T-0" -1 T-V
Allowable
ei ht W bendin
' 'ordeflection'd'
2" x 2" x 0.044" Hollow
T3' b
1 6'-9'
1 6'4'
1 &41' b1
5=a" b1
5'4' b1
5'-2" b
4-11' b
4'-9'
1 4-7' b
32 x 2 x 0.0 Hollow
7-
74
6- 0
-6 b
6-
5- 0
64' b
S-Y b
6'-2
5
Y x 3' x 0.046' Hollow
TV b1
8'4" b
7'-10, b1
7'4' b
6'-11' b
6'-8 b1
6'4' b
6-1" b
5'-11" b
Y x 3 x 0.060' Hollow
114' b
10'-6' b
9'-10'-10'
b
8'-5' b
8'-0' b
7'-Gr b
7C3 b
7 2
2 x "x 0.050 Hollow
- 1' b
10-1' b
9-5 b
B- b
8'-5` b
8'-0" b
T-8' b
T-5" b
77-1' b
6'4' b
2 x5 xo.06 - ollow
15- 0'
14-B
13-9' b
1 -11"'
173
11-8' b
13'
0-9
1 S'
10-0'
2' x 4 x 0.046 x 0.1 Or S.M.B.
134' b
IZ-V b
11'-7' b
10-11b
10'4'
9'-10" b
S b
97 b
8'-V b
8 S' b
2"x5"x0.050"x0.100" S.M.B.
19-1 b
WAG" b
13-11'
13-1' b
12'-5- b
1'-10' b
114' b
0'41' b
70'-6' b
2 x 6 x 0: 50 x. 20
-7
1 -1
1 -T b
14'-5- b
13-9'
13-Z' b
1 -8
1 -Y
2" x 7" x 0.055 x 0.120' S.M.B.
2 4 b
20'-8'
9'4" b
18'-2 b
1T3"
16-6
1 -9- b
15'-2' b
14'-T
2"x8"x0.072'x0.224' S.M.B.
2T4' b
25'-3' b
23'-8' b
22'4' b
21'-2' b
20-2' b
19'4' b
1B'-7' b
1T-11' b
M2b
31-B' b
29-3'
2T_5b25'-7b2''
234' b
4'b21'-6"b
-8' b
2" x9"x0.082"x0.310'S.M.B.
35'4' b
32'-a' b
30'-T b28'-10'b2T4'
b
26'-1' b
24'-11"
23--11- b
23'-1'b
2"x 10"x 0.092"x 0.369' S.M.B.
48'-5" d
45'-t0' b
47-10b
40-5b
38'4' b
3U-6" b
W-11' b
33'-T b
32-5' b
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2 Spans may be interpolated.
Table 3A.2140 Town & Country Industries, Inc.
6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
Fora second wind gust at 140 MPH eloci ; using design load of 21.0 NSF
Sections
Tribu
Load Width
'W'= Member s
acin
3'-0" 1 3--6' I 4'.V
1 X-6'
5'-0" 1 5'-6"
1 6'-0' 1 6'-6' 1 T-0" 1 7'-6'
Allowable
Hei ht 'N'I
bendino 'b or deflection'd'
2"x2"xO.GW Hollow
fi-9' b
I 6'-3' b
5'-10" b
5-6' b1
5'-3" b
4- 1' b
4'-9' b
4W b
4'-5' D1
4'-3' b
3 x2"x0.045Hollow
4'
6-9'
-4b
5-11"
1 5-2
4-11
4-10'
4-W
2" x 3" x 0.045" Hollow
8'-4' b
7*-9' b
T3'
6'-10' b
6 -5' b
&-2'
I&A 1' b
f4r b
5'S' b
R7 b
2" x 3' x 0.060' Hollow
10'-fir b
-9' b
9'-1' b
6-7" b
8'-2* b
7-9' b
T-5" b
72" b
6'-11'
6'-8- b
2 x4"x 0.050Hollow
-1
4
-9
83'
7-10'
75
-
-10
6-T
64-
2 x5'x O.O6Y Hollow
14-8' b
13'-T b
1Y-9'
11-11"
11'4' b
1 -10'
1 S' b
-11'
9'-T b
9'-W b
2"x4"x 0.046x 0.100" S.M.B.
174' b
1V-V b
10'-B' b
10-1- b
9'-7'
9'-Y b
9-9- b
8'-S b
8'-1" b
T-10'
2' x 5' x 0.050' x 0. 00" S.M.B.
W- 0" b
T-9' b
2'-10' b
1 -Y b
78'
10'- P
1 -8' b
10'-1' b
9'-9'
9'-5' b
2 x6 x0.050 x0.20 S.M. .
-3
15-
-1
4-1
134
1 -
1 -8
113'
10-1'
2^ x 7' x 0.055' x 0.120" S.M.B.
20'-W b
19'-1' b
1 T-10'
1 -10
15'-11'
15'3'
14'-T b
14'-0' b
13.6' b
1 -1'
2 x 8" x 0.072 x 0.2WS.M.B.
25-3' b
23'S' b
21-11' b
2 -8- b
19'-7-b
18$' b
1- 1" b
7T-2*b
16'-7' b
15-11- b
2 x 9 x 0.07 x 0.224 8 *M.S.
1294'27-1
254
-11
-0
2 -8 -
2 -8
-11
16 S
2' x 9 x 0.082' x 0.310" S.M.B.
37-8' b
3'
284' b
26-B' b
2S4'
24-2' b
23-
22'-2' b
21-5' b
20'-8' b
2" x 10" x 0.092- x 0.369" S.M.B.
45'-10' b
475'
39.8' b
3T-5' b
35'-6" b
cW-10" b
37-5' b
31'-1' b
29-11' b
28'41- b
Notes: - -
1. Above spans do not indude length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2 Spans may be interpolated.
z
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N t ALUMINUM / STEEL COLUMN
ANCHORS (SEE SECTION 9) 2" x 2' WITH WALL THICKNESS
EQUAL TO OR GREATER THAN
CONCRETE SLAB OR FOOTING ' a COLUMN WALL
a MAX CONCRETE ANCHORS
(SEE TABLE NEXT PAGE)-
* FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8- EMBEDMENT) '
Notes:
1. Angles or U-Channels shall be a minimum of 2-1/8' in height and shall be 0.125" 6063 T-6 extruded alloy or
0 0.125" 5052 H-32 break formed alloy.
POST TO CONCRETE -CONNECTION
�� r�o L
' INTERNAL OR EXTERNAL ANGLE CLIPS
W
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m�
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ANCHORS (SEE SECTION 9)
CONCRETE SLAB OR FOOTING
�r
ATTACHMENT DETAILS
SHOWN REQUIRE DIAGONAL
BRACING FOR
FREE-STANDING COVERS
CORROSION RESISTIVE STEEL
. THRU BOLT PER SCHEDULE
CONCRETE SLAB OR FOOTING
(0
ALUMINUM / STEEL COLUMN
INTERNAL EXTRUDED
ALUMINUM BASE OR BREAK
FORMED U-CLIP
' (4) MAX 1/4- X 2-1/2- WEDGE
BOLT OR EQ. (SEE TABLE
BELOW FOR NUMBER OF
BOLTS
TYPE I POST TO CONCRETE CONNECTION
TUBE COLUMN BASE SCHEMATIC INTERNAL BASE
ATTACHMENT DETAILS
SHOWN REQUIRE DIAGONAL
BRACING FOR
FREE-STANDING COVERSt
CORROSION RESISTIVE STEEL
THRU BOLT PER SCHEDULE
CONCRETE SLAB OR FOOTING
ALUMINUM / STEEL COLUMN
EXTERNAL BREAK FORMED
ALUMINUM BASE OR BREAK
FORMED U-CLIP
' (8) MAX-1/4" X 2-1/2" WEDGE
BOLT OR EQ. (SEE TABLE
BELOW FOR NUMBER OF
BOLTS)
' FOR POST TO WOOD DECK (MIN. 2' NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS.
NOTE: ALL BASE PLATES SHALL BE A MINIMUM OF 2-1/8' IN HEIGHT AND SHALL BE 0.125' 6063 T-6
EXTRUDED ALLOY OR 0.125' 5052 H-32 BREAK FORMED ALLOY
TYPE II POST TO CONCRETE CONNECTION
BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE
ALUMINUM/STEEL COLUMN
'U' CHANNEL
(SEE SECTION 9 FOR
CONNECTIONS)
MAX CONCRETE ANCHORS
(SEE TABLE NEXT PAGE)•
FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8' EMBEDMENT)
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL RECEIVING CHANNEL
Number of Wedge Bolts (POWERS or Equal) for Super Base Connection
Wind
Zone (MPH)
Wind
Uplift (PSF)
Post Spacing/
Number of Fasteners
8'-0'
1 10'-0"
1 12'-0'
W-O"
16'-0'
1 18--0'
20'-0"
100
16.6
2
1 2
1 3
3
4
1 4
5"
110
17.7
2
2
3
3
4
4
5•
120 -
21.1
. 2
3
3
4
123
22.2
2
3
4
4
130
24.8
3
3
4
5'
140-1&2
28.7
3
4
97
5 •
150
33.0
4
5'
5'
6'
7' .
8•
9••.
For connections that require more than (4) fasteners use type II base.'• For
connections that require more than eight bolts use the'Super Base'.
Note: Allowable load on 1W x 2-11T Wedge Bolt or Equiv. (a] Sd is 878#.
Example for Base Connection: # of anchors = area over post • applied load /
allowable load on anchor
For a 30' x 16' earport with X overhang in a 120 MPH wind zone,'B" exposure the load
width on the front wall is
16' / 2 +7 =10% assume posts are at 10' O.C. then area =100 SF and the applied load Is
21.1 PSF x 100 SF = 2110# fora 3X15c0.060' post
Allowable load forwedge bolts 878# each, 2110# 1878# = 24 so use (3) wedge bolts
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4.2r_Nr_ CAL NU tJ ANU bt tUIt-IUAIUNS
1. Certain of the following structures are designed to be married to Site Built block, wood frame
or DCA approved modular structures of adquate structural capacity. The contractor / home
owner shall verify that the host structure is in good condition and of sufficient strength to hold
the proposed addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect, engineer or certified home inspection company to verify host
structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill
head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard"
shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product
is known, use the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be
checked and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as walk on or uniform loads and have, when tested,
performed well in either test The composite panel tables are based on bending properties
determined at a deflection limit of U180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on
unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift
loads than dead load + live loads. Spans for pans are based on deflection of U80 for high
wind zone criteria
9. Interior walls & ceilings of composite panels may have 112" sheet rock added by securing the
sheet rock w/ 11" fine thread sheet rock screws at 16" O.C. each wa
10. Spans may be interpolated between values but not extrapolated outside values.
11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in
inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in
Section 1.
12. All fascia gutter end caps shall have water relief ports.
13. Al exposed screw heads through roof panels into the roof substructure shall be caulked w/
silicon sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or
- other solvent based cleaner prior to applying caulking. - -- - - - -
14. All aluminum extrusions shall meet the strength requirements ofASTM B221 after powder
coating
15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or
concrete ]masonry products or pressure treated wood shall be coated w/ protective paint or
bituminous materials that are placed between the materials listed above. The protective
materials shall Was listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building
Code or.0orobound Cold Galvanizing Primer and Finisher.
16. Fasteners:oraluminum parts shall be corrosive resistance materials such as non magnetic
stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel
fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected
steel fasteners shall not be used.
SECTION 7•'DESIGN STATEMENT
The roof systems are main force resisting systems and components and cladding in conformance with
The 2007 Florida:Building Code with 2009 Supplements. Such systems must be designed using loads
for components and Gadding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Components and'Cladding Loads. The procedure assumes mean roof height less than 39; roof slope 0
to 20% 1= 0:$7:for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen Rooms,- rmd.l = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0.00 for open strictures, 0.18 for enclosed structures, and 0.55 for partially enclosed structures. All
pressures shown.are in PSF.
1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design
wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor of 0.75.
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a
minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH
wind zones. The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind
zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass
and modular rooms.
4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5. Analytical Procedure for glass and modular rooms
5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Open Structures
Mono Sloped
I = 0.87 for 90 to 10D MPH
I= 0.77 for 100 to 150 MPH
KCpi = 0.00 Zone 2
loads reduced by 25%
Screen Rooms
& Attached Covers
1= 0.87 for 90 to 10D MPH
1= 0.77 for too to 150 MPH
KCpi = 0.00 Zone 2
Glass & Modular
Enclosed Rooms
& Roof Overs
1=1.00
KCpi = 0.1 B Zone 2
Overhang / Cantilever
All Rooms
I=1.00
KCpi = 0.18 Zone 3
Basic Wind
Pressure
Effective
50
20
Area
10
Basic VVind
Pressure
Effective
Area
Basle Wind
Pressure
Effective Area
50 20 10
Basic Wind
Pressure
Effective Area
50 2D 10
50
20
10
100 MPH
13
13
16
25
17
20
1 23
1 26
17
23
27
30
17
27
38
45
110 MPH
14
14
17
20
18
21
25
28
18
27
32
36
18
55
120MPH
17
17
20
23
22
25
30
33
22
32
39
43
22
54123
MPH
18
17
21
24
23
26
32
35
23
34
41
45
23
�33346
57
69.
130 MPH
20
20
23
27
26
29
35
39
26
3845
51
26
64
77
1404 MPH
23
23
27
31
30
34
40
46
30
44
53
59
30
53
74
89
140-2 MPH
23-
23
27
31
30
34
40
46
30
44
53
59
30
54
74
89
150 MPH
26-
26
32
36
34
39
46
52
34
51
60
68
34
61
85
102
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" & "D"
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending Deflection
Bending
Deflection
0-'IT
1.21
0.91
0.94
1.47
0.83
0.88
1 S - 20'
1.29
0.88
0.92
1.54
0.61
0.87
20' - 25'
1.34
0.86
0.91
1.60
0.79
0.86
24 - 30'
1 AD
0.85
0.89
1.66
0.78
0.85
30'-40-
1.37
0.85
0.90
1 1.61
0.79
0.85
use rerger mean mor neignt or nost structure or enclosure
Values are from ASCE 7-05
Conversion Table 7B from Enclosed to Partially Enclosed Building Classification
Exposure"a"
MultiIlers for Roofs
Loads I Spans
Deflection 1.03 0.92
Bending 1.05 0.90
2" x S.M.B
1"x 2" x 0.040"
PATIO EXTRUSION
1/4" x 1-1/2" S.M.S. SIDE
OF BEAM & 24" O.C.
TRUFAST HD x ("t" + 112")
FASTENER @ 8" O.C.
FOR UP TO 136 MPH
WIND SPEED; 6" O.C.
FOR ABOVE 130 MPH
AND UP TO 150
MPH WIND SPEED
3" COMPOSITE PANEL
#14 TEK SCREWS
(4) EACH BRACKET
5" SUPER GUTTER
BRACKET
6" WIDE AT EACH
BEAM AND MID -SPAN
0.95" BEAM GUTTER
3" x 3' x 0.090"
COLUMN -
TRUFAST SIP HD FASTENERS
W/ 1-1/4"0 FENDER WASHERS
@ 8- O.C. UP TO 130 "D"
@ 6" O.C. 130 "D" AND UP TO
150 MPH "D" EXPOSURES
(LENGTH = PANEL THICKNESS
+1-) @ ROOF BEARING
ELEMENT (SHOWN) AND
24" O.C. @ NON BEARING
2" WIDE x 0.050" (MIN.) STRAP
ELEMENT (SIDE WALLS)
SPACING PER LOCATION
DETAIL PAGE 1-24
24" MAX
#10 x 1 /2" TEK SCREWS
1-1/2" x 3" x 1-1/2" X 0.050'
@ 8" O.C.
RECEIVING CHANNEL W/ (1)
#10xl/2" TEK SCREW
@ 8" O.C.
ROOF
PANEL
(PER TABLES
SECTION 7)
® ®
TRILIFASTHD
SIPS FASTENER
j
® -- - 1-112" x 1-1/2" x 1/4" P.NGLI
EXTRUDED OR W/ (2) #10xl/2" TEK SCRE
® ® SUPER GUTTER @ 8" O.C.
n ANGLE OR
RECEIVING CHANNEL SUPPORTING BEAM
L(SEE TABLES SECTION 9) (PER TABLES)
tr� CO' ALTERNATE RECEIVING
e • CHANNEL 2-1/8" x 1" W/ _
(2) #8 x 1/2" S.M.S. EACH SIDE
OF BEAM AND BEAM TAIL
-REMOVED
SELF -MATING BEAM POST AS REQUIRED
SIZE VARIES (PER TABLE 2.3)
n
SUPER O
GUTTER
O
td
2" x 2' x 0.125" ANGLES W/
(3) 1/4" THRU-BOLTS
0 0
THROUGH ROOF BEAM
AND(3) #14 TEK SCREWS
TO GUTTER (EACH SIDE)
2' x 3' x 0.125" ANGLE EACH
SIDE W/ 318" THRU-BOLTS &
WASHERS TO GUTTER AND
3/8" THRU-BOLTS TO POST
Notes:
o convert from the Exposure "B" loads above to Exposure 'C"or"D" see Table 7A on the this page. 1. Can not be used in conjunction with moment connection.
Anchors for composite panel roof systems were computed on a load width of 19 and 16' projection with 2• All solid roofs shall drain to gutter and away from host structure.
a Z overhang. Any greater load width shall be site specific.
ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER GUTTER
" WITHOUT SITE SPECIFIC ENGINEERING
Notes:
I. Variations of Super Gutter attachments maybe modified to attach to Composite roof system.
2. Caulk all exposed screw heads.
3. Can not be used in conjuntion with moment connection.
4. All solid roofs shall drain to gutter and away from host structure.
CONNECTION TO SUPER OR EXTRUDED GUTTER WITH COMPOSITE PANEL
COMPOSITE
PANELS SHALL BE
THRU SCREWED
THRU THE ENDCAP
AND INTO
THE GUTTER
TRUFAST
HD SIPS -
FASTENER .
SUPPORTING
BEAM -
(PER TABLES) _
POST AS
REQUIRED
(PER TABLE 23)
24' MA
SOLID COVI
ATTACHI
(PI
SECTION
(2) #10 x
SUPER OR I
GUTTER ATT
.BEAM WITH 2
S.M.S. SELEC
SECTION'9
SIZE SPACED,
FOR ALLOWABLE SPANS OF
SUPER OR EXTRUDED
GUTTER AND CARRIER
BEAM (SEE TABLE 1.10)
BREAK FORMED OR
EXTRUDED END CAP W/
ROOF OR
1F PANEL
ROOF.
(FORMED
tP OR
AP W/ (2)
)R 1/4" THRU-
C OR EQUAL z
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1. Beam may be attached to super gutter and solid roof to self -mating beam if a strap or 1/2" P.V.C. or equal
ferrule is provided at each beam. m
2. Can not be used in conjunction with moment connection. p
3. All solid roofs shall drain to gutter and away from host structure. W
to
SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF COMBINATION
_ 12-01-2009
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EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
#10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
#8 x 11T S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2" = V-0" #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR S.M.S. SPACED @ 12' O.C.
OTHER CONSTRUCTIONS
FOR MASONRY USE:
(2) 1/4" x 1-1/4" MASONRY "
ANCHOR OR EQUAL @ 12" O.C.
FOR WOOD USE: .'..' qtu;:
#14 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" = l'-0"
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB-FASCIAAND THOSE AREAS
SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-114"
WASHERS OR SHALL BE WASHER HEADED SCREWS. - -
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t . THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANC14ORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 140 150
#8 1 #10 1 #12 1 #12
#8 x 1/2" ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
6" 10'
3" COMPOSITE ROOF PANEL p
(SEE SPAN TABLE) /
STRIP SEALANT BETWEEN �/J
FASCIA AND HEADER
1/2" SHEET ROCK FASTEN TO
PANEL W/ 1" FINE THREAD
SHEET ROCK SCREWS @ 16'
WHEN SEPARATION BETWEEN
O.C. EACH WAY
DRIP EDGE AND PANEL IS
FASTENING SCREW SHOULD
LESS THAN 3/4" THE FLASHING
BE A MIN. OF 1" BACK FROM
SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
NOTES:
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL.
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE
INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS
MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP.
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12"
.03 MIL. ROLLFORM OR 8' BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE
FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING.
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 112"
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION.
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: 2" = l'-0"
HOST STRUCTURE TRUSS OR
RAFTER
BREAK FORMED METAL SAME
N THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
N MIN. ANCHOR TO FASCIAAND
RISER OF PAN AS SHOWN
1" FASCIA (MIN.)
#10 x 1-1/T S.M.S. @ 16" O.C.
0.040" ANGLE W/ #8 x 112"
S.M.S. @ 4" O.C.
COMPOSITE ROOF PANEL
BREAK FORMED OR
EXTRUDED HEADER
PLACE SUPER GUTTER
BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
SEALANT
#10 x 2" S.M.S. @ 24" O.C.
1/4" x 8" LAG SCREW (1) PER
TRUSS I RAFTER TAIL
EXISTING FASCIA
SEALANT
#10 x 4" S.M.S. W/ 1-1/2"0
FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS&
WASHERS
CAULK EXPOSED SCREW
HEADS
3" COMPOSITE ROOF PANEL
(MIN. SLOPE 114": V)
112" 0 SCH. 40 PVC FERRULE
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
HEADER (SEE NOTE BELOW)
#8 x (d+1/2") S.M.S. @ 8" O.C.
FOR MASONRY USE
1/4" x 1-1/4" MASONRY
EXISTING HOST STRUCTURE:
ANCHOR OR EQUAL
CAULK EXPOSED SCREW
WOOD FRAME, MASONRY OR
@ 24" O.C.FOR WOOD USE
HEADS
OTHER CONSTRUCTION
#10 x 1-1/2' S.M.S. OR WOOD
SCREWS @ 12" O.C.
PLACE SUPER OR EXTRUDED _
GUTTER BEHIND DRIP EDGE
COMPOSITE -ROOF -PANELS SHALL -BE ATTACHED TO -EXTRUDED -HEADER W/
-(3) EACH - --
- - - - - - - -
#8 x (d+l/2") LONG CORROSION RESISTANT S.M.S.
COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
(SPAN PER TABLES)
#10 x 2" S.M.S. @ 24" O.C.
SCALE: 2" = V-0"
Z
OPTION 1:
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2" x_ x 0.050" STRAP @ EACH
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COMPOSITE SEAM AND 1/2
WAY BETWEEN EACH SIDE W/
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5
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(3) #10 x 3/4" INTO GUTTER
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LLI LL
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- - 1I4" x-8" LAG -SCREW (1) PER- - -
--CI-0 0_--U)
TRUSS / RAFTER TAIL IN 11TO
J
SCH. 40 PVC FERRULE
W 0 -1
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SUPER GUTTER FASTEN TO PANEL W/ 0 CD�
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#8 x 1/2" S M S EACH SIDE (n
#8 x 1/2" WASHER HEADED
CORROSIVE RESISTANT
SCREWS @ 8" O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
PH 1 FR
COMPOSITE ROOF:
#8 x "L" +1/2" LAG SCREWS W/
1-1/4"0 FENDER WASHERS @
8" O.C. THRU PANEL INTO 2 x 2
2" X 2" x 0.044" HOLLOW EXT
5/16"0 x 4" LONG (MIN.) LAG
SCREW FOR 1-1/2"
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL
ALUMINUM USE TRUFAST HD x ("t"+ 3/4") AT 8"
O.C. FOR UP TO 130 MPH WIND SPEED "D"
EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP
TO A 150 MPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2' = 1'-0"
SEALANT @.12" O.C. AND FASTEN TO W =
GUTTER W/ LAG BOLT AS
SHOWN Q
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2" = 1'-0"
GUTTER BRACE @ 2'-0" O/C
CAULK
SLOPE
I
I
COMPOSITE ROOF
HEADER
CAULK
2" x 9" BEAM
0
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FROM GUTTER TO BEAM _ WATER RELIEF 94]20'
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GALV.
2" x 2" x 0.06" x BEAM DEPTH +
4" ATTACH ANGLE "A" TO
FASCIA W/ 2-3/8" LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3" x 0.050" S.M.B. (4)
#10 S.M.S. @ EACH ANGLE
EACH SIDE
I-A� B
A= WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2"
LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" _
(ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3)
3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4' x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2" = 1'-0"
WHEN FASTENING TO
ALUMINUM USE TRUFAST HD x
("t" + 3/4") AT 8" O.C. FOR UP TO
FOR PAN ROOFS:
130 MPH WIND SPEED
EACH x LONG S.M.S.
EXPOSURE "D"; 6" O.C. FOR
PE L W
PER 12" PANEL W/ 3/4"
A
ABOVE 130 MPH AND UP TO
ALUMINUM PAN WASHER
150 MPH WIND SPEED
EXPOSURE "D"
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
ROOF PANEL
(PER TABLES SECTION 7)
FOR COMPOSITE ROOFS:
#10 x (t + 1/2") S.M.S. W/
SUPPORTING BEAM
1-1/4'0 FENDER WASHERS
(PER TABLES)
@ 12 O.C. (LENGTH =
PANEL THICKNESS + 1")
@ ROOF BEARING ELEMENT
(SHOWN) AND 24" O.C. @
NON -BEARING ELEMENT (SIDE
WALLS)
ROOF PANEL TO BEAM FASTENING DETAIL
SCALE: 2" = T-0'
SELECT PANEL DEPTH ALUMINUM SKIN
FROM TABLES E.P.S. CORE
SIDE CONNECTIONS VARY
Q. o
'. ...................
(DO NOT AFFECT SPANS
48.00'
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2" = V-0"
Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Wind
Open Structures
Mono —Sloped of
Screen Rooms
& Attached Covers.
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
1&2
s anlload
1 3
-s an/load'_
4
_s aNload'
_s anlload
182N12'
oad
4
_spa
1&2
-s aNload_
3
_s anlload
4
.s annoad_
All
....Roofs
100
15'-4"
13
17'-2"
13
16'-7"
13 -
11'-5"
2323
12'-4'
23
10'-S' -
27
11'-9'
30
1l'-5-
27
4'-O'
45
110
13'-6-
17
i6'-8'
14
16'-1".
14
10'-11'
25
25
11'-10"
25
9'-2'
36
10'-10'
36
10'-6"
32
3-8°
55120
12'-2"
20
16-1"
17
13'-2"
20
9'-6'
33
30
10'-10'
30
8'-4"
43
9-4'
39
9'-0'
43
3'-5"65123
11'-11"
21
13'-4"
21
17-10"
21
W-3"
35
32
10'-T
32
8'-2"
45
9'-l'
41
8'.9"
45
T-4"
69130
11-V
23
1Z-8'
23
12'-3"
23
8-9'
39
35
9-6'
39
T-8'
51
8'-T
45
8'3'
51
T-1"
77
140-1
10'-6"
27
11'-9'
27
11'-5'
27
8'-l"
4646
8-9'
46
T-8'
51
8W'
45
8'-3"
512'-11'
89
140-2
1O'-6'
27
11'-9'
27
11-5'
27
8'-1"
4646
8'-9'
46
7'-2-
59
7'-11'
53
T-8"
59
2'-11"150
9_-2 _
36
10'-11'
32
10'-7'
32
7'-7'
52
-
52
6'72'
52
6'-8"
68
7'-5"
60
7'-2'
68
2'-9'
102
Wind
Open Structures
_ MonoSlo d Roof — _
Screen Rooms
_ &Attached. Covers--- _
Glass & Modular Rooms
.Enclosed — -
Overhang
.Cantilever
Zone
MPH
1&2
s aMoad'
3
s anlload•
4
spa
s annospan/1
1&2E16'-2-
3
oad•
4
s an/load'
1&2
s aniload•
3
s anlload•
4
s aMoad•
All
Roofs
100
18'-Z"
13
19'-7"
13
13'-6'
2"
20
15'-8"
20
12'S'
27
15'-1'
23
13'-110
17'-8"
'-9"
14
19'-1"
14
12'-11"
0'
21
15'-3"
21
11'-5'
32
12'-10"
32
12'-5'
32
4'-0'
55120
15'-11"-10"
17
17'-3"
17
11'-10"
3'
30
12'-9"
30
10'-5'
39
1T-7'
39
111 3-
39
4'-0'
65
123
15'-6-
'-4-
17
16'-9'
17
11W-
1'
32
1Z-6"
32
9'-7-
45
11'-4"
41
10'-11-
41
4'-0"
69
130
13'-5"
[1320'44�
'-5"
20
1&A 0"
20
10'-11'
3"
35
11'-10"
35
9'-l'
51
10'-10'
45
10'-5"
45
3'-8"
77'-3"
23
13'-6"
27
9-7'
5'
40
11'-1'
40
9'-l'
51
10'-10"
45
10'-5"
45
3'-5"
89
'3"
23
13'-6"
27
9'-7
5"
46
11'-1"
40
8-5'
59
9-5'-11'
32
12'-6'
32
8'-11'
8"
46
1U-4"
46
7'-10'
Wind
OpenStructures
Mono —Sloped Roof
Screen Rooms
& Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
s nnoad•
3
s an/load•
4
annoad•
s annoad•oad•
182k3'-
4
s an/load•
182
s an)load•
3
s annoad•
4
s aMoad•
All
Roofs
100
17'-9-
13
19'-10'
13
19-2'
13
14'-2"
23
20
15'•3"
20
13'-2'
27
14'-9'
27
14'-3'
27
'4'-0"
45
110
17'-3"
14
19'-3-
14
18'-7'
14
13'-10'
25
21
14'-11'
25
11'-2'
32
1X-7"
32
13'-2-
32
4'-0"
55
120
15'-T
17
17'-5'
17
16'-10"
17
12'-8"
30
30
13'-8'
30
10'-2'
43
12'-6'
39
10'-11'
39
4'-0"
65
123
15'-2'
17
16'-11"
17
16'-5'
17
1Z' 4"
32
32
13'-4'
32
9'-11'
45
11'-1"
41
1O'-8'
41
4'-O'
69
130
14'-4"
23
16'-0'
20
15'-6"
20
1O-8"
35
35
1Z-8-
35
9'-5'
51
10'-6-
45
10'-2"
51
3'-11-
77
140.1
13'-4"
27
14'-11"
27
14'-5'
27
10'-0-
46
40
10'-10-
40
9'-Y
51
10'-6-
45
10'-2-
S1
T-4"
89
140-2
1X4-
27
14--11-
27
14'-5'
27
10'-0-
46
40
10'.10"
40
8--8-
S9
9'-9"
59
9'-5'
59
T-4'
89150
12'S'
32
14'-0'
32
13'S"
32
9'-0'
S2
-
46
T'-1'
S2
8'-2-
68
9'-2'
68
8'-10'
68
3'-2'
102
Wind
Open Structures
Mono —Sloped Roof
Screen Roams
& Attached Covers
Glass 8. Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
s annoad•
3
s aMoad•
4
s aNload•
1&2
s aMoad•
3
s aMoad•
4
s annoad•
1&2
s annoad•
3
s anfload•
4_
s an/lond•
AII.
Roofs
100
20'-5-
13
2Z-10"
13
22'-1-
13
16'4'
120
18'-3"
20
17'-8'
120
15'-3'
23
17'-0'
123
16'-5"
23
4'-0-
45
110
19'-11°
14
2Z-3"
14
21'-6"
14
15'-11'
21
17'-10"
21
17'•3"
21
12'-11'
32
15'-9'
27
15'-2'
27
4'-0'
55
120
1T-11"
17
20'-1"
17
19'-5"
17
13'-4'
30'
16'-4"
25
15'-9'
25
--11'-8"--
39
13'-1"
39
12'-8"
39
4'-0"
65
123
1T-6'
17
19'-7'
17
18'-11"
17
13'-0'
32
15'-11-
26
15'-5"
26
11'-5'
41
12'-9'
41
12'-4'
41
4'-0"
69
130
16'-6'
20
18%6"
20
17'-10"
20
12'-0'
35
15'-2°
29
13'-4'
35
10'-11'
45
12'-2'
45
11'-9'
45
4'-0'
77
140-1
15'-5-
23
1T-3-
23
16'-8"
23
11W'
40
17-11'
40
12'-6"
40
10'-11'
45
12'.T
45
11'-9"
45
4'-0'
89
140-2
15'-5'
23
1T-3'
23
16'-8'
23
11'-7'
40
12'_11.
40
12'-6'
4D
9'-6"
59
11'-3'
53
10'-10'
53
4'-0'
89
150
13'-0'
32
16'-2'
26
15'-7'
26
10'-9'
46
12'-0'
46
11'-8"
46
8--10"
68
10'-6"
60
Note: I otal root panel Width =room Width + Wall width + overhang. 'Design or applied load based on the affective area of the panel
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MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
�— CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
GI:3i
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561
ELITE ALUMINUM CORPORATION
ELITE PANEL
SCALE: 2" = 1'-0"
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design ]Applied Loads* (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
3" X AR" X n n9A" Pnnale Ahlminnm Alin . 124All u_4A ..- u or 4 n vnc n_-- n_
-Wind
--O en -Structures Monloped-Roof
--Screen Dooms & Attached Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
1&2
3
4
1&2
3
4
1&2
3
4
Cantilever
MPH
s an/load*
s an/load*
s an/load*
.s an/load*
s an/load*
s an/load*
s an/load*
s an/load*
s an/load*
100
18'-10" 113
21'-1"
113
20'-5"
113
15'-1"
20
16'-10"
20
16'-3"
20
12-11"
27
15'-8"
123
15'-2"
23
4'4"
145
110
18'-4" 114
20'-6"
14
19'-10"
14
13'-6"
25
16'-5"
21
15'-11"
21
11'-11"
32
13'-4"
32
1Z-10"
32
4'-0"
155
120
16'-7" 117
18'-7"
17
17'-11"
17
12'-4"
30
15'-l"
25
13'-3"
30
10'-9"
39
12'-1"
39
11'-8"
39
4'-0"
65
123
1-6'-2"
17
18--l"
17
17'-5"
17
1Z-0"
32
13'-5"
32
12'-11"
32
10'-7"
41
ll'-10"
41
11'-5"
41
4--0"
69
130
15'-3"
20
17'-1"
20
1676"
20
11'-5"
35
12'-9"
35
140-1
12'=11"
27
15'-11"
23
15'-4"
23
10'-8"
40
11'-11"
40
11'-6"
40
9'-5"
51
11'-3"
45
10'-10"
45
3'-7"
89
140-2
T -11"
27
15'-11"
23
15'-4"
23
10'-8"
40
11'-11"
40
11'-6"
40
8'-9"
59
150
4--v A411—A
12'-0" 32
nln--n......1r
13'-5"
Alwn_._n
32
112'-11" 32
9' 4" ,
.. 1. -_-
52
, 11'-1w
^46
10'-9"
r ..
_
102
Wind
;O en Structures Mono -Sloped Roof
Screen Rooms & Attached Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
..1&2
3
4
1&2
3
4
1&2
3
4
Cantilever
MPH
6 an/load*
s an/load*
s an/load*
s an/load*
s anlload*
s anlload*
s an/load*
s an/load*
s an/load*
100
22'-2"
113
24'-9"
13
23'-11"
13
17'-8"
20
19'-9"
20
19'-1"
20
16'-6"
23
18'-5"
23
17'-10"
23
4'-0"
45
110
21' 6"
14
24'-1"
14
23'-3"
14
17'-3"
21
19'-3"
21
18'-8"
21
15'-3"
27
17'-0"
27
16'-5"
27
•4'-0"
55
120
19'-6"
17
21'-9"
17
21'-0"
17
15'-10"
25
17'-8"
25
17'-1"
25
12'-8"
39
15'-7"
32
15'-1"
32
4'-0"
65
123 -
-18'-11 "-
17
21'-2"
17 -
- 20'-6" -
17
15'-5"
26
17'-3"
26
16'-8"
26
12'-V' _
41
15'-2"
34
13'-4'
41
4'-0"
69
130
17'-11"
20
20'-0"
20
19'-4"
20
13'-4"
35
16'-5"
29
15'-10"
29
1l'-9"
45
13'-2"
45
1T-9"
45
4'-0"
77
140-1
16'-8"
23
18'-B"
23
18'-0"
23
12'-6"
40
15'-2"
34
13'-6"
40
11'-9"
45
13'-2"
45
12'-9"
45
4'-0"
89
140-2
16'-8"
23
18'-8"
23
18'-0"
23
12'-6"
40
15'=2"
34
13'-6"
40
10'-10"
53
12'-2"
53
11'-9"
53
4'-0"
89
150
An.. AO-1..
15'-8"
n A. An
26
n-.-_1_
17'-6"
w1._�[-_.�
26
16'-11"
wn_._...
26
n.--.
11'-8"
.. __ .
46
, 13' 0^
-46
12'-7"
- _.
46
_
9'-7"
68
11'-5"
60
11'-0"
60
3'-11"
102
Wind
Open Structures Mono loped Roof
Screen Rooms & Attached Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
1&2
3
4
1&2
3
4
1&2
3
4
Cantilever
MPH
s an/load*
s an/load*
s an/load*
s an/load*
s anlload*
s an/load*
s anlload*
s anlload*
s anlload*
100
20'-8"
113
23'-2"
113
22'4"
113
16'-6"
20
18'4"
20
17'-10"
120
15'-5"
23
17'-3"
23
16-8"
123
4'-0"
45
110
20'-l"
14
22'-6"
14
21'-9"
14
16'-2"
21
18'-0"
21
17'-5"
21
13'-1"
32
15'-11"
27
16-4"
127
4'-0"
55
120
18'-2"
17
20'-4"
17
19'-8"
17
13'-6"
30
16'-6"
25
16-11"
25
1l'-10"
39
13'-3"
39
1Z-9"
39
4'-0"
65
123
17'-9"
17
19'-10"
17
19'-2"
17
13'-Z'
32
16'-2"
26
15'-7"
26
1 V-7"
41
l Z-11 "
41
12'-6"
41
4'-0"
69
130
16'-9"
20
18'-9"
20
18'-l"
20
1Z-6"
35
1 164"
29
13'-6"
35
1V-0"
45
12' 4"
45
11'-11"
45
4'-0"
77
140-1
15'-7"
23
17'-5"
23
16'-10"
23
1T-8"
401
13--l"
40
12'-8"
40
11'-0"11'-11"
45
3'-11"
89
140-2
15'-7"
23
17'-5"
23
16'-10"
23
11'-811
40
13'-l"
40
12'-8"
40
9'-7"
59
11' 4"
53
10'-11'
53
3'-11"
89
150
A 11v AW--
13'-2"
n n9n.-
32
n-_.I.
wl. _._:_._�
15'-10"
w.. ___ nw
26
n.-
10'-11"
-- �. _ _
46
,
^46
_ ..
_
4"'
60
3'-8"
102
Note: Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel
Note:
Belowspans are based on test results from a
Florida approved test lab & analyzed by
Lawrence E. Bennett & U180
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
3"-.X11R"Y n.n7A"Pnnole_Al—i—.m_All..-._44nr u 4A___.0
Wind
Open Structures Mono Sloped Roof
vc-. L .-.1
Screen Rooms & Attached Covers
Glass & Modular
Rooms Enclosed
Overhang
Zone
1&2
3
4
1&2
3
4
T
3
4
Cantilever
MPH
s an/load*
s an/load*
s an/load*
span/load"
1 .s an/load*
s an/load*
s anlload*
s an/load*
s an/load*
100
20'-8"
13
.23'-1"
13
22-4"
16'-6"
20
18'-5"
20
17'-10"
20
15'-5"
23
17'-2"
23
16'-7"
23
4'-0"
45
110
20'-l"
14
22'-5"
14
21'-B"
.16'-l" .
21
18'-0"
21
17'-5"
21
13'-l'
32
15'-11"
27
15'-4"
27
4'-0"
55
120
18'-2"
17
20' 4"
17R16-10"
r2o
13'-6"
30
16'-6"
25
15'-11"
25
17710"
1V-7"
39
41
13'-3"
12'-11"
39
41
12'-9"
1Z-6"
39
41
4'-0"
4'-0"
65
69
123
17'-8"
17
19'-9"
17
13'-2"
32
16'-l"
26
15'-7"
26
130
16'-9"
20
- 18'-8"
20
12'-6"
35
15'-4"
29
13'-6"
35
1 V-0"
45
12'-4"
45
11'-11"
45
4'-0"
77
140-1
15'-7"
23
17'-5"
23
1 V-8"
40
13'-l"
40
12'-7"
40
11'-0"
45
12' 4"
45
11'-11"
45
3'-11"
89
140-2
15'-7"
23
17'-5"
23
23
1 V-8"
40
13'-l"
40
12'-7"
40
9'-7"
59
11' 4"
53
10'-11"
53
3'-11"
89
150
13'-2"
32
16'-4"
2626
10'-11"
46
12'-2"
46
11'-9"
46
8'-11"
68
10'-8"
66
10'-4"
60
3'-8"
102
3" X 48"
Y n_nsn"
Panolc
Ahlminnm
All... 44nG
u 4A �- u
nr
n n rnc...
Wind
Open Structures Mono -Sloped Roof
Screen Rooms & Attached Covers
Glass & Modular
Rooms Enclosed
Overhang
Zone
1&2
3
4
1&2
3
4
1&2
3
4
Cantilever
MPH
s anlload*
s anlload*
s an/load*
s an/load*
s anlload*
s anlload*
span/1 ad*
s an/load*
s an/load*
100
24'-3"
13
27'-1"
113
26'-2"
13
19'-4"
20
21'-8"
20
20'-11"
120
18'-1" 123
20'-2"
23
19'-6"
23
4'-0"
45
110
23'-7"
14
26'-4"
114
25'-6"
14
18'-11 "
77
21
21'-2"
21
20'-5"
21
16'-8" 127
18'-8"
27
18'-0"
27
4'-0"
155
120
_.2l'-4"
_17
23'-10"
17--
- 23'6"
17
4---
25 -
19'-4"
25
18'-9" -
25
15'-4"
32
17'-1"
32
- 1 &-6"
32
4'-0"
165
E123
20'-9"
17
23'-3"
17
22'-5"
17
16'-11"
26
18'-11"
26
18'-3"
26
1T-7"
41
16'-B"
34
16'-l"
34
4'-0"
69
130
19'-7"
20
21'-11"
20
21'-2"
20
16- 1"
29 117'-11"
29
17'7"
29
12'-11"
45
15'-8"
38
15'-2"
38
4'-0"
77
0-1
18'-3"
23
20'-5"
23
19'-9"
23
-13'-8"
40
16'-7"
34
16'-1"
34
12-11"
45
15'-8"
38
15'-2"
38
4'-0"
89
t140-2
18'-3"
23
20'-5"
23
19'-9"
23
13'-8"
40
16'-7"
34
16'-1"
34
11'-11"
53
13'-4"
53
12'-10"
53
4'-0"
89
0
17'-2"
26
19'-2"
26
18'-6"
26
12'-9"
46
15--6"
39
13'-10"
46
ll'-2"
60
12'-6"
60
12'-1"
51
4'-0"
102
4" X 4R"
X n_n2a"
Panole Alnminnm All ... 44nr
u 4A -- u nc n n rnL...
Wind
Open Structures Mono -Sloped Roof
Screen Rooms & Attached Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
1&2
3
1&2
3
4
182
3
4
Cantilever
MPH
s an/load*
s anlload*ad*
span/load'
s anlload*
s anlload*
s anlload*
s an/load*
s an/load*
100
22'-B"
13
25'-4"
1313
h23!-1
18'-l"
20
20'-3"
20
19'-7"
20
16'-11"
23
18'-11"
23
18'-3"
23
4'-0"
45
110
22'-0"
14
24'-8"
14
14
17'-8"
21
19'-9"
21
19'-l"
21
15'-7"
27
1TT27
16'-10"
27
4'-0"
55
120
19'-11"
17
22'-3"
1717
16'-2"
25
18'-1"
25
17'-6"
25
12'-11"
39
16'-0"
32
15'-6"
32
4'-0"
65
123
19'-5"
17
21'-8"
17
17
15'-10"
26
17'-8"
26
17'-l"
26
1 12'-8"
41
1&-7"
34
15'-1"
34
4'-0"
69
130
18'-4"
20
20'-6"
20
19'-10"
20
157-0"
29
16'-10"
29
-16'-3"
29
12'-l"
45
13'-6"
45
13'-0"
45
4'4"
77
140-1
17'-1"
23
19'-111
23
,18'-5"
23
12'-10"
40
15'-6"
34
15'-0"
34
12'-1"
45
13'-6"
45
13'-0"
45
4'-0"
89
140-2
17'-1"
23
19'-1"
23
18'-0"
23
12'-10"
40
15'-6"
34
15'-0"
34
11'-1"
53
12'-5"
53
12'-0"
53
4' 0"
89
150
16'-0"
26
17'-11"
26
17' 4"
26
11'-11"
46
13' 4"
46
12'-11"
46
10'-5" 160
11'-8"
1601
11'4'
60
4'-0"
10ir
4" x 48"
x 0.030'' Panels Ahlminnm Alln1. 44n4
u_4A ... u -Ir
Wind
Open Structures Mono -Sloped Roof
Screen Rooms &-Attached Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
1&2
3
4
1&2
3
4
1&2
3
4
Cantilever
MPH
s an/load*
s anlload*
s an/load*
s anlload*
s anlload*
s anlload*
s anlload*
s anlload*
s an/load*
100
26' 2"
13
29'-3"
13
28'-&'
113
20'-10" 120
23'-4"
20
22'-7.
20
19'J--3
21'-9"
23
21'-0"
23
4'-0"
45
110
25'-5"
14
28'-5"
14
27'-5"
14
20'-4"
21
2279"
21
07-0"
21
17'-
20'-1"
27
19'-5"
27
4'-0"
55
120
2Z-11"
17
25'-811
17
24'-10"
17
18'-8"
25
20'-10"
25
20'-2"
25
16'
18'-5"
32
17'-10"
32
4'-0"
65
123
17
25--w
17
24'-2"
17
1V-3"
26
20'-5"
26
19'-8"
26
16'
17'-11"
34
17'-4"
34
4'-0"
69
130
21'-2'
20
23'-8"
20
22'-10"
20
17'-4"
29
19'-5"
29
18'-9"
29
15'
16'-11"
38
16'4'
38
4'-0"
77
140-1
19'-8"
23
21'-11"
23
21'-3"
23
16'-0"
34
17'-11"
34
17'-3"
34
15'
16'-11"
38
16'-4"
38
4'-0"
8
140-2
19'-8"
23
21'-11"
23
21'-3"
23
16'-0"
34
17'-11"
34
17'-3"
34
12'-15'-2"
44
4'-0"
89
8'"
2
20'-8"
26
19'-11"
26
13'-9"
46
16'-8"
39
16'-2"
39
12'
13'-6"
60
13'-0"
60
4'-0"
102
0
Z
w
a
x
.o
0
w
m
0
c�
W
Z
0
Z
W
LL
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MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL W
�— CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE o 21
105
=
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42 e
00 e COPY
Fll'
L 48" 0 go
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1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" s
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN 3
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note: 8 5
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab & analyzed by Z
SCALE: 2" = 1'-0" Lawrence E. Bennett & L/180 Q O Z a
O
ZQ P
Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* (#/SF) Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads* (#/SF) 2 m l o w W
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 Z j O rn m
6" x 48" x 0.024" Panels Aluminum Alloy 3105 -14or H-251.0 EPS Core Density Foam 6" x 48" x 0.024"Panels-Aluminum Allo _3105_H-14 or H-25-2.0-EPS-Core-Densi -Foam- - - -- - - -_ 0 - - w- - - - -
(9- O- - U -a - w
-Wind — en�tructures MonoSlo ed Roof Screen Rooms 8Attached Covers Glass &Modular Rooms Enclosed Overhang Wind Open Structures Mono -Sloped Roof Screen Rooms &Attached Covers Glass &Modular Rooms Enclosed Overhang W 0 0 Z N w
Zone 182 3 4 182 3 4 1&2 3 4 Cantilever Zone 1&2 3 4 1&2 3 4 1812 3 4 Cantilever D O X Z I W
MPH s an/load* s an/load* s anlload* s an/load` s an/load* s an/load* s an/load* s an/load* s an/load* MPH s an/load* s an/load* s an/load* s an/load* s an/load* s anfload* s an/load' s an/load* s an/load* l0 O J J F-
100 25'-9" 13 28'-9" 13 27'-10 13 20'-7" 20 22'-11" 20 22'-2" 20 19'-2" 23 21'-5" 23 20'-8" 23 4'-0" 45 100 28'-2" 13 31'-6" 13 30'-5" 13 2Z-6" 20 25'-2 20 24'-4" 20 20'-11" 23 2T-6" 23 22'$" 23 4'-0" 45 Lu X Z E5 W g
110 25'-0" 14 27'-11" 14 27'-0" 14 20'-1" 21 22'-5" 21 21'-8" 21 17'-8" 27 19'-9" 27 19'-1" 27 4'-0" 55 110 27'-5" 14 30'-8" 14 29'-7" 14 21'-11" 21 24'-7" 21 23'-9" 21 19' 4" 27 21'-8" 27 20'-11" 27 4'-0" 55 Q m Z 120 22'-7" 17 25' 4" 17 24'-5" 17 18'-5" 25 20'-7" 25 19'-10" 25 16'-3" 32 18'-2" 32 17'-7" 32 4'-0" 65 120 24'4' 17 27'-8" 17 26'-9" 17 20'-2" 25 22'-6" 25 21'-9" 25 17'-10" 32 19'-11" 32 19'-3" 32 4'-0" 65 F J d Q W °
123 22'-0" 17 24'-8" 17 23'-10" 17 1T-11" 26 20'-1" 26 19'-5" 26 15'-10 34 17'-8" 34 17'-l" 34 4'-0" 69 123 24'-2" 17 26'-11" 17 26'-1" 17 19'-8" 26 21'-11" 26 21'-3" 26 17' 4" 34 19_ 34 18'-8" 34 4'-0" 69 L) 0 LLO 0 _j co
co
130 20:-10" 20 23'-3" 20 22'-6" 20 17'-1" 29 19'-1" 29 18'-5" 29 13'-8" 153115'-6"
6'-B" 38 16'-1" 38 4'-0" 77 130 22'-10" 20 25'-6" 20 24'$" 20 18'-8 29 20'-11" 29 20'-2" 29 16' 4" 38 18'-3" 38 17'-8" 38 4'-0" 77 O O
140-1 1:9' 4" 23 21'-8" 23 20'-11" 23 15'-9" 34 17'-7" 34 17'-0" 34 13'$" 6'-8" 38 16'-1" 38 4'-0" 89 140-1 21'-3" 23 23'-9" 23 22'-11" 23 17'-3" 34 19' 4" 34 i S'-8" 34 16' 4" 38 18'-3" 38 17'-8" 38 4'-0" 89 p a
140-2 1.9' 4" 23 21 '4' 23 20'-11" 23 15'-9" 34 17'-7" 34 17'-0" 34 12W" 44 13'-8" 53 4'-0" 89 140-2 21'-3" 23 23'-9" 23 22'-11" 23 17'-3" 34 19'-4" 34 18'-8" 34 15'-2" 44 16'-11" 44 16'-5" 44 4'-0" 89 O o wwz
150 T8'-2" 26 20' 4" 26 19'-8" 26 13'-7" 46 16'-5" 39 15'-11" 39 11'-10" 3'-3" 60 12'-10" 60 4'-0" 102 150 19'-11" 26 22'-3" 26 21' 6" 26 16'-1" 39 18'-0" 39 17'-5" 39 12'-11" 60 15'-9" 51 15'-3" 51 4'-0" 102 J o o F
6" x 48" x 0 030" Panels Aluminum Alloy3105 H-14 or H-25 1.0 EPS Core DensityFoam 6" x 48" x 0.030" Panels Aluminum Alloy3105 H-14 or H-25 2.0 EPS Core DensityFoam Z IZ 0O N N �
Wind .:Open Structures Mono -Sloped Roof Screen Rooms &Attached Covers Glass &Modular Rooms Enclosed Overhang Wind O en Structures Mono-Slo ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang L j 2 w
Zone 1&2 3 4 182 3 4 1&2 .3 4 Cantilever Zone 1&,2 3 4 1&2 3 4 1&2 3 4 Cantilever ~ F
MPH s an/load' s anlload* s anlload* s anlload* s an/load* s anlload*�22
anlload*F9,
an/load* s anlload* MPH s an/load* s anlload* s an/load* s anlload* s anlload* s an/load' s an/load' s anlload* s anlload* Q 0 o
100 29' 8" 13 33'-2" 13 32'-1" 13 23' 8" 20 26' 6" 20 25'-7" 20 '-1" 234'-8" 23 23'-10" 23 4'-0" 45 100 32' 6" 13 36' 4" 13 35'-2" 13 25-41" 20 29'-0" 20 28'-1" 20 24'-2" 23 2T-1" 23 26'-2" 23 4-0" 45 =
110 28=10" 14 3Z-3" 14 3 V-2" 14 2T-Z' 21 25'-10" 21 24'_11" 21 9n'_R" 97 _.... _ . _ _....
""X "'"X u.u14" i'aneis AI
Wind I Open Structures
Zone 1 1&2
140-1 22W" 23
140-2
22'-7"
23
]6-
1505'-
21'-3"
26
3'=
8" x 48" x 0.030" Panels A
Wind
Open Structure!
Zone
1&2
MPH
s anlload*
spa
100.
34'-7"
113
38'-
110
33'-8"
14
37'=
*
120
3V-5"
17
34'
123
29'-7"
17
33'-
130 E27'-11"
20
31'-
�
140-1
wwn n
26'-1"
ncAn
23
no
29'-
nro
It
26'-Z'
111
21--Z'
1251
23'-8"
25
1 22'-11"
251
18'-9"
132
20'-11
17
27'-5"
17
-2V-8"
26
23'-Z'
26
22'-4"
261
18'-3"
134
20'-5"
20
25'-11"
20
19'-8"
29
22'-0"
29
2V-3"
29
17'-2"
138
19'4'
23
2472"
23
1 V-2"
34
20'-4"
34
197$"
34
17'-2"
138
19'-3"
23
24'-2"
23
1&4'
34
20'4"
34
19'-8"
34
15'-11"
44
17'-10'
26
22'-8"
26
16'-11"
39
18'-11"
39
16-4"
39
13'-8"
160
16W"
inum Alloy 3105
H-14 or H-25 1.0 EPS Core Density Foam
ino-Sloped Roof
Screen Rooms & Attached Covers Glass & Modular
4
1&2
3
4
1&2
3
id*
s anlload*
s anlload*
s an/load*
s anlload*
s an/load*
span/
13
32'-5" 13
23'-11" 20
26'-9" 20
25'-11" 20
22-4" 123
24'-11'
14
31'-6"
14
2T-4"
21
26'-2"
21
25'-3"
21
20'-7"
127
23'-1"
17
28'-6"
17
21'-5"
25
23'-11"
25
23'-2"
25
18'-11"
132
2V-2"
17
27'-9"
17
2V-11"
26
23'-5"
26
22'-7"
26
18'-5"
34
20W"
20
26'-2"
20
19'-11"
29
2Z-3"
29
21'-6"
29
17'-5"
38
19'-5"
23
24'-5"
23
18'-4"
34
20'-6"
34
19'-10"
34
17'-5"
23
24'-5"
23
18'-4"
34
20'-6"
134
19'-10"
134
16'4"
44
18'-1"
26
22'-11"
26
1 T-2"
39
19'4"
139
1 18'-6"
139
13'-10"
60
16'4'
inum Alloy 3105
H-14 or H-251.0
EPS Core Density
Foam
,no —Sloped Roof I
Screen
Rooms
& Attached Covers
Glass & Modular
4
1&.2
1 3
4
1&2
3
td*
s an/load*
s anlload*
I s anlload*
s an/load*
s anlload*
s an/l
13
37'4"
113 1
27'-8"
120
3V-11" 120
29'-10" 120
25'-9" 123
28'-10'
14
36'-4"
114 1
26'11"
121 1
30'-2"
121 1
29'4" 121
23'-9"
27
26W"
17
32'-10"
117 1
24'4" 125
1
2T-8" 195
1
'?MR" 19A
91'_1 n" I
39
'M�_R"
Note: Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel
X
Wind
Zone
X 48" X
Wind
Zone
num Alloy 3105 H-14 or
Note: Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel
4'-0" 65-
- It
4'-0"
69
,Itis
q
4'-0"
77
84'-0" 9
V i
89
°
LL4'-0" - CO
W`4'-W
102
Z
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W
(D �x�
Z a LL U
a di
Dverhang
Cantilever
2
a
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m
O
c a
4S
45
"
aa> Z) ai :Z-
j'-2L
55
m min
4'-0
65
w
W m= v L
4'-0"
69
0
y m
4'4'
77
c CO
4' -0"
89
z
0
m
4'-0"
89 1
w
4'-0"
102
z
]vorhannl/
w'
38
°
5
AN
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69 co
sqj 2010
c�
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w
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SHEET
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12-01-2009
OF
O
WE
LatiVtKAL NU 1 tJ ANU JFtl;lt"II;AI TUNS:
1. The Section 9 tables were developed from data for anchors that are
considered to be "Industry Standard" anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fe = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2. Sheathing, 1/2" 4 ply COX or 7116" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood
shall be coated w/ two coats of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
9. Any•project covering a pool with a salt water chlorination disinfection
system shall use the above recommended fasteners. This is not limited to
base anchoring systems but includes all connection types.
SECTION.0 DESIGN STATEMENT:
The anchor systems in Section 9 are designed for a 130 MPH wind load.
Multipliers forother wind zones have been provided. Allowable loads include a
133 % wind load increase as provided for in The 2007 Florida Building Code with
2009,Supplements. The use of this multiplier is only allowed once and I have
selected ancllQnng systems which include strapping, nails and other fasteners.
Table 9.4 Maximum Allowable Fastener Loads -
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
(As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi; Shear 24,000 psi .
Fable 9.1 Allowable Loads for Concrete Anchors
Screw Size
d=diameter
Embedment
Depth
(in.)
Min. Edge Dist &
Anchor Spacing
5d (in.)
Allowable Loads
Tension Shear
ZAMAC NAILIN (Drive Anchors)
1/4'
1-112"
1 1-1/4"
273#
1 236#
2"
1-114"
316#
236#
TAPPER
Concrete Screws
311V
1-1/4"
15/11!1
288#
167#
13/4"
15116"
371#
259#
114"
1-114"
1-1/4"
427#
200#
1-3/4`
1-1/4"
544#
218#
3!8"
1-1/2"
1-9/16"
511#
402#
1-314"
3-3/8"
703#
455#
POWER BOLT Expansion Bolt
1/4"
2"
1-1/4"
624#
261#
5/16"
3"
1-718"
936#
751#
318"
3-112"
1-9116"
1,575#
1,425#
112"
5"
2.1/2"
2,332#
2,220#
POWER STUD (Wedge -Bolt 0)
114"
2-314"
1-1/4"
812#
326#
4-114'
1 1-118'
1 1,358#
921#
112"
6"
1 2-112"
2,271#
1,218#
518-
7-
2-114' 1
3,2889
I 2,202#
rvecge molt
1!4" 2-11
2' 2-1/4' 1 678# 1 385#--
3/8" 1 3-1/2" 3-114" 1,705# 916#
1/2" 1 4" 1 3314" 11,774# 1,095#
Notes:
1- Concrete screws are limited to 2- embedment by manufacturers.
2 Values fisted are allowed loads with a safety factor of 4 applied.
3. Products equal to rawl may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are increased by 1.00 for wind load.
6. Minim_um. edge distance. and center to center spacing shall be 5d. -
7. Anchors receiving loads parallel to the diameter are shear loads.
8. Manufacturers recommended reductions for edge distance of 5d have been
applied.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load.
For a 2' x 6" beam with:
spacing = T-V O.C.
allowed span = 20'-S (Table 1.1)
UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = 9$0.42JTT x 10#/ Sq. Ft
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS= 714.70# =1.67
427#
Therefore, use 2 anchors, one (1) on each side of upright
Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete.
Screw/Bolt
Allowable Tensile Loads on Screws for Nominal Wall Thickness IT) (Ibs.)
#8
0.164"
122
139
153
200
228
255
#10
0.190"
141
161
177
231
263
295
012
0.210"
166
178
196
256
291
327
#14
0.250'
186
212
232
305
347
389
529
114"
0.240'
179
203
223
292
333
374
508
5116"
0.3125"
232
265
291
381
433
486
661
318"
0.375'
279
317
349
457
520
584
793
112"
0.50'
1 373
423
465
609
693
779
1057
Allowable Shear Loads on Screws for Nominal Wall Thickness IT) (Ibs.)
Screw/Bolt
Single Shear
Size
Nd
0.044"
0.050'
1 0.055`
0.072"
0.082'
0.092'
1 0.125-
#8
0.164"
117
133
1 147
192
218
245
#10
0.190"
136
154
170
222
253
284
#12
0.210"
150
171
188
246
280
293
-
#14
0.250"
179
203
223
292
333
374
508
114"
0.240"
172
195
214
281
320
358
487
5/16"
0.3125"
223
264
279
365
416
467
634
318"
0.375"
268
305
335
439
499
560
761
1/2'
1 0.50'
1 357
406
447
1 585
1 666
747
1015
Allowable Shear Loads on Screws for Nominal Wall Thickness IT) (Ibs.)
Bolt
Double Shear
Size
Nd
0.044"
0.050"
0.055'
0.072"
0.082'
0.092"
0.125"
114"
0.240"
343
310
429
661
639
717
974
S/16'
0.3125-
- 446
508
559
732
832
934
1269
318"
0.376"
536
610
670
878
998
1120
1522
1/2"
0.50`
714
812
894
1170
1332
1494
2030
Notes:
1. Screw goes through two sides of members.
2 All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total well thickness
of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings.
3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel.
Multipliers for Other Alloys
6063 T-6
1269
5052 H-25
1522
6005 T-5
2030
<�t
Allowable Load Coversion Multipliers
for Edge Distances More Than 5d
Edge
g
Distance.
Multipliers
Tension
I -_.Shear
Sd
1.00
1.00
6d
1.04
1.20
7d
1.08
1.40
1.11
1.60
1.14
1.80
E12d
1.18
2.00
1.21
1.25
Table9.5A Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Open or Enclosed Structures 0 27-42 tsSF
Fastener
diem.
min. edge
distance
min. ctr.
toctr.
No. of Fasteners / Roof Area S
11Area
2/Area
3/Area
I 4/Area
114'
112"
SIB"
1,454 - 53
2.908 -106
4.362 - 159
5,819 - 212
5/16"
3/8"
7i8"
1.894 - 69
%78B - 138
5,682 - 207
7,576 - 276
318"
3/4"
1 1"
2272 - 82
4,544 -166
6,816 - 249
9.088 - 331
1!2"
1"
1-1/4'
3,030 -110
6,060-221
9,090-332
12A20-442
Table 9.5B Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Partially Enclosed Structures (a) 35.53 #/SF
Fastener
diem.
min. edge
distance
min. ctr.
to ctr.
No. of Fasteners /Roof Area S
1/Area
2/Area
3/Area
4/Area
1/4'
112"
518" "
1.454 - 41
2,908 - 82
4.362 -125
5,89 - 1184
5116"
318"
7/8
1,894 - 53
3,788 - 107
5,682 -160
7,576 - 213
318'
3/4"
1'
2,272 - 64
4,544 -128
6,816 -192
9-088 - 256
112"
1"
1-1/4"
3,030 -85
6.060 - 171
9,090 - 256
12,120 - 341
Notes for Tables 9.5 A, B:
1. Tables 9.5 A & B are based on 3 second
wind gusts a -
t 120 MPH;
9 Exposure - , Expo I 1.0.
For carports & screen rooms multiply the
Glass! Partially Enclosed loads & roof areas
above by 1.3.
2. Minimum spacing is 2-1/2d O.C. for
screws & bolts and 3d O.C. for rivets.
3. Minimum edge distance is 2d for screws,
bolts, and rivets.
Allowable Load Conversions
for Edge Distances More Than Sd
Edge
Distance
Allowable
Multipliers
Load
Tension
Shear
12d
1.25
11d
1.21
10d
i5a
2.00
9d
1.14
1.80
8d
1.11
1.60
7d
1.08
1.40
6d
1.04
1.20
Sri
1 1.00
1.00
Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 12D MPH Wind Zone (27.42 # / SF)
(For Wind Regions other than 120 MPH. Use Conversion Table at Bnttnm efthi, ..a""r
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1
2
3
4
1"
264#-10 SF
52W-19 SF
792#-29 SF
1056#-39SF
1/4"0
1-1/2"
396#-14 SF
792#-29 SF
1188#-43 SF
1584#-58 SF
2.1/2'
660#-24 SF
1320#-48 SF
1980#-72SF
2640#-96 SF
1"
312#-11 SF
624#-23 SF
936#-34 SF
124B#-46 SF
S/t S'o
1-1w
2-1/2-
468#-17 SF
936#-34 SF
1404#-51
F
780#-28 SF
356#-135F
156W-57SF
2340#-a5
SF
3/8"e
1`
712#-26SF
1068#-39F
M
1-1/2"..
534#-19 SF
1Gc"55--3S SF
?6^�2#-5R
F2-1/2`
890# - 32 SF
1760_ 65 SF
2670#-97
5F
CONNECTING TO: CONCRETE [Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
I Embedment
Number of Fasteners
1 2 1 3 1 4
TYPE OF FASTENER
='Quick Set"
Concrete Screw Rawl Zam!ail[[ n
1/4"e
1-1/2'
273#-IOSF
546#-20SF11#n-
-4SF
2"
316#-12 SF
I 632#-23SF
I 948#-35SF
I 1264#.46SF
TYPE OF FASTENER
= Concrete
Screw Rawl Tap
er or Equivalent)
3116"e
1-1/a'"
288#-11 SF
576#-21 SF
864#-32SF
1152#-42SF
3-3W
--371#---14-SF-
--742# = 27-SF-
-i"113# - 41'SF
-94IP =34 SF
1/4"a
1-114"
365#-13 SF
730#-27 SF
1095#-40SF
146D#-53SF
13W
427#-16SF
854#-31SF
1281#-47SF
1708#-62SF
3/8"e
1-1/2"
511#-19SF
1022#-37SF
1533#-56SF
2044#-75 SF
1-3/4'
703#-26SF
1406#-51 SF
2109#-77 SF
2812#-103 SF
TYPE OF FASTENER = Expansion Bolts Rawl Power Bolt or Equivalent
318"e 1
2-112^
2100#- SF
34#F
4
1503-12"
3SF12%-5
1575#- 57 SF
177
772 SS62
023SF
1399# - 51 SF
2798# - 102 SF
4197# -153 SQ
5596# - 204 SF
_23322.--85.SF-4664#---170131`
699S#-255SF
9328#-3401;F
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less than 5d where d
is the anchor diameter.
2 Allowable roof areas are based on loads for
Glass / Enclosed Rooms (MWFRS); I = 1.00.
3. For parti?lly enclosed buildings use a multiplier to
roof areas of 0.77.
4. For sections 1 & 2 multiply roof areas by 1.30.
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
WIND LOAD CONVERSION TABLE:
For Wind ZoneslRegions other than 120 MPH
(fables Shown),
multiply allowable loads and roof areas by the
conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
26.6
1.01
110
26.8
1.01
120
27.4
1.00
123
28.9
0.97
130
32.2
0.92
140.1
1 37.3
0.86
140-2
1 37.3
0.86
150
42.8
0.80
Metal to PI Dori
1/2'4 ply
518"4 ply
3l4'4 ply
Shear
Pull Out
(Ibs.
Shear
be.,lbs.
Pull Out
Shear
bs.
Pull Out
(Ibs.
So.,bs.
#8
93
48
113
59
134
71
#10
100
55
120
69
141
78
#12
118
71
131
78
143
g4
#14
132
70
145
88
157
105
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel
Steel Mandrel
Rivet Diameter
Tension lbs.
Shear
Tension (Ibs.)
Shear
1/8`
129
176
1 325
5132"
187
263
340
490
3/16"
262
1 375
445
1 720
Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to
Walls, Uprights, Carrier Beams, or Other Connections
120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C"
Exposures
Maximum Screw / Anchor Size
Max St. of Beam
Upright
ht
Attachment Type
Size Description
To Wall
To Upright/ Beam
2" x 4` x 0.044"
Ang le
1' x 1' x 0.045'
3/16'
#10
2" x 4' x 0.044"
Angle
1" x 1' x 1/16' (0.063)
3/16'
#12
Yx 5"x 0.072"
U-channel
1-1/2'x2-1/Wx 1-1ITx0.043'
1/2'
#14
2`x Vx 0.072"
U•channel
1'x2-1/8'x Vx 0.050"
5116,
5116
x 0.072-
Angle
1' x l' x 1/8" (0.125")
3/16'
#12
2` x IV x 0.072"
Angle
1-1r2' x 1-1/2-1/16'(0.062-)
1/4'
#12
Y x 7" x 0.D72-
Angle
1-112" x 1-1/2' 3/16'(0.18W)
1/4'
74
2" x 10" x 0.072"
Angle
1-1/2'x 1-1/2' 1/8"(0.062")
1/4'
414
2"x7"x0.072'
Angle
1-314"x1-Wx 1/85.125-)
1/4'
#14
2" x 10` x 0.072"
U-channel
1-3/4' x 13/4' x 13/4" x 118'
3/8'
# 44
2' x 10^ x 0.072"
Angle
Z. x 2" x 0.093"
3/8'
3/8"
Angle
2' x 2' x 1/8"(0.125)
6/16,
S/16'
2'x 10'x 0.072"
Angle
2"x 2"x 3f16(0.313")
112,
1/Y
Note:
I. # of screws to beam, wall, andfor post equal to depth of beam. For screw sizes use the
stitching screw size for beam I upright found in table I.S.
2 For post attachments use wall attachment type = to wall of member thickness to
determine angle or u channel and use next higher thickness for angle or u channel than the
upright wall thickness.
3. Inside connections members shall be used whenever possible
i.e. Use in lieu of angles where possible.
4. The thicker of the two members u channel angle should be place on the inside of the
connection if Dossible.
Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable . Load and Attributable Roof Area for120 MPH Wind Zone (35.53 #/ SF)
For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1
2
3
4
1'
264#-7SF
528#-15 SF
792#-22 SF
1056#-30 SF
1/4"e
1-1/2'
396#-11SF
792#-22SF
11aa#-33SF
15U#-45SF
2-112"
6609 - 19 SF
132D# - 37 SF
1980# - 56SF
2640# - 74 SF
1",
312"SF
624#-18 SF
936#-26SF
1248#-35 SF
5/16"e
1-112"
468# -13 SF
936#- 26 SF
1404# - 40 SF
1872# - 53 SF
2-112"
780#-22 SF
1560#-;:0-SF
234W-66 SF
3120#-88 SF
318"o
1"
WW-10 SF
712#-20 SF
1068#-30 SF
1424#-40 SF
1.11,
53411- 15 SF
1068#- 30 SF
166111=45•SF
2136#- 60 SF
2-112"
890# - 25 SF
1780# - 50 SF
2670# -75 SF
3560# -106SF
CONNECTING TO: CONCRETE [Min. 2,50D psi) for PARTIALLY ENCLOSED
Buildings
Fastener
Diameter
I Length-f I - Numbcr of Fasteners
� Embedment 1 2 3 4
PE OF FASTENER
= "Quick Set" Concrete Screw Rawl Zamac Nailin or Equivalent
1f4"a
1-1/2"
233#-8SF
466#-17 SF
699#-25 SF
932#-34SF
2"
270#-10 SF
540#-20 SF
1 81D9-30 SF
1 1080#-39SF
PE OF FASTENER=
Concrete
Screw Rawl Tapper
or Equivalent
3/16'o
14W..-.
246#--7-SF---492#-14-SF
--73W-21-SF----984#--28-SF-
1-3W
317#-9 SF
634#-18 SF
951#-27 SF
1268#-36 SF
1/4"e
1-112"
365#-10 SF
730#-21SF
1095#-31SF
1460#-41 SF
1314"
465#-13 SF
930#-26SF
1395#-39SF
18609-52SF
3/8"o
1-112"
437#-12 SF
874#-25SF
1311#-37SF
174a#-49 SF
1314"
601#-17 SF
1202#-34 SF
1803- SF
24D4#-68 SF
PE OF FASTENER=
Expansion Bolts (Rawl Power Bolt or Equivalent
3/8"e
2-1/2'
1205#-34SF3#-37SF
2410#-6BSF
3615#-102SF
4820#-136S
3.112"
130
2606#- 73 SF
3909#-110 SF
5212#-147 SF
1/2"e_
3"
1806#- 51 SFJ
3612# - 102 S
5418#_-152 SF
7224#-203 SF
5'I
1993# - 56SF I
3986# . 112 S
5979#-168 SF
7972# - 224 SF
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less than 5d where d
is the anchor diameter.
2. Allowable loads. have been increased by 1.33 for
wind loading.
3. Allowable roof areas are based on loads for
Glass / Partially Enclosed Rooms (MWFRS) I = 1.00
4. For Glass / Enclosed Rooms and Sections 1 & 2
use a multiplier to roof area of 1.30.
WIND LOAD CONVERSION TABLE
For Wind Zones/Regions other than 120 MPH
(Tables Shown), multiply allowable loads and roof
areas by the conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
25
1.22
110
30
1.11
12D
- 35
1.03
123
37
1.00
130
42
0.94
140-1&2
48
0.88
150
56
0.81
Table 9.9 Minimum Anchor Size for Extrusions
Wall Connection
Extrusions
Wall
Metal Upright
Concrete
I Wood
2"-x IV
1f4"
_ #14
1/4'
1/4'
2' x 9"
1/4"
#14 -
1/4"
1/4•
2" x 8"
1/4"
#12
1/4'
#12
#10
3/16"
#10
2'x6"or less
3f16"
#8
3/16"
#8
Note:
Wall, beam and upright minimum anchor sizes shall be used for super gutter
connections.
Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes
Metal to Metal
Anchor Size
#8
#10
012
Me
5116"
3/8'
#8
1.00
0.80
0.58
0.46
0.27
0.21
#10
0.80
1.00
0.72
0.57
0.33
0.26
#112
0.58
0.72
1.00
0.78
0.46
0.36
#14
0.46
0.57
0.78
1.00
0.59
OAS
5116"
0.27
0.33
0.46
0.59
1.00
0.79
wr
0.21
0.26
0.36
0.58
0.79
1.00
Alternative Anchor Selection Factors for Anchor / Screw Sizes
Concrete and Wood Anchors
(concrete screws: 2" maximum embedment)
Anchor Size
3116"
3/16"
1.00
0.83
0.50
1/4"
0.83
1.00
0.59
318"
0.50
1 0.59
1.00
Dyne Bolts (1-518" and
24/4' embedment respectively)
Anchor
Size
3116'
112"
3/16"
1.00
0.46
112"
0.46
1.00
" Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even number
of screws.
Example:
If (10) #8 screws are required, the number of #10 screws desired is:
0.8 x 10 = (8) #10
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