Plans 1244 Linkside Dr ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT LEGEND
I hereby certify that the engineering contained in the following pages has been prepared in
compliance with ASCE 7-05 and the writers interpretation of The:?007 Florida Building Code with This engineering is a portion of the AJuminum StKuctures Design Manual CASDM")developed and owned by Bennett Engineering
2009 Supplements,Chapter 20 Aluminum,Chapter 23 Wood and Part LA of The Aluminum Group,Inc.("Bennett").Contractor acknowledgets and agrees that the following conditions are a mandatory prerequisite to Contractoes
Association of Washington,D.C.Aluminum Design Manual Part IA and AA ASM35. purchase of these materials, .1i
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Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building 1. Contractor represents and warrants the ConPactOr 0
1.1. Is a contractor licensed In the statLe of Florida to build the structures encompassed in the ASOM;
Code. 1.2. Has attended the ASDM training&purse within two years prior to the date of the purrhase;
Structures sized with this manual are designed to withstand wind velocity loads,walk-on or live 1.3. Has signed a Masterfile LicenseAgreement and obtained a valid approval card from Bennett evidencing the license
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loads,andfor loads as listed in the appropriate span tables. granted In such agreement.
AJI wind loads used in this manual are considered to be mIniMUm loads.Higher loads and%vind i
1.4. Will not alter,amend,or obscure a�ny notice on the ASDM; 9
zones may be substituted. 1.5. Will only use the ASDM In accordiwith the provisions of Florida Status section 489.113(9)(b)and the notes limiting the
Pursuant to the requirements F.S.489.113,Subsection 9,the following requirements are
appropriate use of the plans and tRie calculations in the ASDM; D
hereby listed: 1.6. Understands that the ASDM is pnRtected by the federal Copyright Act and that further distribution of the ASDM to any
1.This master file manual has been peer reviewed by Brian Stirling,P.E.#-34927 and a copy of third party(other than a local buildog department as part of any Contractor's own work)would constitute infringement of
06
his letter of review and statement no financial interest is available upon request A copy of Brian Bennett Engineering Group's copS�tpght;and .0
Stirlings'latter is posted on my web site,www.lebpe.com. 1.7. Contractor is soley responsible f0tr its construction of any and all structures using the ASDM.
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2.Any user of this manual,for the purpose of acquiring permits,must be a licensed Architect, 2. DISCLAIMER OF WARRANTIES.ContractLQr acknowledges and agrees that the ASDM is provided"as is"and"as available."
Engineer,or Contractor(General.Building,Residential,or Alumirum Specialty)and are required to Bennett hereby expressly disclaims all warr�anties of merchantability,fitness for a particular purpose,and non-infringement.In
attend my continuing education class on the use of the manual prior to becoming a authorized user particular,Bennett its officers,employees, pgents,representatives,and successors,do not represent or warrant that(a)use of the
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and bi-annually thereafter. ASDM will meet Contractor's requirements((b)that the ASDM is free from error. W
3.Structures designed using this manual shall not exceed the limits set forth in the general notes 3. LIMITATION OF LIABILITY. Contractor agIfees,that Bennetts entire liability.if any,for any claim(s)for damages relating to
contained here in.Structures exceeding these limits shall require site specific engineering. Contractor's use of the ASDM,which are rff�ade against Bennett,whether based in contract,negligence,or othervAse,shall be
limited to the amount paid by Contractor forrtthe ASDM.In no event will Bennett be liable for any consequential,exemplary, Z
incidental,indirect,or special damages,arioing from or in any way related to,Contractoes use of the ASDM,even if Bennett has 0
been advised of the possibility of such damWes- E
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4. INDEMNIFICATION.Contractor agrees to Odemnify,defend,and hold Bennett harmless,from and against any action brought X Ul ci:
INDEX Z U) W 0
against Bennett,by any third party(includiMg but not limited to any customer or subcontractor of Contractor),with respect to any < 2 0 9
This packet should contain all of the following pages: bility,including reasona Town&Country 6005 Indicator Mark N UJ
claim,demand,Gauss of action,debt,or liab ble attorneys'fees,to the the extent that such action is based (Instructions For Permit Purposes) 2 0 Z Z
SHEET 1: AJuminum Structures Design Manual,Index,Legend,and Inspection Guide for upon,or in any way related to,Contractors of the ASDM. Z 0 LU Z
I / (.5 W Cl W
Screen and Vunyl Rooms. Ir To: Plans Examiners and Building Inspectors. Z 00
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SHEET2: Checklist for Screen,Acrylic&Vinyl rooms,Geneial Notes and Specifications, -T- 4 — — Z) ul uj
7X14 U) Z (!) a
CONTRACTOR NAME: a, Z LU uJ W
Design Statement,and Site Exposure Evaluation Form. C These alloy Indentification marks have been provided to Lu Z Z J 0
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. IL Z
contractors and yourself for permitting purposes.The details belp�w C) — Z> 0
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SHEET4: Post to base and purfin details. illustrate the alloy indentification marks and the location of such m% W V) > LU i= D X
SHEET 5: Beam connection detals. rks. a. - U, 3:
CONTRACTOR LICENSE NUMBER: These alloy marks are used solely for our 6005 extrusions. It is of LU F C) 0)
SHEETS: Knee wall,dowel and footing details. W < W
ultimately the contractors responsibility that they receive and u a c6* F- a_
SHEET 7: Span Examples,Beam splice locations and detail,Afternate setf-mating beam 6005 alloy shapes when using this engineering.We are Providltng�%is Ll Co CO 0
to gutter detail. COURSE#0002299 ATTENDANCE DATE: document to simplify the indenfification of our 6005 alloy matedaktio -J Z Z
SHEET 8-110: Tables showing 110 mph frame member spans. < 0 0
be used In conjuction With our 6006 engineering. >
SHEET B-120: Tables 0owing 120 mph frame member spans. W 10
SHEET 8-130: Tables showing 130 mph frame member spans. CONTRACTOR SIGNATURE: co < Z Z Z
A separate signed and sealed document from Town&Couqqry - < W
SHEET 8-140: Tables j'howing 140 mph frame member spans. will be provided to our*pre-approved contractors once the matedaWs are 0 Z 2 T
SHEET9: Mobile home�'attachment details,ribbon footing detail,and post to beam and
SUPPLIER: 0 purchased. 9 W LU z
anchor schedules. of W Z -J
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SHEET10A: Solid roof pej I products-General Notes&Speofications,Design Statement, TCI 6005 SELF-MATING W Z
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design load tibias,and gutter to roof details. ALLOY INDICATOR Z
SHEET10B: Roof connection details. BUILDING DEPARTMENT F5 U) W 0 Lu
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SHEETIOC: Roof connection details,valley connection elevation,plan§ion views. TCI 6005 HOLLOW W LL
CONTRACTOR INFORMATION AND COURSLE#0002299 ATTENDANCE DATE HAS BEEN -J t,- F-
pan&compoistile panels to wood frame details,super&extruded gutter to pan ALLOY INDICATOR 00
roof details. VERIFIED: PNITIA4 u- 04 0
SHEETIOD: Roof to panst.details,gutter to beam detail,pan f.scla&gutter end cap water a
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relief detail,beam connection to fascia details,pain roof achoring details. INSPECTION GUIDE FOR SCREE14 AND VINYL ROOMS
SHEET 10E: Panel roof to ridge beam @ post details,typical insulated panel section,
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composite roof panel with shingle finish details. W co <
SHEET 10F: Tables showing allowable spans and applied loads for riser panels. 1.Check the building permit for the foltowingl: Yes No
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SHEET 10G: Manufacturer specific design panel. a.Permit card&address . . . . . . . . .. . . . . . . . . . . . . . . . . . . — — �! — K
b. Approved drawings and addendums as re�quinsd. . . . . . . . . . . . . . . .— — FILE COPY 91 0:
SHEET11OH: Manufacturer specific design panel. 0 LL Lu- 0
SHEET 111: Die shapes&properites. C.Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . . — — 0 Lu W W
SHEET 12: Fasteners-General notes&specifications,Design statement,and allowable d.Notice of commencement . . . . . . . . .— — . Z 4T -.1
W 6 Im X 0
loads tables. 2.Check the approved site specific drawinggs or shop drawings against the'AS L UZ C W
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BUILT"structure for. Yes No a 0
a.Structure's length,projection,plan&heigot as shown on the plans. . ... . . . . .— — Lu r -4 -Z
tv V) (D 0 1- 0
b.Beam sizes,span,spacing&stitching scrLfws(if required). . . . . . . . . . . .— — Q. rl- W
c.Purlin sizes,span&spacing . . . . . . . . . . . . . . . . . . . . . . . . . — — C L)
d. Upright sizes,height.spacing&stitching skGrews(if required). . . . . . . . . . . — _ a)
(0
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. . . . . . . . . . . . . . . . . . . — — PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMkfNT OF Of
0.Chair rail sizes,length&spacing. 0 4 N Co
f.Knee braces are properly installed(if required) . . . . . . . . . . . . . . . . . — — HIGHWAY SAFETY&MOTOR VEHICLES DIVISION OF MO%R UJ a X C Q.
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9.Roof panel sizes,length&thickness. . . . . . . . . . . . . . . . . . . — — 0 6 VEHICLES RULE 15C-2,THE SPAN TABLES.CONNECTION a) §1 M .. X
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3.Check load bearing uprights/walls to dec*for Yes No Z i o: 1. WM
0 DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARF
a.Angle bracket size&thickness . . . . . . . . . . . . . . . . . . . . . . . .— — iz J DESIGNED TO BE MARRIED TO CONVENTIONALLY E a 0 0
b.Correct number,size&spacing of fastendKs to upright . . . . . . . . . . . . . .— — CONSTRUCTED HOMES AND/OR MANUFACTURED HOMfES AND 3r T
c.Correct number,size&spacing of fasten&rs of angle to deck and sole plate . . . .— — MOBILE HOMES CONSTRUCTED AFTER 1984. 0
d.Upright is anchored to deck through brick�pvers then anchors shall go through Z
pavers into concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4.Check the load bearing beam to upright f6tr Yes No THE DESIGNS AND SPANS SHOWN ON THESE D CO
a.Receiver bracket,angle or receiving chanO size&thickness. . . . . . ... . .— — RAWIN!�.%Aa,"
b.Number,size&spacing of anchors of beRm to receiver Or receiver to host structure — — 0 BASED ON THE LOAD REQUIREMENTS FOR THE FLOFE0,8A
4. BUILDING CODE 2007 EDITION W/2009 SUPPLEMENTSZ
c.Header attachment to host structure or be0m . . . . . . . . . . . . . . . . . . — —
d.Roof panel attachment to receiver or host4tructure . . . . . . . . . . . . . . . — —
7
0.If angle brackets are used for framing coK�nectk)ns-check number,size&thickness 7 Z 0
offasteners. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .— —
f.Post to beam attachments to stab. . . .. . . . . . . . . . . . . . . . . . . .— —
S.Check roof panel systemfor: Yes No Z
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size&thickness . . . . . . . . — — tu
a.Receiver bracket,angle or receiving chan W
b.Size,number&spacing of anchors of be@M to receiver erAPw ET 3
. . . . . . . . . . . . — — JOB NAME: [DOC/
c.Header attachment to host structure or bd*m . . . . . . . . . . . . . . . . . . — — NN (3
41 y /— ', e Z
d.Roof panel attachment to receiver or beaO . . . . . . . . . . . . . . . . . . . — — ADDRESS: Ic fkw!!�� u
Notes: r-
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DRAWING FOR ONE PERMIT ONLY %-12-2010 OF 12 Q
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True and correct copy of the original Aluminum Structures Design Manual signed and sealed by Lawrence E.Bennett on August 17i 2010.
EDGE BEAM(SEE TABLES
INT�RIOR BEAM 3A.1.1&3A.1.2)
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(PER TABLES 3A-1.3) LW`FOR
HOST STRUCTURE OR
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PANS OR PANELS MIN.3-12"SLAB ON GRADE
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/ I TING
H ALUMINUM ROOF SYSTEM MIES OR RAISED FOO
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PER SECTION 7
TYPICAL S6REEN.ACRYLIC OR VINYL ROOM PAGE7) co 0,1
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W1 SOLID FkIOOF TYP.FRONT VIEW FRAMING
CARRIER BEAM POST FROM
(HEIGHT COF UPRIGHT IS MEASURED
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TOP OF 1-x 2A"PLATE TO BOTTOM OF WALL BEAM)
0000 i 0o
'LW LO)PD WIDTH z<
FAM 7
ERNATE CONNECTION
FOR R(90F B ALT
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(SEE SECTION 7 FOR DETAILS)
SIZE BEAM AND UPRIGHTS
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ALUMINUM ROOF SYSTEM SOLID ROOF X W z U)
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(PER SOLID PANEL HOST STRUCTURE OR CO CIS
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(ELEVATION SLAB OR GRADE) P=PROJECTION FROM BLDG. Z 0 z
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VARIES VARIES W
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1. A CHOR 1" K EXTRU§ION W/1/4"x 2-114"CONCRETE FASTENER MAX OF Z-W O.C. CO to 3:
N ;2"OPEN BAC Uj 0 . :5
ANDW/IN EACH SIDE OF UPRIGHi[T ANCHOR V x 2'TO WOOD WALL W/#10 x 2-11T S.M.S.W/ <
WASHERS OR#10 x 2-1/2"WASHER AiEADED SCREW Z-Cr O.C.. ANCHOR BEAM AND COLUMN co
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2. SELECT FRONT WALL BEAM FROM-I�ABLE USING LARGER LOAD WIDTH VALUE OF P12 OR P/2+O.H. U)
3. SELECT SCREEN ROOM FORTH WAL41-BEAM FROM TABLES 3A.1.3 < Z
4. ANCHORS BASED ON 123 MPH WIN6>VELOCITY.FOR HIGHER WIND ZONES USE THE FOLLOWING CO 2� Co LU
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08-12-2010 OF 12 10
Tr-and correct copy of the original Aluminum Structures Design Manual signed and sealed by Lawrence E.Bennett on Aftust 17,2010.
NOTE:
(COMPOSITE OR PAN TYPEI FLASHING AS NECESSARY To
JSOLIOj ROOF PANELS EXTRUSIONS W1 INTERNAL
FASTEN PANELS TO EDGE BEAM PREVENT WATER INTRUSION SCREW BOSSES MAY BE
(PER DETAILS IN SECTION 7 AND I OR 3A) CONNECTED W1(2)#10 x 1-1/2-
PRIMARY FRAMING BEAM INTERNALLY
HEADER (SEE TABLES 3A.1.1,2)
a W
6"MAXIMU, J 1-1/2*x 1-1/2"x O-OW ANGLE
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U)(9 ic- PANS OR EACH SIDE OF CONNECTING
W M 0 BEAM WITH SCREWS AS tz
Z COMPOSITE PANELS ir
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a.uJ PER SECTION 7 SHOWN a.
IF KNEE BRACE LENGTH V)W EDGE BEAM TABLES-
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EXCEEDS TABLE 1.7 USE uim �_z 3A.1.1,2 MINL#8 S.M.S.x 314"LONG
CANITILEVERED BEAM D 0�65 a
wm� z NUMBER REQUIRED EQUAL
CONNECTION DETAILS It
0 W Z3
;0 TO BEAM DEPTH IN INCHES
POST To BEAM SIZE AND INTERIOR BEAM TABLES: z
SCREEN OR SOLID WALL 3A,1.3
POST SELECT PER TABLE 3A-3 #OF BOLTS- iqt
(MAY FACE IN OR OUT) USE 2 x 3 MINIMUM (SEE TABLE 3A-3) THIRU-BOLT HEADER co 0
HQ)ST STRUCTURE ROOFING 8
THROUGH POSTAND ANCHOR
W1(2)#10 x 3/4"S.M.S.@ 6�
Z'STRAP-LOCATE @ EACH FROM EACH END AND @ 24- BEAM TO BEAM CONNECTION DETAIL
POST,(2)1/4"x 2"LAG __SCA1 E: 2* V-01
O/C MAX,
,%CREWS @ 24"0.C.(MAX) :�
2*x "S.M.8, 13EAM TO WALL CONNECTION: 3:a
EACH STRAP W
KNEE BRACE (2)2"x 2'x 0.060,
ANGLE OR RECEIVING EXTERNALLY MOUNTED
(2)#10 x 1/2"SCREWS (2)REQUIRED
CHANNEL EXTRUSIONS WITH ANGLES ATTACHED To WOOD z
UfS'E ANGLE EACH SIDE FOR INTERNAL SCREW BOSSES FRAME WALL W1 MIN.(2)318-)( _J 0
2,)x 2 TO POST CONNECTION < E
2'LAG SCREWS PER SIDE OR :3 0 uj
(2)#10 x 1-1/2"INTERNALLY TO CONCRETE W/(2)1/4x z U) W a:
1/4-BOLT @ 24-O.C.MAX. MAY BE CONNECTED WITH 2-1/4"ANCHORSOR <
WITH HOLLOW POST
MASONRY
WITHIN 6'OF EACH POST _v 'POST W WALL ADD(1)ANCHOR PER E 0 z
FASTEN 2 x 2 POST -rk x MINIMUM#8 S.M,S.x 314 SIDE FOR EACH INCH OF BEAM Z 0
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V*/(2)EACH#10 S.M.S.INTO LONG NUMBER REQUIRED 0 DEPTH LARGER THAN 3- Z Co
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0) ININCHES 0 W _J W
SCREW SPLINES EQUAL To BEAM DEPTH W ALTERNATE CONNECTION:
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Zl"x 2"x 0.062"ANGLE EACH (D 4- EXTRUDEfD 0. G z
(1)1-3/4'x 1-3/4"x I-N4-x 1111- 0- z
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4-EG INTO POST AND INTO L 4 GLITTER ATTACHED To WOOD FRAME LU C.5 co 3:
GUTTER(MIN.) MAX DISTANCE TO 0)
HOST STRUCTURE WALL INTERIOR BEAM TABLES: WALL W/MIN.(3)318"x z'LAG < 0 -5
ce) C,
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�''-FASCIA AND SUB-FASCIA SCREWS OR TO CONCRETE
36'WITHOUTSITE 3A.1.3 Z zw_ 0
P OR MASONRY WALL W/(3)114' 0 LU Z
SPECIFIC ENGINEERING 0 13 0
-ANCHORS ORADD(1)
x 2-1/4
EXTRUDED OR SUPER GLITTER/RISER ANCHOR PER SIDE FOR EACH Q 0 55
ALTERNATE 4TH WALL BEAM CONMECTION DETAIL W 0
3-FASCIA(WITH SOLID ROOF) INCH OF BEAM DEPTH
(OR TRANSOM)WALL LU
SCALE: N.T.S. W
SCALE: 2"=T-0' 2"x 9"x 0.072"x 0.224*BEAM LARGER THAN 3" 0 W
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SHOWN BEAM TO WALL CONNECTION DETAIL
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Lu ROOF PANEL MATERIAL
W (SEE TABLE FOR LENGTH AND DOOR <
TION
(SEE SEC 7) DOOR
> D
#OF SCREWS REQUIRED) 0
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-C-\-Nc k 3<
BE4kMS MAY BE ANGLED FOR I -\',,
GABLED FRAMES ANCHOR PER DETAIL FOR PAN WHEN FASTENING 2"x 2" _k 0 (0
OR COMPOSITE PANEL THROUGH GUSSET PLATE HINGE LOCATION 0)
USE#10x2"(3) C'J
EACH MIN. V
FOR NUMBER OF BOLTS AND
BEAM AND POST SIZES SIZE OF POST(SEE TABLE k 2 x 2 EXTRUSION z Li- 0
3A-3) 2 x 2 EXTRUSION W
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(SEE TABLES 3A-3) >kc 2 _ x. 0
J 46�t 1"x 2"MAY BE ATTACHED FOR k cc :z
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HINGE LOCATION z
SCREEN USING(1)
POST NOTCHED TO SUIT a (D e :t:F or
#10 x 1-1/2" @ 6"FROM TOP (D C
AND BOTTOM AND 24"D.C. 6
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SIDE NOTCH POST TO CARRIER BEAM CONNECTION CO 80 0
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SCALE: 2"=V-0" Lu 0-
ALL GUSSET PLATES SHALL to -a W
HINGE LOCATION a)
---------- BE A MINIMUM OF 5052 W32 0
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ALLOY OR HAVE A MINIMUM C C
Cl) YIELD STRENGTH OF 23 ksl lip, z 0
W - 2 0
ROOF PANEL 01,431 ir CL
< (SEE SECTION 7) W .2
> db=DEPTH OF BEAM NOTES: W 0 0
ds DIAMETER OF SCREW \ 0 a 9 z
1-3/4"x 1-3/4"x 0.063' 1. Door to be attached to structure With minimum two(2)hinges. (D
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P4FECEIVING CHANNEL THRU uJ
ANCHOR PER DETAIL FOR PAN 2d. 2%& ir C.
%OLTED TO POST W1 THRU (Of=_- - STRAP TABLE 2. Each hinge to be attached to structure with minimum four(4)#12 x 314"S.M.S.. 0 7
BOLTS FOR SIDE BEAM OR COMPO31TE PANEL 2"x 6'x 0.050'x O.i2(r LL -M
TFW a M
(SEe TABLE 3A.3 FOR NUMBER FOR NUMBER OF BOLTS AND UPRIGHT SHOWN SIZE #/SIZE LENGTH 3. Each hinge to be attached to door with minimum three(3)#12 x 314" S.M.S.. W
OF BOLTS) SIZE OF POST(SEE TABLE -2-X7" 4 12
-2 xg'- 4#4 3-1 A�
2"x V 4.
3A.3) 4 14 1 Bottom hinge to be mounted between 10 inches and 20 inches from ground.
NOTES: ALL SCREWS 3W LONG 5. Top hinge to be mounted between 10 inches and 20 Inches from top of door. -2
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BEAM AND POST SIZES 1 1. FILL OUTER SCREWPOSITIONS FIRST UNTIL REQUIRED NUMf#ER OF SCREWS IS ACHIEVED. 'R
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1*x2"MAYBEATTACH 2. SEE TABLE 1.6 FOR GUSSETT SIZE,SCREW SIZES,AND NUM8tER S.M.S.at 12"on center and Within 3"from end of upright �ISHF_ET - -
(SEE TABLE 3A.3) EDrFOR 6. if door location is adjacent to upright a I"x 2"x 0.044"may be fastened to upright with#12 x 1' W
SCREEN USING(1) 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2"x 7"AND L�k�RGER.
OF PANEL
SEC_nON
'!E /gS- jL- H
2
x
25 4
#10 x 1-112^ @ 6"FROM TOP 4. SCREW PATTERN LAYOUT W/SPACING BETWEEN SCREWS TER THAN MINIMUM IS
POST NOTCHED TO SUIT AND BOTTIC M AND 24"D.C. dffA
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION 5. LAP CUT WITH GUSSETT PLATE MAY BE USED.(SEE SECTICM 1 FOR DETAIL) iu
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SCALE: 2" V-0" GUSSET PLATE SCREW PATTERN FOR BEAM TO QUSSET P
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LATE CONNECTION TYPICAL SC DOOR CONNEC ON DETAIL W
SCALE: 2"=V-0" SCALE: N.T.S. M . 1
08-12-2010 OF
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True and correct copy of the original Aluminum Structures Design Manual signed an sealed by.Lawrence E.Bennett on August 17,2010.
CONCRETE CAP BLOCK OR 114"x 6"RAWL TAPPER ALUMINUM FRAME SCREEN REQUIRED FOR STRUCTURES I BUILDINGS OVER 400 SQUARE FEET ONLY
ANCHOR ALUMINUM FRAME BLOCK(OPTIONAL) THROUGH 1*x 2"AND ROW �WALL A
TO WALL OR SLAB WITH LOCK INTO FIRST COURSE OF BLOCK KNEE WALL MAY BE
1/4"x 2-1/41�MASONRY (1)#40 BAR CONTINUOUS BRICKS FROW LOCK ADDED TO FOOTING(PER 91
ANCHOR WITHINt6-OF POST EBRICK KNEEWALL TYPE S SPECIFICATIONS PROVIDED 2500 P.S.I.CONCRETE
AND 24"O.Q;.MAXIMUM (1)#40 BAR AT CORNERS AND 10
10�-O'D.C.FILL CELLS AND ALTERNATE CONNECTION OF MORTAR REQUIRED FOR WITH APPROPRIATE KNEE Q
6x6-10x 10WELDEDWIRE zw
0
SCREENED ENCLOSURE FOR [LOAD BEARING BRICK WALL WALL DETAIL) MESH(SEE NOTES
KNOCK OUT BLOCK TOP
RIBBON OR WONOLITHIC BRICK OR OTHER NON- ALUMINUM UPRIGHT CONCERNING FIBER MESH)
V) COURSE WITH 2.500 PSI PEA STRUCTURAL KNEE WALL A-(NOMINAL)PATIO CONNECTION DETAIL 42
FOOTING(IF IMONOLITHIC ROCK CONC.DECK C�
1"WIDE x 0.063'THICK STRAP cl) (CONCRETE SLAB(SEE NOTES (SEE DETAIL) (2)#50 BARS CONT.wl 3,
SLAB IS USED SE:_!E NOTES OF (CONCERNING FIBER MESH) COVER LAP 2.7 MIN.
APPROPRIATrE DETAILS) 6 x 6-10 x 10 WELDED WIRE @ EACH POST FROM POST TO
MESH(SEE NOTES FOOTING W/(2)#10 x 3/4'
S.M.S.STRAP TO POST AND 3-11Z
Wx 8"X 16"F CONCERNING FIBER ME, ;4
ALOCK WALL SH) 5d MIN Z)
(MAX.32-) (1)1/4"x 1-3/4*TAPCON TO 0—
(0)#5 0 BARS W/3"COVER 16"MIN.
(2)#40 BARS MIN.2-1/2-OFF SLAB OR FOOTING MIN. z
�U- 7 7
'12-
((TYPICAL)
:74
TOTAL co
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
BRICK KNEE WALL AND FOUNDATION FOR SCRf=�WAL�LS Lu
6 MILMISQUEEN VAPOR
1E m
SCALE:114"=V-0" SCALE: 1/2"=V-0" BARRIER IF AREA TO BE
ALUMINUM ATTACHMENT (2)#5 BAR CONT. �X K
ENCLOSED z<
-h- CONCRETE FILLED BLOCK
N 'x'
STEM WALL 8*x 8*x 16"G.M.U. -0 16"MIN.. TERMITE TREATMENT OVER
727 2 10--0- Z, UNDISTURBED OR
40" ITZ45--_—2 _8' (1)#40 BAR CONTINUOUS uJ
—48'7- IN-- 0" co COMPACTED SOIL OF
3 6-0- (1)#50 VERT.BAR AT UNIFORM 95%RELATIVE z
_W:Y tu x CORNERSAND DENSITY 1500 PSF BEARING
56" —3 u) _J 0
60- < E
—3 _F__8-_ Notes: (3 Lqj
<LU Y D.C.MAX.FILL CELLS%W w
72" . 3 _- _4 _T__4;'_ _w 2,500 PSI PEA ROCK 1. Ali connections to slabs or footings shown in this section may be used with the above footing. z U)
CONCRETE 2. Knee wall details may also be used with this footing. <
8"x 12"CONCRETE FOOTING (2)#5 BAR CONT. 4. Crack Control Fiber Mesh: Fibermesh 0 Mesh,InForce-e3�(Formerly Fibermesh MD)per maufacturees Z 0
WITH(N)#5 BAR CONT. 2-MIR4- specification may be used in lieu of wire mesh. 0 W
3. All applicable notes to knee wall details or connection details to be substituted shall be compiled with. E 0
LOCATE ON UNDISTURBED (1)#5 BAR CONT. _J co LU uti
1"PER FT.MAX.FOR 3-1/2-CrYP. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY,FLORIDA
NATURAL SOIL 7-0 MIN. ALL SLABS) UJI
SCALE:1/2'=V-0" (L
R`E SLOPE M
ALL MASQNRy KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR(0 ALL CORNERS BEFO z <
Notes: > W
1. 3-1/2"concrkte slab with 6 x 6-10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh a Mesh. UJ ca 10 co 3�:
InForce-a;b--(Formerly Fibermesh MD)per maufacturer's specification may be used in fieu of wire rn IX (.) < a
esh 8. AW Cl) 04
Visqueen valoor barrier under slabs having structures above compacted clean fill over(scarified)natural sc4l 12"
Z
8*1 1-- >-,0 Lu
1909/410enslty, TYPEI TYPE 11 TYPE III EXISTING F001ING NEW SLAB W/FOOTING 0 0
f1b,oting requirements shall be used in of the minimum footings shown. Orange County footings :)
FLAT SLOPE/NO FOOTING ODERATE SLOPE FOOTING S�TEEP SLOPE FOOTING 0
s h
all,be a Mitnimum of 12"x 16"with(2)#50 continuous bars for structures/buildings over 400 sq.ft.. 0-2"/12" 2"112"-V-10" >V-10" < 0
Notes: U.1
RAISED PATIO FOOTING The foundations shown are b on a minimum soil bearing pressure of 1,500 psff. Bearing capacity of soil U) J o.
KNEE WALL FOOTING FOR SCREENED ROOMS 11 be verified,prior t ng the slab,by field soil test or a soil testing lab. LU
2. The founds all be cleared of debris,roots,and compacted prior to placoment of concrete.
W M
SCALE: 114"-V-0" ------- W
0
3. No footing o (4'nominal)slab is required except when addressing e�pslon until the projection (2)#5 BARS-DOWELED INTO N'5 \N;
from the host structure of the carport or patio cover exceeds 16'-0". Then a minimtiffn Of a TYPO 11 footing is EXISTING FOOTING W/EPDXY
x
U)
12-14T. required. All slabs shall be 3-1/2"(4'nominal)thick. 8-EMBEDMENT. 25'MIN.LAP q uJ,
NEW SLAB U.
EXISTING SLAB 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6-10 x�110 welded w1re mesh or
r-
crack control fiber mesh: Fibermesh a Mesh,InForcew e2l�(Formerly Fibermesh,p.MD)per manufacturer's TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING <
specification may be used In lieu of wire mesh.All slabs shall be allowed to cure 7 djays before installing 0
#30 RE-BAR DRILLED AND anchors. SCALE: 112"=V-W js�
5. if local building codes require a minimum footing use Type 11 footing or footing sectl&n required by local i�::
EPDXY SET A MIN.4"INTO code. Local code governs.
�MIN.Q1)#30 BAR EXISTING SLAB AND A MIN.4" a %;
__18-;-; (See additional detail for structures located in Orange County,FL) 0.
C(bNTINUOUS INTO NEW SLAB 6"FROM 6. Screen and glass rooms exceeding I W-0*projection from the host structure up to a3rmax1murn 20'-W a) "o
EACH END AND 48'O.C. projection require a type 11 footing at the fourth wall frame and carrier beams. Struc4ures exceeding 2V-X
shall have site specific engineering. _J 0
Lu
DOWEL DETAIL FOR EXTENDING EXISTING 4"SLAB SLAB-FOOTING DETAILS EXISTING WOOD BEAM OR z LL uJ rL
SCALE: 314"=V-0" HEADER r_ z
SCALE: 3/4' V-0" LIJ 6 '.-' - I C.,.
2 . z E u_
cc a_ Lu
W 0 z
USE 2"x 4"OR LARGER 114"x 2"LAG BOLT(2)PER IL r g -
ST X Q) o 0
SCREWS DETAILS FOR FRONT WALL PO 0 IL r- W:
LL 0,
(SEE FASTENER TABLE) UPRIGHTS C =3
TYP.UPRIGHT(DETERMINE a) 0
1"x22"CHANNEL 1/4"S,S*x "LAG SCREWS HEIGHT PER SECTION 3 co 0�
I"x2"TOPAN Q co
W/1/4'x 1 1/2-FENDER D BOTTOM > co o
TABLES) PLATE SCREW Z-0"D.C. w W x CL
314"PLYWOOD DECK WASHER(SEE TABLE 4.2)@ 6- to o W
FROM EACH SIDE OF POST W W
Lu
(b co
AND 24'O.C.PERIMETER c
:o
m 0
.c
R
W
W
z z
1-1/2-(MIN.) i/4"LAP 0
L z
PERIMETER DOUBLE Lu
STRINGER. #10 x 1-112"SCREWS(3)MIN.
2x6OR2x8 PER UPRIGHT TOP&BOTTOM'
@ 16-D.C.
(2)1/4-MASONRY ANCHORS
(PER SECTION 9)INTO
w
CONCRETE 4,
(.IN Ji/4'U
t26 �02
0
16
ALTERNATE WOOD DECKS AND FASTENER LENGTHS
EXISTING FOOTING S
ul
314"P.T.P.Plywood 2-1/2' lu�
5/4*P.T.P.orTeks Deck 3-3/4' 'SHEET
2"P.T.P. 4'
W
W W
ALUMINUM SCREEN ROOM z
SCREEN ROOM WALL TO WOOD DECK tNON LOAD BEARING)WALL
SCALE: 3"=V-0" UNDER WOOD FRAME PORCH
SCALE: 2"=V-0" 08-12-2010 OF 12 &
True and correct copy of the original Aluminum Structures Design Manual signed and sealed by Lawrence E.Bennett on August 17,2010.
4able 3A.1.3-1 10 Town&Country Industries,Inc.
Table3AA-1-110 Town&Country Industries,Inc. -TCl 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen,Acrylic or Vinyl Rooms
6005 TCI Allowable Edge Beam Spans-Hollow Extrusions Aluminum Alloy 6005 T-5 12
for Screen,Acrylic or Vinyl Rooms �For 3 second wind gust at 110 MPH velocity;using design load of 11.0 XISF -0 Z
Aluminum Alloy 6005 T-5 Tri y
g design - M itrrr 1 iz-o- I IV-0-
d of 11.0 NSF(47.1 NSF for Mm Cantilever) L2!
For 3 second wind gust at 110 MPH vekic ;us .1 2'-0- r IM
2'X 3 O.OW Hollow Allowable flection'cr
2"x 2"x OAW Hollow do
ng'b'or do lectlon'cr) oiw-- Hollow Beam T-9- dl T47 01 W-11
Load Mim Span Vi(bendl 3
M=Span'121(benifing'b'or deflection'd') TIF d dT
2"x 4"x 0.05V 13'-3* d 1 ll-7' di 10'-T ill W-V ill 9'-Z'
width(ft.) I&2Spsnj 3 Span 1 4 Span on'cr
., r wkirl,(fL) 1&2 Span 3 Span 4 Span Can,,lea, Sag Mating Beams Allowable 5 um'L`I Ing V or d~ Lu
4 .1 1'-1* d 1 4_ F-1- a 9-11" d 10'-Z' d 1W d 2x4"x0.6Wx0.II�w 1,P-9* d IZ-I(r d 1 1'4r d IVAT d l(Y-2" d g-8" d 7-r it 8!-r d 8--l- d r4r d r-4- dl T-1- d
5 6 d - _7q�d -9--3d 9-5" d i�4_d -5' d IZ-7- it I V-11'd 1 V-15" d i(Y-81 d 10'-0' d 91-r d W-I* ill 81-V d
it 1 5 ..... 2"xS"x0.050`xe.I35" Is-Z" it 1S-11"d 14%6` d VT
a I V-1 I F__11_T 1qr_T 14!-V d 14'-1' d 13'-S' d IZ-W d 1V-9" d 1 J�2' d I(Mr it 117-3" d
6qT -8-Y-d -f-=3 2"x S"x 0.050"x 0.135" 21--V d Ijr_r a 16--il'd 15--g- d
1 -F7"- 194' Mr-11-d IV-11-d 16--l- d 194- d 14�W d 13'-S* d 1Z4X d 12'-2* d IV-Ir it
7 8-Z�T-F-V-d 1�2' it rx7"x0.05rx0.I3S" 24W 41� it -a)
(r d -8 _T-11-- d a 23� d 15'-Sr d 15'4r d 14'-S" d
ly 10* d -I-_TT__d -7-7- d --T-9-d --1-i-d 12*x S'x 0.072*x 0.240' 3(r-l* d 26-3" d 23'-10*d 27-2' d 2(Y-10*d ISr-W d 18'-11"d Ir-7- d 16'-6'
9 , I I - 7W-_d _17-d W-W d 24W d 2Z-11*d 21'-9" d 20P.10"d 19`4� d 18'-Z* it IT-T d 16W d 19-11-d
-41:3"-d S-r d 6-V d I r--nl d 7�4 d 2��7 0.23V 3TA" d 2Z-I(r d
_d -T-I" d r-3* b Z-1 . ! 35,-5" d�3W(Y-1 V d 2Z-l' d 26'-l" d 24-7' d 23W d 2741� it W4 d 19'-6' d Is'-T d IT-9' d Ir-O* d
X .0 42 .0.321"
d S-I' d S-3" d I V-9 F2'X 14 -7* d 21'-6' it W-T d 19*-9" d
4'41' d V-11* b a j2"xI0*x0,M.x0.389j 41'-1" dl 36-11'd 3Z-7' d_W-3' d 28'-U" dF2T-1* d 126-11*d 24�-(r di 2Z
Ell "Ll I"4r d 1"'r d
4%' d 'Z-7" it
14.__ d
d
P. d
1 1'r_6.d Ed
I._. d
r2d
I
W_3- d 22.
2'_J. d 24.�' d
X X A 3'_' d d
Load 121(band Lcad M=SpanVI(bondingW or ection'd"I Notes:
MAX S Ing V or;;WWt_1on'd1 i beam that spans more than 40'
1.It is recommended that the engineer be�onsuftsdl on any FTIISU31181190us framing Ir
width(ft.) 1&2 Span 3 Span 4 Span _Ma)L wichh(fL) 1&2Span1 3 Span 4 Span M= 3:.W
Cantileverl Candleverl 2.Spans am based on wind load plus dead load for framing. a
4 Tlf--3'-T 1'4r d IT-3' it V-11" it 1 3.Span is measured from center of connection to fascia or wall ownecfiorL 8 M
.1 12'-1* 1 Z4' d 1W d 4.Above spans do of brace to basin connection to the above spans for total
1(r-6" d V-6- d d not Include length of knee brace.Add horizontal distance from upright to center .5
V-1'5' d -6--9-2- d 1 M4� d I l-r d 1rF__d beam spans. Z
7 Tr`4�d -,F-BF-9-d 1 U-9" d 1 I-(r it IW' d S.Spam maybe interpolated. 0
8 _77-d -IF- F_�4d TO�C_d _fU_-5b V-6- d E
_9 -7_3d ---T.-(r-d -7 1-1d -F-I(-rb -TZ-d 0 W
1-0 6'- it -T72-- d IF--7--9- d -F-r-d 1-9-4- b _F_5d Table 3A.1.4-1 10 Town&Country Industries,Inc. Z LLI
1-1 _T_Td -IT--7-9'--d -9-2" b -11 V-4" d Z (1) <
T-10, d 1,�z- a -92 r.4* d 9-1(r b F-F b 1W d 6005 T-5 Allowable Spans for Ridge Beams with Seff Mating Beams (L
_1 -71 -T < 2 C/) C%4
2 it �7 � for Screen,Acrylic or Vinyl Rooms 2 0 -- Z
I"x2 xO. Aluminum Alloy 6005 T-5 lX Ch Z
MML ding V or ch nection'cr) --r 0 Uj I.- CD
Load For 3 second wind gust at 110 MPH velocity;using des gn load of 11.0#W I% ED Z LLI
width(fL) 1&2 Span 3 Span 4 Span M_ d WIT ;u,-n jMng tu uj
M
'evr �!a
v.r _j
'2" Sff Mating Sections 5'.0" F-r 11,_r 12._0
�18_ LU
_4 -�l d V) > U.J
_5 AMIloomblee pan'I:I benndfing V o deflectlon'd' L)
-V d . '-Z' Lu
6 d -W 10 b
rx4"x0.04fi"x0.1IS" 14W d 1.T-W d IZ-11" d 17-5* it it bi 11 b IV b
_7 JT-11* d 16`41' it IVA' d 15W d 14�7 d 14�7 d IT-W b IY-2' b
d a, d _;� >
-W d 3; d 2"x5"x8.05Vx0.135"
(r- d 2"x S"x 0.050"x 0.135" 211-1, a IV-10* d lir-W d 18`4r d Ir4� d 16W b 16-W b 16-(r b ui
C,
-9 0 U.
1-0 W-I d -Ii* it 6`-1 d 9-11* d 2"x7'x0.0$I`"x0.I35" 24%j, ii 2Z-8* d 21W d 2(Y-r it 19'40' d 19-1* b lir-r b 1r-5" b - U- 0
1-1 - W-11" d (Y-1(r 0 2"x S"x O.OTr x 0.2 2EW d 2T-11' d 26-T d 2S-Y d 24'-5' d 2x-r d 22-AF d 2
R-9" d (r Z
N
--Tr --r d 24 b
2"x r x O.OT2"x 013V 37-W d W4r d 29'-2" d 2r-11" d 26*-I(r d 26-11" d 26-1* d 0 0
Notes:
1.Above spans do not inckiijo two of knee brace.Add horizontal distance from upright to center of brace to beam connection 2"x9`x0.0Wx0.32I- 4-11- 21 3Z-11* it 31�3' it 2W-1 V d 29-V d Z7-W d 2V-1 I' d W-2' d 0
12"x Ir x 0.092"x 0-2* d,36-7 it, 34-r ill 33W d 3Z-2* d 31'-2* d M3&4� it Z ix 'e - 0
to the above spans for total beam spans. Z
2.Spans may be Interpolated Notes: F3 W
1.Tables assume witrusion oriented with longer extrusion dirnension parallel to applied load. U) Z < j 0.
2-Spam may be Interpolated. IX LLI 6 :3 Z
W
LLI Z
ader Spans Z 0
Table 3A.2 110 Allowable Upright Heights,Chair Rail Spans or He 0
Under Solid Roof LL Q
6005 TO 0
Town&Country Industries,Irm- LU
r Header Spans U.1 j X
-6 TabIe3A.2i10HST Allowable Upright Heights,Chair Rail Spans o LL
Aluminum Alloy 6005 T
CD
For 3 second whidjust at 110 MPH Joeft using design load of 13. for Screen,Acrylic or Vinyl Rooms ul
T d dth W w Member Soacina Aluminum Afloy 6063 T4 04
T-6" 1 1 5.-r 5'-V 1 6'-0- 7-1- r-s- 0
sections Full Ighl, n,bending W or deflection'cr For 3 second wind gust at 0 MPH velocity,using design load of 13.0 XSF
77 - - ---- b &A' b I V-1" b 6-10" b &--r to- 5-5*. b Trl --MTM W P In Spacing I-
Hollow w-r b r-11' b I b 6-11" b 1 6-7- b V-C b 6`-1' b 5' 1 sections T-r WK;
b 8'-F D 8`-'1' b T-7- b f'-y - ��A. cr
00 "t IF I or
P_02�0 _11 b 8'- b 7'-I(r b T-T G-r b
-I I I I'1'' 1 b T-11T b ir-11-K b r-2" b 6`41' b, wable Heig X
2''x 3')1 �4' _891_= b w
0�4 b W-1(r b 9-51 b V-1" b 8-W b ;.14 b r-5' b r-O' b I b V-5' b W-T b 64r
ow b 1Z45' b 11--yr-F Ir-11" b 1 3"x 3"x 0.046' Fluted 9`4 b V-Y L 61 W
1 '-5' b 9*-11. 9-S' b 9-1" Squers IV_2" -11"b -7'
77 b SW b V-5" b i bi I F-11 b F-V b b r T b Z C,ce Z
Hollow rx3* bi I(Y-4'
b b 11-P X 0.060 C11
2-1�X .
KPX2 b 1T.T b j_FZ- b I b 13!4r b IT-2" b -17:V-b 17-3* b I r x 3"x 0.093 lu-b I 11--c ni iu,-ii'b IV-6-D 1U---D Town&Country 6005 Indicator Mark
2 x 0.062" PWOW b _i0rF_b _i9_Z'b -Ii" b I IZ-117 1Zu_ Z
�' F I I i(r b IZ-21 b I 1�r b It- r4r b 1 1 F-7-b 15--1-D 1W-1W D I W-1-b I IS-U-b I
2 X X 0.046 X jW-rb 133'-7_�"T b rx3"x8.I2S" Square 194'bi I (Instructions For Permit Purposes) W _j 0
7,739-7�_Qx _ '4 177`-7 15 -i4qr7 iT-11'b IT-41' b `IZ4" b IT-bi LL Lu a: Lil
S.M.B. *7 b X-10" I_ex_4"x0.I2r squire 24
0 ft
is 6"X A "x0.1135"" S 17.16- -1617-b TY:U-b T4'-10'b 1 _71 -
T4r3r_b W b 2' TO-4T__b TfF=4 -177-b TIF-IFT T"_ moles: To: Plans Examiners and Building Inspectors, U. 0
X X 3F.F-b 2 .-1F-b 26',3- b 2477-b M-7-7-ff=9 ;R4 14r -4' of knee brace.Add horizontal distance from upright to center of brow to beam connection to the LU 8
x X . 1.Above spans do not Include length 0 . Z 0 u.
2"x 77-7-2U-=4 24'-4- 0 Lu (L uj
x - b T87_3� 27-T b 2 b above spans for total beam spans. These alloy indentification marks have been pravk
X . x 41 -.Ti-b-33-1V b 37-2 b M7 b 9=4 �od to _j Z
2'X X 2 X - -10 Spans maybe Interpolated. 9 r r -
'Is below a (1)
2. 1 0 �t_51,3' d .7-d i -2- it 46-1- b 4Z-IV 41'-2b 39-7' A- b 2 D 0
X X UII d 4 contractors and yourself for permitting purposes.The dQkm 0�
otes: illustrate the alloy indentification marks and the location c6f such marks. w C I.- -
of knee brace.Add horiz0ft3i distance from upright to conts'of brace to beam connection to the above spans W co 0
These alloy marks are used solely for our 6005 extruslo%. it is D
1,Above spans do not kKlude length
for total beam spans. ultimately the contraclors responsibility that they recelveand use Only W In 0
2.Spam may be WEVIP01sle'd- K
6DO5 alloy shapes when using this engineering.We ar%rproviding this 0 oo of
a.
document to simplify the indentification of our 6005 allovniatariais to 5 LLI -a ul
j a) _j ca .. 1%
be used In conjuction with our 6005 engineering. 6 2s lot W
U) C M
0 0
A separate signed and seated document from ToNqm&Country a
Will be provided to our pro-approved contrackors once th%materials are u),
purchased.
Z
TCI 6005 SELF-MATING
ALLOY INDICATOR
TCI 6005 HOLLOW
ALLOY INDICATOR
0
L
ul
Lu
ME
Z
Z5
Z
U, 7Z
Z
Z
90
N
12
08-12-2010 -OF
True and correct copy of the original Aluminum Structures Design Manual signed and-sealed by L%rence E.Bennett on Aug
Table 3Ai.4-120 Town&Country Industries,Inc.
Allowable Spans for Ridge Beams with Self Mating Beams
Table3A.1.11420 Town&Country Indu Ades,Inc. 6005 T-5 P-
6005 TCI Allowable Edge Beam Spans-Hollow Extrusions for Screen,Acrylic or Vinyl Rooms
for Screen,Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-S
Aluminum Alloy 6005 T-5 or 3 second wind gust at 120 PH velocity;using design load 13.0 NISF IL
design I d of 13.0#1SF(48.3 XSF for Max.Cantileveq Tributary Load W" Vr.Puro"S Ing V
For 3 second wind gust at.2jMnjnLO� 2r"x 3r"x 0.0"Wr HOI Self Mating Sections 61 r-a" V-r V:0` I �� 1--JV�12�'-V
2"x x . 0"Hollow ax. a SpsI bending V deffectlon"d'
'1VAbandl 'W'or d* Fo-n',-r) --[,,-ad- M S V or do cd;pLdl Allowatil
Load M20L m 9-5" b to
laz Span 3 Span !S Width(tL) 1&2 Span 3 Span 4 Span Cantilever 2"x 4"x(I x 0.115" ix-ir d 17-11" d bliv-l(r bi 7-77bT94C)" b 1! g I
width(fL) r.r_ Mintilever- - - 9-5. -"F-- l'-W d - a 15'-Il- t1--2* d I,1I d 13!-l�� IZ-7' b 17-1" b IV
111 1!3; 7-1- d 4 1-0 a d 9 d 2"xS"x0.06rx0.I35 -1VAl" b IT-l(r b r
-1 6- -V-5� d - 5 -11" d 81-S" d -9-11' d 1'4* d 2"x6"x0.05QI d.-i-r-lo, d 6-11" h 16-T b 14'-T
- d -Ir b IV
-11" d V-G" d C'ii- -6 -321 2"x 7'x 0.05r x 0.135" 2Z-9, -21�5' d 20W d IW-W d IW-F b ir'�-7, b IV 9" b iV-(r
FF7-V--d-E.-3Wd 21'-5- b 2W-r
d r'-I 1'3 d - V-6' d 25'-l" d 24*4r d _b] 4,
a - ,_ fl
51-V C lu-&- 7 -7q�- 2"x 8"x 0.072'x 0.240 pwl" d 2 -0
V-T d (---r- -239- 3(Y-1 I" d 27-1" d 2T-r d 26-Y d 25`-V` d 24-6*
4'4 5W d V-1- d 7%6' d d V b 23!4* b 2Z-4* b
-74�--d 1--l' d 12"a 9"x 0.072" g; 291
V-r d I -
a d 1 33--l- d -r d -7- d 2V-3- d 2r
V-2* F10- 9 1--l' d x ..'EX -2 d 2V-r d 29Z d 24 d
10 d 10 -7" d 1'-V d -rx -9--1- d_SF4F-d 32!-l(r di 11�7- A W Fr W-8- d
it r -5- d
VV d III d
If AIM? ;hli Y-7-d -12 ---d S' ' d Ld
12 - 4' 1- Q Notes!
I ow x x 0 'cr) 1.Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
Load U nVI Ing W or deI Load Max.S n'01(bandin V or deflection 2.Spans may be interpolated.
w
Width(ft.) 1&2Span 3 Span 4 Span 0
wkah(a.) 1&2Span 3 Span 4Sp n Can;I-ever D
Cantilever 4* d I d V.11" d
-4 117-8 d lr7=- -4
T-15- Ir d T"Id 5 7-3" d 1 V-15" d I d 1�9' d
T`I-5- d -6 lu-9' d I �11 77�d able 3A.2 120 Town&Country Industries,Inc. z
r-
6 -8 r-4�-d - 7 d i(Y-2- d 10'-Y b r d 6005 TCI Allowable Upright Heights,Chair Rail Spans or Header Spans 0
r-W d _77P- �6 (J) a uj
61- d K4� d 1'-3- d 8 T-11- d 9-9- d 91 b d For Screen,Acrylic,or Vinyl Rooms and Under Solid Roof E
1�3--d -9 T-7- d 9'-4- D III b -T�5�d z ILI
r-S' d r-11' d '�C' Aluminum Alloy 600S T-5
. d r-r 1�2-- d -15 T-4- d '-11 b V-7- b -7--5- d dofI5.0VSF z
10 111 b W-r b F1-4�-d or 3 second wind gust at 120 MPH loctity;using design loa o-
11 V-1" 0 -a- a 1�T d il T-I* d 7�10* Tril ry Load dth W r cl)
12 6-11 d sections 3--0- 1 T-6- 1 4'-0- 44" W-01 r-6* 2 0 z
I bending 12 Z
-oviable Hellaint b Z 0 U.] Lo
ri'121(bendl V ord -.don'dj -11" -F -2' 6-11' b b- V-5' b 5�-J" 0 ti�-U-- z Cu
Load MML 4 Span a- 2"x 2*x 6.0W Hollow - I' b b V b 6' b I W b b 6.11' b S-13" b 5'-6* b a co III
Width(II I r x 2�xA(1,45" --FOTO-W b r-S' b 'r-l' b V-F b V-5* b W-T b V-57 b -6-W b 2 uj
1&2Span 3 Span I var b V-F b F-I' b 11 - - - U) >- Lu w
Z141-rd b W-9" b 10'-2" b g-8* b 91 b b V-S' b SI b b, ILI
-ID" b b W-l' b T-10" b b IL
r-i(r d LU Z j
d fir-T '771-' d b III b z
'-TV- 7-10* b AU" b 11'4" b b IL ...
Koll > It
6qr-T d b 16-0* b 14'-2' b IY-5* b Z-3" b IV
-WI I' d _I 10'-4" b 9-11' 9P-7' b
V-2- d d d .0' 'J"x 4"x at"WAr 5.M.W_ b 1Z-8* b 111-11' 1) 11'4" b ff-10' b b
4-1" -F-I-- d (I a tr-11- a - -- 14W - I' b IZ-5" b 11�11" b LU od < a :5
2-T-5-x 8.0501111 TT=� -1T-4'. b b
4'-V 5'-Il" d -11' d x ItIl'! b 17'-8' b lS`4r b 16-V b 6 W (.) 0: 0 1.
0-9 d x b 21'.2" b IW-11" IS-11 I a b 77CY b IT-11 b LL 0
10 4,1- - 42:xPX.+-51rF x I S.M.B. Ti7�7-4-1 191 b b
4!-W d I F-V d 37-d 2"x a-x x u- S.M.B. 24-7-b 37-F-b 5- mrol-T X ui Z
2"x 0.239* S.M.S. b LEI- 2Z-W b b
d I S-V d d 77ir C"2 -4 b b 0 0
4 28. b 2;T4
motm 75' d 14W-lU- a 146'.9' d =' b A-V-1`lT 401 VII-36-7F b 77 b -3. (9 0
1.Above spans do notirxiude laingth ofknee brace.Add horizontal distance from upright lo center of brace to beam connection M -- z < C�p 0
to the above spans for total beam spians. NotAsI Kkde isingth of knee brace.AM horizontal distance from ce to beam connection to bove,spans 1: cli K
'UP" - - 0
2.Spans may be Interpolated. '5 2 U) Z cc _j
beam no% W
Y X 111 9 2 W C'S 5 z
z be Interpolated. t 7 "T= ul
5 Z W 0
LIJ z
0
Town&Country Industries,Inc. LL
Table 3A-1.3-120 Allowable Beam Spans for Miscellaneous Framing Beams for Screen,Acrylic or Vinyl Rooms U) 0
LLJ j
TO 6005 1
Aluminum Alloy 6005 T-5 Table 3A.2 120 HST Allowable Upright Heights,Chair Rail Spans or Header Spans > -j Cf)
0 tu
for Screen,Acrylic or Vinyl Rooms in
for 3 second wind gust at 20 MPH Velocity,us Ing design I ad of 13.0#ISF C)
Tributary Load width 6063 T-6 0 0
3--r 1� 4--r I V-r F� ; j,0. 1 ' 1 14--r lV-V ir-r or 3 second wind gust using design load of 15.0 XSF
Allowable 5 an lbandi Wordeffectiond' 1 ributery Load width W-Purlin Spacing
J'�- Hnw Dow= d r-11' -Ko� - - 1 7-4- z
=Iff�d gr-11" dl W-3" d SI I V Sections 41-V 4*-V V-r I V-s- 1 6 V-r r-0 ICE
r4'x 0-050" CD
AAROMMabiwe n I bending V or defleetton'd' Allowable a WdsIfiection d' W
Matin B"m T-�Y d V-1 I* d S-11-b V-9- bi V-4 EL
-2" d -I' d i(Y-r d III d 91 d W-T d Ir-T di T-111" d -4- bi V-11'bt W-r b L �
21! x8.04rx0I IT-11"di 12' 11' . ii'll*d 11'4* d lCr-l(r 9-67 d *-I" d SI d W-Y 3"x 3"x 0.04r Flu V41" bi Ll� bi T4* b r-l* b 61-1 z
0.050"x 0.135" Ir-T dl 16-T d IS-111- a lz� dl 10'-l" ill rxrxi).osr Sousing .1 . -
rxsx 161 -11*d 13'-3* d 12'-W di ll'-10'di ll*-I* dl 19-7- d 10'-i" d W-r 12 Trown& untry 6005 Indicator Mark z a:
xV"x9.oWWrx0.1 -2*d - d 14411111 d I d "SIM x 0.ffl90Y----5quare I at For P W -j 0
V-I* 1�"-' 15-2' d W-W 1V -- ----- �-IbL-14!-6*bi lX4r bi 17-2-b-_ 1 811 purposes) It LL LU IL- ':�
L '2" d 18W d IV li'd 1T-il*d d IT-T ill IZ-W di -W d IT bj W
2"x r x 0I x 0.1 21-14 Id 2D- 27 A 1"r d IT. 1 161 di iI di I* (it 01 34-o 7'1 C' T 1*b' 14'7' 0 z
1rx4"x0.12r Uj 6
28, d 24 d -r d ZY-111 d 11"d I - X
X*xrxO.07rx '�-T I 15-�W dl 15'-V d aminers and Building Inspec"ft, LL 0
,,-w ji XT--r di Ig`4r (31 IF-T 01 If-z- of 164 d . ......t:x 01
-i(r d
rxrxo.OrrxO d 27 d 2,V 234r d --- T-iv 9" di W ILL
ir--r d Notes: CL
di 21-4- 1 of brace tD beam connection to the Lu
d W_, d 2S`-r d 24-W d -r d! 2Z-I 1.Above spans do include length of knee brace.Add horizontal distance from upright to center W 0
2'xrx8I gd! 2�1 a� ridentification marks he% -j
These alloy 1 . been provided to
-W d ?Fr.11l III 25-r III 24�� ttj
rxlrxO.OsrxO M3 3(r 28' above sperm for betan spans.
2 Spans may contractors and yourself for perall ng purp*es. The details below a a) CL rz (3
Notes: illustrate the alloy indentification marks an4j1the location of such marks. W a -It W
1.it is recommended that the engineer W C
be consulted on any miscellaneous framing beam that spans more Man 4(Y C.)
dead bad lor framing. These alloy marks are used solely for our%05 extrusions. it is a) N
2.Spans are based on wind load plus ility thall,they receive and use only 0
3.Span Is measured from center of connection to fascia or wall connection. ultimately the contractors responsibi ca c,-:§ !:�
horizontal distance from upright to center of brace to beam,connection to the above spans for tDW (L (0 " W Ir
6005 alloy shapes when using this engine%ring. We are providing INS 0 8 00 (L
4.Above spans do not induds length of knee bram.Add Uj a
beam spans. document to simplify the indentification Of%ur 6005 alloy materials to -a W
100 0:
5.Spans may be interpolated. be used in conjuction with our 6005 engine%ring. . W
0
ro
A separate signed and sealed docu%,en,from Town&CCunlry 0
W OR
will be provided to our pre-appraved contr%ctors once the materials are U) I.-
ca 0
purchased. TCI 6005 SELF-MATING z
er ALLOY INDICATOR
C14
TCI 6005 HOLIi(OW
ALLOY INDICAQTOR
0
L
tu
LU
7-L- z
z
ul
N20r-
ul
z
N, Lu
1 12
08-12-2010 OF
True and correct COPY of the orloginal Aluminum Structures Design Manual signed and-s�fealed by Lawrence E.Bennett on August 17, 010.
Table3A-1.1-140 Town&Country Industries,Inc.
6005 TCI Allowable Edge Beam Spans Table 3A.1.4-140 To-&Country Industries,Inc.
-Hollow Extrusions 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen,Acrylic or Vinyl Roams
Aluminum Alloy 6005 T-5 for Screen,Acrylic or Vinyl Rooms
For 3 second wind gust at 140-1&2 MPH velocity;using it Ign load Of�7-0#/SF(65.7#1SF for Max.Cantilever) Aluminum Alloy 6005 T4
r x 2"x 0.040"Hollow Z"x3"x0. HolloN For 3 second wind MPH velocity;using design load of 17.0 XSF
Load Max. VI(ban g V or defted Load -
Max Sp9 LN(bending V or deflection Tribute -Pu n Spacing -0
Width(fL) 1&2 Span 3 Span W.-M Self Mating Sections 5'-D" 1 S.-O. r-0. 8'.0. W.O. :3 ou.
4 Span lw-r 111-41" -01 -ci
Cantilever Wkkh(fl.) 1&2 Span.�3S,,n 1 4-Span I C M- =-
5*-(r T-2' d I W-0 -1d -4 -U--11- d antflever deflection
tr-r a W-W d I X-C d x4"x0.GWx0.jj5" 1 Z-7- d I i V-7- b 117-9' b I(Y-l" b I T-6- b 10
-TTYTff-T 1-r-T-3 -76-d T-1 I'-d W-2' d I Irr a 8!-7' b Q
5 4-W N-V 8`41* b
-Tz--rb ii-T b
6 4'-S" 6-5' d I YZ'--d- -7- _d r-6- d T-8" d 1 1-2' d 2"x 5"x 075-0-x_0135' 15_'-6d 11417' d 13'-10' b 1FIF b 11W b iO'-r b
4'-2" V-2' d 1 6-3* d--F--Vd 7 -EF-9' d __ T-V b _j6.-_7_ -fZ--8b 7?_1_- b
7 6� 7'-2r-T 2"x 5-x 0.050-x 0.135* W-3- a lb'-l(r b 14'�-10* b IV-11* b TV-.F-b
4' 54r d _V----_ F_.7-_x _7
-11' d d a !�__ . d
_T it ]F
3' 10= 14r d 9._r d b
___T_ 3 W-10* b 1W d 0.05r x 0.135- 17'-2- b 16'-2- b 5-7 b 4W b j4--Wb
'_8" d
t4 b
b
b
b
'-10' d W 0`41" d 9 5W it _r d --5" b V-0" d 2"x 8"x 0.0f2 ,�0 21'-11' it 2(r-9' b -19-7-8-- b_T&_-qb -11"
4� 10* b .2W 25 it 24-2 d !F11' d
4'-7' d V-7' b
10 4r it (r-r d 10 1 6-2- d -gr7-b 1. _F-1-Id 07r x 0.239" 21r-3" it 2(r-7- d 25'-3" it _��_11- b - b 21'-5- b-97-b
4"'4' . _0. - 19'4r b
T-r it 4'�S' 7--" 0-8- d 11 '-1 1' d _VO�b -10" -Y-_11d 7-F7-d 7r-1d '5_'1_0- d 24 io�d__2�_9_b
W-6- 0 1 W-4- d r�T_VT_0q_d 12 414�'-W X 0.
1z 4- - d _YT_T_ b -5-1-7-T 1; N-082"x(l.21TIZ 30-3 274r h 21'-W b
Air d 2T-10' d W-10" b co
Z_x 3-X OX ill nonow X 4-X 0.050-HoIIo%v 2-x 10-x 0.092"ro. -W-1-- d I_37-Td 1 31'-4" d 30'-W d 28' J
Load I b (0
Max S '121(bending V o"r 'dj L0110 1 Max n'121(bending'bor doff on'cr) Notes: -0
width(M) 1&2Span 3 Span 1 4 Span I CaMe" width '1&2 Span I.Tables assume extrusion o?0011ted with 10119-extrusion dimension parallel to applied load. 0
rifflever (ft.) 3 Span 4 span I CanMt-llever 2.Spans maybe interpolated"I. (r
T-9" d F-7' d 9-9" it V-6" d 4 9`4* d _9--3- d 111-6 dT--V-9- d 00 Ld
5 T-2" d Ir-11" d 7-11 d �14 d _5 --8Tr-d 70-'-S' d -101-7- b : 1W' it
-r-9--d 84* d -77--T-T--3d -1 7_17-T-r--iq-d 9'-8- b _79�_d
6
LU
_r I-1d _T 7-d _7�3d -7 _77-d --6-3--b -8-1 1-b -7-5--d 3:
8 -Td -"-d -7-r-d -7-2-d -8 -7--3d --8_b _T 1-1 -TI-d
9 V-1 11" d _74�d __7_":7_d __j-1�* d -9 1--it 8�2' b -7�-Jpb --T�_4d Table 3A.2 140 Town&Country Industries,Inc.
10 S-W d -7--1- d -7�-2- b --I-I I'd -jo 6*-9" d -f-9-- b _77�b 6005 TCI Allowable Upright Heights,Chair Rail Spans or Header Spans
11 1 S-W d -7 1-(rd U-6- d T-5-_b -7.-2- b -f--3- d for Screen,Acrylic or Vinyl Rooms Z
_j 0
.)c 12 1 5-4- d (P-8* d 6q'-r_7F-T 12 A-, -6-I�ob _T--2d Aluminum Alloy 6005 T-5
2-x 0.045-Hollow E
Load Max Sp '121(bending V or defection W1 I For 3 second wind at li&MPH ockr,using design load of 21. Z a LU
ributary Load N Lu a:
4-1- Z U) < C2.
Width(ft.) %2 Spad I.pan 1 4Spari C Sections r V_r I W_r CL
5'-8' 6-11' d I antiltiver A I hoo-w q -FFV'Rr' nd V-s- U)
of
T-2" 1W d I 2"x2"x 4-0 kll_NT�__6r9= 6 -10 b H':V:! -
6-T 61-W d I a (r- d b 7�'4-5' b 7-3- b 2 0
S �b Z
rx2"x ow -F--4" b �- .1 0- 0 1,11. T_iI. h Z 0 Z
W-1" d I 6-r d 0'- b 41�41* b 7_101b �V-r b LU Lu
T-l(r d 1 6-11' d' d 2x3'x fr-4" b 9-10" b W-W b V-tr b Z Co
x3 x 10'-6" b
V-6- -C 5'-7- d I 5-':W-d b - b r-2- rf- LU
2r"x4 x -4 b b 6-1 uj
9 V4� d-_3rZf��d b "r-10' b T__10- 7-7- b 7_47--F U) >_ U1 U! LU
d ZV"x Sr'x 062' h'11'11' In 11 b 91.11" LLI Z _j 0
_�r_d U-V d x 7-7r" - b -
to 4'-2- it 5'2-'-d-T 9-7' 9-3* b- CL Z
11 1 IV-tr Cl 4 jr 2"xS"x T4r'10-' b 0-1 U.1 o- U.1
' x .135 7-7 b D 11U-_11_ >
1 T-11- d I V-I(r d 1 4'-11' d Sr x 0.1 tr4"T .
P x6 : I " b IW-l* b 11-3" b co
Not": D 11; LLJ 06
W 9 ch
am.Add horizontal distance from upright to center of brace to beam connection F5tY-T- 3 b 2(Y-W b 118'-Er b lir-fl-F
1.Above span do not Inckide langth of knee br I W-11 U� b6b it 1 -I b
tq
to the above spans for total beam spans. X V-x 9.072-x 0.239' .1 ILL
D b_IN_b -8"
121'
2 Spans may be Interpolaucl. 2"x 9"x 0. 11. 371-8" b - b 1251-4- R_02r.3 X W Z
. -1 A 0- 0 0
Note& 0 W
�Z L)
Above"Pans do not kw*Jdtv)~of knes braca,Add horizontal dIstencil it=UPrIght 10 Center of brace to beam connectim to the above aWs < CD
for total beam spans. W 2
Z X
Table 3A.1.3-140 Town&Country Industries,Inc. 2.Spans maybe Interpolated;- Z 0 LU
TCY6605 Allowable Beam Spans for MiSC011aneinis Framing Beams for Screen,Acrylic or Vinyl Rooms < a.
W C') Z
Aluminum Alloy 6W5 T-5 5 W Z UJ
Forll-second wind guidat 140-1&2 WH v*toclW,using design load of 17.0 VSF :S 0 r
TrIbm d width Table 3A.2 14o HST AVIo-ble Upright Heights,Chair Rail Spans or Header Spans P X
I C-r I T W Screen,Acrylic or Vinyl Rooms C.) _Z'-
I - 0
Allowable Span I bending V deflection'cr Allinninurn Alloy 6M T-6 LU j LU
U.
_j
li'4r ill la-V ill W-1-7-dT_8'W ill T-11- di T-7- For 3 second wind gust at 41P-1&2 MPH velocIV using design load of 21.0 (1) t-
r-r d 6`41' ill 6'-4" dl T-11' ill S-V dl 5W t
Allow"a pan't.'I q -Tri-bulmy
2"x*.'x0AWx8.jj5* it d ary ELOaadMith W 'C".
8.3 Ig deffecition'cr I
17-V d 11'4' ill 10'-I* d W-S' d:8`40' a tr-i r-5' di T-T d 6'-8- d 6'-4- lil 6-11- t sections 4*41" 1 51-V T-r 0
d blemel ht'Wilienifing
2"WitO.050"x0.135" IT-W d 13'-Q' di 124r it 11-7' d 10'-Il'd l(r-t* d W-11* d Allows a
91-2' d 8`41" d 8-3" d T-10" d-T--rd r x 3*x 0-.045" Flu� b V-7' b: - or deffection'er
d 2 1 ? b W-10"b 5' '1(r b W b W-S" b
b I b
b 'JE-b -1"
lis" it 8-_ b 5' b 4'-10'b 4W b 5-r b
0
r a r x 0.05V x 0.135' lir-S" d 1V-1" di 14W it-T37r- d 12'-V d lZ-,'F_d 11'-r d I(Y-9" d W-2" a , i� I b 6-2* b b
b r-r li T-T b 6.1(r b E14' V-�V b
73--Td 7Z_4_- d W-r d 11'4r d 10--r it !T-2- d x U)
2"xrx8.0Srx0.135" 21'-l" it 1 it 19-r d 15'4r 374 r dT3 IT it W-8' d 9-Y it V-T t 3 oq -r b 10'-11"b 10'-4"b W-V b 94" bi fr-11*b V-7"
0.07r x 02W 2W-11-d 2r4r it_2F_8F7d_ 19'-2- d iFT it 1l'-W b CD <
1F-F-d 76--rd 7F-7 d 14'-4* d 13�4' it 17-11"d 1Z-T d ,'_ M 7-11"b ;?
R 2fr-r it E24--li'd 22-S'it vir-tir it -,W b 13,4 -b, --1 F-r-b I 1W b 1T-1'til I(Y4r W b Town&Country 6005 Indicator Mark co le a.
F x irr _x
§3
r
§A?rxolw 3 -0" 13'-1 b 7Y-T It
w4r it 115W it 1V-11'it f4W it 13'4r x :Rb Z
MX_V x 0.0ar x 0-M" 3(r-r it W-V it 24W 6 2Z-r d 2 l-r d I 2(Y-F it_79-77-1 7_-11-it IF-10'd 16*4r d 164" d 14'4r it .4 4-F T-11 b Tir-IFF h 4. 2W b (Instructions For permit Purposes)
Lrxirxo.oqrxe3W 3&4r-d 31'-Ir it Notes: Pj X
LL LLI CL- 0
LU
Holes: 2ir-2*d,2V-2'd,2_4*43�d2T,'F_d_U7_d-9-19-- d ig--r di 18'-r d ir-ir d Ir-1--d 1.Above spans do not hdUdelWgth Of knee brace-Add horizontal disarce from upright 10 center of brace to beam connection 10 the To: Plans Examiners and Building Inspe
above Sparis for total beern speOPs- ctm
1.N Is recommerx1ad that the engineer be consufted on any miscellaneous harning bow that spans more than 40' 7.Spans may be Interpolated. W a 0
2.Spam are based on wind load phis dead load for tramirig. Pi M I
These alloy indenfiftcation marks have been provId E u.
3.slain is m0liffiged!from center of connection to fascia or waft conneebon. ad to
4 beausperis. to the above sparrii,for total contractors and yourself for permiting purposes.The detWs
Above spans do not Include length of knee brace.Add horizontal dWtance from Upright:to canter of brace to beam connection 0
illustrate the alloy inderifification marks and the locallon of suc 0
S_Spers may be Interpolated. =ark.. a. rZ
These alloy marks are used solely for our 610105 extrusions. It is C
C
sive arid use only a)
ultimately the contractors responsibility that they rao Z.,
Im
6005 alloy shapes when Using this engineering. We are provichng this 1.- 0) cc 0
C%8 co of
document to simplify the indentification Of OL 6005 alloy materials to .4 9 a a.
9 C/)
be used in corduction with Our 6OD5 engineering. U.;
(D X
0 U.1
A separate signed and sealed document from Town&Country C 0
.r Co
will be provided to our pre-approved contractors once the materials are OR
purchased.
C13
TCI 6005 SELF-MATING Z
ALLOY INDICATOR
TCI 6005 HOLLOW
ALLOY INDICATOR
LU
PtEf�T Z
Z
U1
Z'
Z
Z
U11
08-12-2010 OF 12
True and correct copy of the original Aluminum Structures Design Manual signed and sealed by Lawrence'E-Bennett QJn August 17,2010.
REM OV E VIN YL SIDING AND
SOFFIT ON THE WALL AND INTERIOR BEAM(SEE TABLE,1f
INSTALL SIMPSON CS-16 COIL 3A.1.3i) 3A.8 Anchor Schedule for-Composite Panel Room Components
Connection� 00 MPH 110-3 H
STRAP OR EQUAL FROM "criPtifort� go-l-
Receiving channel to roof 140-150 MPH
to ro 0 x(r--Irz)SMS -'u-IF-Irnsms
"Jox�l
.,W
TRUSS I RAFTER TO BOTTOM KNEE BRACE(SEE TABLES S.S
OF DOUBLE TOP PLATE JOIST BEAM SPAN 3A.3)LENGTH 16"TO 24"WM. Panel at-front wall or at the 1 @ 6*from each side 1 @ 6*from each
Uc receiving charmel. 1 @ S'llrom each
@ EACH TRUSS/RAFTER ALL FOURTH WALL DETAILS Of the Panel and of the Panel and of the panel and
USE W/2 0.024-or 0.030-metal z
I
FOR BEAM SIZE) 1AE-0-C
I 1AIKO-11 0-
POST SIZE(SEE TABLE 3k3) Receiving chann W x 1-11T leg -1/4"x 1-1/2*lag .-3/a-x I-lir lag z
THE FLOOR,WALL,AND ROOF I to 6'from each arid of 2 @ 6'from each end of 2 @ 6"from each c�f
MAX POST HEIGHT(SEE wood dock at front wall. end
THE FLOOR WALL,AND ROOF SYSTEM ARE THAT OF MOBILE SEE INTERIOR BEAM TABLES TABLES 3A.2.1,2) #2 pin receiving channel and recelvingchanneland ' receiving channel and
3
SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME AFTER COMPUTING a or PIP.framing __ I @ 24-O.C, 2 @ 24-04. 24'0-C- 3
T81xm WX'1-1rzTapcon w x I_lz Tapcon
MANUFACTURED HOME LOAD WIDTH Relceving channel to 114'x 1-U- &6
6*from each and Of 1 @ B"from each and of 2@6- W
from each and oi, it
concrete deck at front wall. receiving channel and
�2 mc*MfN channel end receiving channel and
NAIL STRAP W1 16d COMMON THE FLOOR,WA LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN I�SnOgc-)at coperete 3Z'O-C-- -D.C..
24'0.C�
LL,AND ROOF ;hannei to uprights, #8 x 314*SMS -I_9 2_9 24 r
@ TRUSS RAFTER AND SYSTEM ARE THATOF MOBILE �PUPIPORTS ON EITHER SIDE OF THE BEAM OR headers an:other wall #10 x 314*SMS #14 x 3/4-SMS
43
I @ 6"from each and 10 4w from each and 11@ 3-from each end to
PERIMETER JOIST I MANUFACTURED HOME §UPPORT BEING CONSIDERED connection of component anti of component and CO) 0
SCREW COIL STRAP TO F02,r-..tl 1 36*D.C. Of nent and 1, '
U.030-metal 2 4r'0.C. le
SHEATHING W/#8 x 1"DECK INSTALL NEW 48"OR 60" TYPI,-Al-SECTION"FOURTH"WAI FORADDITIONS I @ 48-D.C. IV 32,",O.0 00
O.C. 9�
X 1-112'lag 1W x 1-1/rIag
SCREWS @ 16 AUGER ANCHOR PER RULE ADJACi:5NT TO A MOBILE/MANLIF CTI IRED HOME Receiving channel to existing 114 ,_"_fag
c I @ 6-from each end 1 @ 4-from each and x I�l 7z
VER11CALLY 15C @ EACH NEW PIER- wood bearn,host structure,de k I Tfromeachend
SCALE: 1/8" T-W of com Do
or infill connections to nt and of component and of component and Cr
REPLACE VINYL SIDING INSTALL 1/2"CARRIAGE BOLT wood 30-O.C.
THRU PERIMETER JOIST AND 1 @ 18,O.Q I 21'O.C.
114'x 1,V4"Tapcon _T/Z x'1-1ZT8Pcon -x 1-irz Tapcon
STRAP TO NEW AUGER concrete beam,masonry wall, 1 @ 6"from each end I @ 4"Iforn each and I @ 3"front each end
ANCHOR slab,foundation,host structure. of component and Of component and
Receiving W..n.el to existing 0 3 m"]chnd
*no 0
of�ardand
2"D.C.
_,Z T_
.a @_ ::_a_
of nd
or infill connected to concrete. of ComPonerd and z
"a Z
@4-..- 1 @ 24-D.C. ,C _J 0
ch --f@ 4--komeach _,a, .;.�,
Table 3A.3 Schedule of Post to Bearfin Size mee and 11@ 24'D.C.
Roof Panel to top of wall I @ 6- 1 @ Timm each
ALTERNATE: W9 of component and of component a uu
Min.#Knep O.C. @ a-D.C. end of component Lu a:
4"x 4"P.T.P.POST W1 B-ft. 1 @ 12 z V)
All titching a.To wood --j7-
IOX-r.-I
..M: Iry
#1&0 i.?I E.VO&1�
SIMPSON 4"x 4"POST Brace a.- S,-SpacN b.To 0.05"aluminum -7,0 x-r-,/2- 2 0 <
BUCKET INSTALLED PER #10 xr+Ur UJ - z
r x 4'x 0-ftsir 3'xr. 0' 2 1 .2r-*x XO.045' #8 Notes: Z 0 CD C/) z
t2 uJ
MANUFACTURERS T.S.0.062 , 3"x r--xd!!M-(r 1 2 1 2ox3'x0.045` 3#8 - 1.The anchor schedule above is for mean roof height of O.W.enclosed str Z M
SPECIFICATIONS TOP& ea�itmg Be.- front wan projection from host structure of 16'.with nu ucture.exposure B-.I=1.0.maxiffarn _C) W
2-X 4-X 0.044'X 070-r 3*x Yx Ruled! 2 odmum overhang of 7.and I(r wan height.There is no i.- _J W Ld
=2',=3x 0 0=4� #8 0 24*O.C. I.- a LU LU
BOTTOM ra�tl'cdon On room lengft For structures exceeding this afteft consuft the engineer. CO >Z Z) 2
F� 2 2-X Xx O-D45' (3)#8 UJ
F 2
'2f,_ 2
3
'2 4
'Xft
2-x5'x0.05rx0.li6 3'x 3x Fluted 3- 08 CO 24'0.Q Z Anchors thro It receiving channel into roof panels.wood.or concrete 1 5 0 be to Z U) 0
XO.2 _=____F xr x'o ug
ALTERNATE WALL SECTION FOR.ATTACHMENT TO 3x3'x Fluted 2 .045- at the required spacing. me Onry She steggered side Ui IL Z
-x.F X.0-2 x .120- Xx 3'x 3' 2 _2 0112 Q 2i,1'0FC_
2 0 _.. r E-
_x rx3'x0.04S' 9 3.Wood deck materials am assumed to be#2 pressure treated pine.For$ > 0 0. W
MOBILE MANUFA rxrx0.o5Sr"x0.12ff`vd_ art 3'x3x 12. 2 _2 x 3*x 0.045" pruce.pine or Ir decease spacing of (a Q_
CTURED HOME -r #10 anchors byO.75.Reduce spacing ofancbors fbf'C*exposure by 0.83. LU od -
3-x3rx 125' 3 2 2'x4'x0.D44*zo'ffl' U)
Z�_ 4.Concrete is assumed to be 2.500 psi @ 7 days minimunt.For concrete strength other ow ZSDo psi cDnsLdt the
SCALE- 114" V-W x a-x 0.07r x 0.22C 3-x3'x 125' 3 _3 2"xrx0.05(rxQ.11ff' #12 a 24 0_C_
2-xr 3 engineer.Reduce anchor spacing for'C*exposure by 0.83.
x 0.002'x 0 4-1X4-x 125' 4
.x
< 0 ZL 0
x 10'x 0.092r"x 0 3 4'X4'X 126. S.Tapcon or equal masonry anchor may be used,allowable rating(riot ultints ) s 4110
00 b-..- a 1-112*embedment at minimum 5d spacing from concrete edge to center of an to mu tmeat or exceed for ul Z
0.11T fender washer. chor.Roof anchors shall require i-iw UJ 0
Z-xrxO.082-x .306" 2*.S'x W 6 4 4'x0.D44*.,0!,1F 2;12 _F2_._21_._C� I
2 rxrxG.072'xo 0.1 C) Z
C.) U)
rxirx Sir 21r 6 4 r x r x 0.05T x 0
5FXD.120* a 1 #1 < < <
Z:xv
g.9-14 Cl) 13 Z
0*'7
x 0-per x 0.3or rxrx a I rxirx
C21 r x In.omr x o.37,r rxrx 2,x gor to
The IqlZr 10 4
-barod 9vu bods le(1) CO) z z z
rd--postl beem may be-ad as *,k-.k*n-brace UJ 0 <
= Z
K�Braca UJ W
REMOVE VINYL SIDING AND 2'X2�_ Z W C)
4.SOFFIT ON THE WALL AND 21_Xr 0 LU
.M.ULL SIMPSON CS-16 COIL 2"x2* U) W
T.3- 0
STRAP OR EQUAL FROM Table 4.2 Schedule of Allowable Loads I Maximum Roof Area _J
_J LL
",.TRUSS I RAFTER TO BOTTOM T.(r for Anchors Into wood for ENCLOSED buildings
BLE TOP PLATE JOIST Allowable Load I Maximum food area(Sq.FL)41120 MJ`Jt wind food
TRUSS/RAFTER Diametw Anchor
Number Anchors
badment
x 2 3 -4
I-x V 6WIl-SF 528AM-SF 7929W-SF
I05W44-SF
THE�LdOkW 114-x l4a7'___
396#/17-SF 792Nr33-SF 118114115D-SF CO 9
THE FLOOR,WALL,AND ROOF SYSTEM ARE THAT OF MOBILE 1/4"X'Z112- 6W*28-SF _T3_M&%W Co. <
SYSTEM ARE THAT OF MOBILE I MANUFACTURED HOME Sll 1980N&3-SF '2640AMI-0-SF a.
xl" 312*13-SF 6F4-NMSF __099:9r- z
STUD WALL OR POST "xl4lr
MANUFACTURED HOME 468#r2O-SF wrjv�blw 1404#/59-SF 18720711--S-F C'l
T8_0V33SF _1.E_�F _5U5j:&F_ �co 0
LL tu T
US!------- 6
712#r-40-W W
NAIL STRAP W/l6d COMMON F l068#F/46:FF_ 1424NEWii z
A 1602#/67-SF 2136#/WSF LU 6 ca X 0
4:,. 2708608##//4745`SFF _97_0_._11l.F �14..�F C
@ TRUSS RAFTER AND 890#137-SF 1
PERIMETER JOIST U 2 LL
W 0 ?L
SCREW COIL STRAP TO 1.Anchor must embed a minknum of 2"into the primary host z
SHEATHING W/#8 x l'DECK .4 A of 0 1-
0 z!)a- t- I Lu
U. C "T
O.C. (2)#5 REBAR CONT. WIND LOAD CONVERSION TABLE., C 0 r..
SCREWS @ 16 THE FLOOR,WALL.AND ROOF 0 a) :n, Co
VERTICALLY For Wind Zones/Regions other than 120 MPH(Tables shcrem), All ble Load zi 1-
r- SYSTEM ARE THAT OF MOBILE mention Factora 65 a a 0
REPLACE VINYL SIDING multiply allowable loads��d roof oreas by the conv Ik .4 Co
MANUFACTURED HOME [on fact". for Ed > c
nces a a lid Lu X
WIND CONVERSION Edge Allowable Load uttipllej7;; 00 LIJ 0 W
x REGION Load FACTOR 0
Distance Tension Shear7'
KNEE WALL W/2 x 4 P.T.P. 100 25.5 1.01 l2d
BOTTOM PLATE,STUDS RIBBON FOOTING 26.8 1.ol 1.10 127 U,
_110 - lid 1.07 1.18
D.C. L)UUt$Lt FOP PLATE SCALE: M12 - 1.00 Ind -
8-v BOLT @ 3 '=r-O 120 27.4 1.03 149
NAIL PER TABLE 2306.1 _72_3 28-9 0.97 Lu 0
5116"x2-112"
318"x I"
318'xi-112"
�Ap"ad
P
d
_.64
lid i.00
k9n F oting 0.92 lid .0() w
FLORIDA BUILDING CODE Minimum Ribb 0-98 z
EAdH STUD SHALL HAVE A _74�8 1-1 37.3- (L86 7d
I x -F-t M-h- �St�d 37.3 0.86 0.81, z
SIMPSON,SP-1 OR EQUAL Zone 140.2 uJ
_C_ 6d 0.72
-70-0 7723- 14 11 _qiLo- Anchors _191
ABU 44 -0. 150 42.8 0.80 5d 0.88 0.63
SHEATH W/1/2"P.T.PLYWOOD 32 C..
73-0-140-1 __-3-(L-17- - - _f��F Note:
_ 1 11 ABU SPI a 32-O.C. LL
TYPE III FOOTING OR 16"x 24' NAILED W/#8 COMMON&D.C. =1�2-=15. __ F,:�I Cl
j�: 20 1-3* 1-The rrdn'mkmn dedencs from the edge of concrete to the center of the concrete anchor and the spacing between W.
RIBBON FOOTING W/(2)#50 EDGES AND 12'O.C.FIELD OR Maximum 161 projedKM from,host stitictum. andxws Shan not be less than 9d where d Is the anchor diameter.
BARS.2,500 PSI CONCRETE STRUCTURALGRADE F;or sw waft us.lyz x a" 2 Concrete screws am firrOtOd to 2-embedment by manufaclurem.
L-Bons Q 4ir O.a and 2'square washers to attach sole plate to 3.Values listed am allowed loads with a safety factor 01`4 applied.
THERMAL PLY FASTENED PER footing,Stud anch&M"I be at the sale plate only and cop strap Shan lap the top plate
over 4.Products equal to mel may be substilluted.
THE MANUFACTURERS on to the studs nctP-and 9"PS Shan be Per manufacturem spedlicatiorm 5.Anchors receiving loads POM&ndlmdar to the diameter we In tension.
SPECIFICATIONS Anchors rewlAng loads P2rsiW to the diameter am stiew loads.
STRAP SIMPSON COIL STRAP Example:Determine the number of concrete anchors required by dividling the W
OVER SHEATHING upilft load by the anchor allowed load. Lu
T� z
ALTERNATE WALL SECTION FOR ATTACHMENT TO -W O.C.;allowed span=25*-9'(Table 1.1) a
For a T x V beam with:spacing=T eE
UPLIFT LOAD=Ir2(BEAM SPAN)x BEAM&UPRIGHT SPACING z
MOBILE MANUFAETURE-6-14OMF� W W
NUMBEROFANCHORS = [1r2(2S.7S`)x rx 7#/Sq.FLI/ALLOWED LOAD ON ANCHOR U)
NUMBEWGF-ANCHORS = 630-875#/300# - Z102.
SCALE: 114"=l-W Therefore.use 2 anchors,one if)on each side of upright. W
C6 z
Table is based on Rawl Products'alk-able loads for 2.500 p.s.i.concrete. 9 z
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1210
True and correctcopy Of the original Aluminum Structures Design Manual signed and sealed by Lawrence E.Illennett on August 17,2010.
#f:x 112"S.M.S.SPACED #8 x 112" ALL PURPOSE
SCREW @ 12-D.C.
EXISTING TRUSS OR RAFTER @ 87 D.C.BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS EXISTING TRUSS OR RAFTER BREAKFORM FLASHING
#10x 1-1/2"S.M.S.OR WOOD 6 in.
WOOD SCREW(2)PER 6-xTx6"0.024"MIN.BREAK
FORMED FLASHING z
RAFTER OR TRUSS TAIL 0
#10 X 314"S.M.S.OR WOOD
ROOF PANEL
SCREW SPACED @ 12-O.C�
ROOF PANEL
rz
E(ISTING FASCIA (2)#10 x 1-1/2S.M,S.OR Lu
WOOD SCREW PER RAFTER :..Z. ....... LLJ
ROOF PANEL TO FASCIA DETAIL OR TRUSS�TAIL ....... ki3
a
.... . ........... 3"
SCALE: 2' V-0" COMPOSITE ROOF PANEL
EXISTING HOST STRUCTURE #'4 x 1/2'WAFER HEADED ALTERNATE: > (SEE SPAN
WOOD FRAME,MASONRY OR S.M.S.SPACED @12-D.C. TABLE)
#10x3/4*S,.M.S.ORWOOD
OTHER CONSTRUCTION SCREW SPACED @ 12-D.C. STRIP SEALANT BETWEEN
FOR MASONRY USE- SCREW#10 x(T+1/2")W/
JA FASCIA AND HEADER
(2)1/4*x 11-1/4"MASONRY EXISTING FASC 1-1/4'FENDER WASHER
112"SHEET ROCK FASTEN TO
ANCHOR OR EQUAL @ 12-O.C,
F PANEL W/I"FINE THREAD
OR WOOD USE:.
#14 x 1-112"S.M.S.OR WOOD FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM(PER SHEET ROCK SCREWS @ 16" WHEN SEPARATION BETWEEN 8
HD X(-t-+3/4-)AT 8-D.C.FOR UP TO 130 MPH D.C.EACH WAY �5
SCREWS @ 12-D.C. FLOOR PANEL TABLES) DRIP EDGE AND PANEL IS
.... WIND SPEED"D"EXPOSURE;6' O.C.ABOVE FASTENING SCREW SHOULD LESS THAN 314*THE FLASHING
0
130 MPH AND UP TO A 150 MPH WIND SPEED BE A MIN.OF 11"BACK FROM SYSTEM SHOWN IS REQUIRED < t=
"D"EXPOSURE. THE EDGE OF FLASHING a W
z W a:
ROOF OR FLOOR PANEL TO WALL DETAIL ALTERNATE MOBILE �QME FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS < CO
SCALE: 2"=V-0" 2 -1
FOR FOURTH WALL jANSTRUCTION SCALE: 2"=1-W I z
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB-FASCIA FRAMING WHERE z z
POSSIBLE ONLY.15%OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB-FASCIA AND THOSE AREAS COMPOSITE RO 0- F PANELS NOTES: § UJI W
1. FLASHING TO BE INSTALLED A MIN.6"UNDER THE FIRST ROW OF SHINGLES. 0 Z .0�
_j a LU Uj
--j
SHALL HAVE DOUBLE ANCHORS.ALL SCREWS INTOTHE HOST STRUCTURE�HALL HAVE MINIMUM 1-1/4" SCALE: 2'=-"'-W CO) ).;-
WASHERS OR SHALL BE WASHER HEADED SCREWS. 2. STANDARD COIL FOR FLASHING IS 1&* .019 MIL.COIL 2 Uj
LU z !j 6
INSTALLATION INSTRUCTIONS: 3. FIRST ROW OF EXISTING NAJLS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 0 CL Z
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAWS DEPTH'r. THE WALL THICKNESS 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. [L UJ
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS A. PLACE(2)BEADS OF CAULKING ON BACK&PE OF HEADER BEFORE INSTALLING. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE n
Uj ot 0 W
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRV�TE FOR THE MATERIAL INSTALLED. LU a :5
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CONNECTED TO.THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H.FOR SBC B. SLIDE 1"TAB AT TOP OF HEADER UNDER D#RIP EDGE. DO NOT PUSH DRIP EDGE UP. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS . z Z�- .0
—T
SECTION11606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. DRIP EDGE MUST MAINTAIN SAME PLANE AS StLOPE OF ROOF, MORE THAN 1*THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS Q LU z
DROP. 0 0
-i�A*HQRS BASED ON 120 MPH WIND VELOCITY.FOR HIGHER WIND ZONES US E THE FOLLOWING STAGGERED 0
C. FASTEN HEADER TO FASCIA BOARD WITH#10 x 1'SCREWS @ 6"O.C. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED.17' 0 is
TOP AND BOTTOM(SEE DETAIL ABOVE) .03 MIL ROLLFORM OR 8"BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE W v 2
z
1100-`1231 130 1 140 1 150 FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. U) < W
#8 #10 #12 #12 1 D. PLACE COMPOSITE ROOF PANEL INTO HEjftDER AND ATTACH TO 4TH WALL POST AND 8.WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" 0- (L
LL Z
BEAM SYSTEM ONLY. DO NOT ATTACH TO HE§(IDER- HEADER IS USED AS FLASHING SEPARATION MINIMUM. 0
REMOVE RAFTER TAIL TO ONLY. 9. STRIe SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. z 0
HERE
0 W
REMOVE ROOF TO HERE
LL
#8 x 1/2"S.M.S.SPACED
D
PAN RIB MIN.(3)PER PAN HOST STRUCTURE TRUSS OR 0
RAFTER HOST STRUCTURE TRUSS OR
�s NG TRUSS OR RAFTER FLASH UNDER SHINGLE I-FASCIA(MIN.) RAFTER
BREAK FORMED METAL SAME
#10 x 1-1/2'S.M.S.OR WOOD LL-i BREAK FORMED METAL SAME
THICKNESS AS PAN(MIN.) (0 <
SCREW(2)PER RAFTER OR 0 UJ THICKNESS AS PAN(MIN.) n
0 EXTEND UNDER DRIP EDGE I* EXTEND UNDER D C
RIP EDGE 11' It 0') t- K
TRUSS TAIL W cli MIN.ANCHORTO FASCIAAND — Ix
a.c) MIN.ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN —j 0
RISER OF PAN AS SHOWN LL Uj
z z L W
Uj
FASCIA(MIN.
#8 x 314"SCREWS @ 16'D.C. LLJ' :6 0
1-1/2* x 118"x 11-1/2"PLATE OF 2 ., C M
HOST STRUCTURE 6063 T-5,3003 H-14 OR 5052 #8 x 112'SCREWS @ EACH RIB #10 x 1-112"S.M.S.@%'O.C. cr z M LL
W Ui
H-32 ROOF PANEL 0.040"ANGLE W1#8 x 10
HEADER M.S.@ 4"O.C. 0 W
LL 0
a) C0
—FI
0 0
L
LU
Ui
0 0
_
NEW2x FASCIA OMPOSITE ROOF PANEL
rr 0
ca� -- CL 0
. ......... 7-:-71-1..........:....... ........ (3)
Z a. . .. .....:. ......
REMOVED RAFTER TAIL ROOF PAN TO FASCUL DETAIL id ... .... ....
........ W U1 co C" .0 a.
W -a '0 a W
SCALE: 2* V-0*
.......... C-� 4t
REMOVE RAFTER TAIL TO ...... LU
CD
HERE a-
10
REMOVE ROOF TO HERE 1-1/2'x 1/8*x I I-Irr PLATE OF I.-
6063 T-5.3003 H-14 ORB= LU 0
#3 x 1/2"S.M.S.SPACED HEADER(SEE NOTE BELOW) K z-
8-D.C.BOTH SIDES H-32 0
z
#8 x irr S.M.S.@ a*O.C. #8 x(d+1/2")S.M.S.@ 9*D.C.
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE HEADER(SEE NOTE BELOW) FOR MASONRY USE
...... -1/4*MASONRY
-11T S.M.S.OR WOOD EXISTING HOST STRUCTURE. FOR MASONRY USE 1/4"x I
#10 x i --- 1/4'x 1-114"MASONRY EXISTING HOST STRUCTURE: ANCHOR OR EQUAL
SCREW(2)PER RAFTER OR WOOD FRAME,MASONRY OR
....... ANCHOR OR EQUAL WOOD FRAME,MASONRY OR @ 24-O.C.FOR WOOD USE 3
.. ...... OTHER CONSTRUCTION
TRUSS TAL ........... . CI
.. .... . ..... -1/2"S.M.S.ORWOO-
7. @ 24"O.C.FOR WOOD USE OTHER CONSTRUCTION #10 x 1
.... .... ... D.C.
#10 x 11-117 S.M.S.OR WOOD SCREWS @12
z
SCREWS @ 12'O.C.
L COMPOSITE ROOF PAN ALTERNATE ROOF PANIEE&TO WALL D 0
HOST STRUCTURE ETAIL o SHE-FET
HEADER SCALE: 2--1*-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2"=l-(r
NEW 2 x FASCIA ROOF PANELS SHALL BE ATTACHED TO THE HEADER M/(3)EACK#Bx 1/2'LONG CORROSION RESISTANT U3
S.M.S.W/1/2"WASHIERS. ALL SCREW HEADS SHALL BLE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/(3)EACH
THE #8 x(d+112")LONG CORROSION RESISTANT S.M.S. W
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHAJLL RECEIVE(1)EACH,#8 x 11T SCREW EACH. U) z
I OB i
PANS MAY BE ANCHORED THROUGH BOXED PAN W/((A)EACH#8 x I-OF THE ABOVE SCREW TYPES AND W
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL THE ABOVE SPECIFIED,RIB SCREW.
SCALE: 2"=1-X M12-2010 OF 12 o
True and correct copy of the original Aluminum Structures Design Manual signed'and sealed by Lawrence E.Bennett on Autust 17,2010.
EXISTING TRUSSES OR (3)#8 WASHER HEADED
R
A RS SCREWS W/VEMBEDMENT
#8 x 1/2"WASHER HEADED
< ——————— ———— CAULK ALL EXPOSED SCREW
CORROSIVE RESISTANT > HEADS AND WASHERS
CAULK ALL EXPOSED SCREW -D.C. A B B HOST STRUCTURE
HEADS SCREWS @a
W__
— ALUMINUM FLASHING —————— ————— Z:F
SEALANT UNDER FLASHING
— LUMBER BLOCKING TO FIT F!
3"COMPOSITE OR PAN ROOF PLYWOOD OSB BRIDGE z FASCIA OF HOST STRUCTURE RISER PANEL &
UNTREATED OR PRESSURE
FILLER LD 3� E� I
(SPAN PER TABLES) ALL LUMBER#2 GRADE OR TREATED W/VAPOR BARRIER
2 W 2"x-RIDGE OR ROOF BEAM R-Si I?
b� (SEE TABLES) BETTER '
_0
'jA
B
(OPTIONAL)DOUBLE PLATE 121
SCREEN OR GLASS ROOM FOR NON-SPLICED PLATE 4?
WALL(SEE TABLES) WALLS 16-0'OR LESS Co
CO 0
a L�_
PROVIDE SUPPORTS AS PAN TO WOOD FRAME DETAIL
Lw jl'NVAR�IES REQUIRED FOR FASTENING TO WOOD SCALE: T=V-0*
cr
ROOF MEMBER,RIDGE BEA)M,FRONT WALL,AND SIDE WALL USE TRUFAST SD x(*r+1-1/2) 3i
TOP RAIL SPANS ARE FOL4ND IN THE APPLICABLE TABLES AT 8"O.C.FOR UP TO 130 MPH
——— — — ———— COMPOSITE ROOF: UNDER THE LOAD WIDfM FOR EACH INDIVIDUAL JOB WIND SPEED EXPOSURE'D';6'
#8 XT+1/2"LAG SCREWS W/ SCREEN OR SOLID WALL FROCIM VALLEY CONNECTION O.C.FOR ABOVE 130 MPH AND z
0
1-1/4"0 FENDER WASHERS @ IEW UP TO 150 MPH WIND SPEED COMPOSITE PANEL
PLAIN_V EXPOSURE'D"
11"O.C.THRU PANEL INTO 2x 2 SCALE:: 1/8"=1-W ............. ...... -Z U) uJ a:
.............. ...... ...
30#FELT UNDERLAYMENT W1 co
o
TX Tx 0.044*HOLLOW EXT. 220#SHINGLES OVER —N ......
...** .....:............... . z
——— ........... ........ C) <
COMPOSITE PANELS CUT PANEL TO FIT FLAT ............ x P Z
............ W
5116"0 x 4"LONG(MIN.)LAG AGAINST EXISTING ROOF .............. .................. in
SCREW FOR 1-1/2" 0.024*FLASHING UNDER �z_ _j a LU .
LU
EMBEDMENT(MIN.)INTO EXISTING AND NEW SHINGLES FASTENERS PER TABLE 38-8 CO >_ Z W LU
RAFTER OR TRUSS TAIL MIN.1-1/7 PENETRATION z 0 _j 0
iL z
UNTREATED OR PRESSURE > (L W
=
CONVENTIONAL RAFTER OR ALL LUMBER#2 GRADE OR TREATED W/VAPOR BARRIER to
2 x 4 RIDGE RAKE RUNNER 05
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL r-) Lzu
BETTER
ALUMINUM USE TRUFAST HD x(Y+314')AT ir TRIM TO FIT ROOF MIN.I-@ :n z 0
O.C�TORAJP TO 130 MPH WIND SPEED'D' INSIDE FACE (OPTIONAL)DOUBLE PLATE o
0 Z
FASTEN W1(2)#8 x 3*DECK FOR NON-SPLICED PLATE 0
EX-OSQeE;6' D.C.ABOVE 130 PH AND UP
-70 A 4WIMPH WIND SPEED"DEXPOSURE EXISTING RAFTER OR SCREWS THROUGH DECK WALLS I&-0"OR LESS 0 6)
TRUSS ROOF INTO EMSTIING TRUSSES OR 0 LU u)
< z
WEDGE ROOF CONNECTION DETNIL RAFTERS
<
SCALE: T I-W 0- :4 0.
A-A SFiCTION VIEW COMPOSITE PANEL TO WOOD FRAME DETAIL Uj U_ n z
SCALE:: 112"=I-W SCALE: T I-W LU 0
0
ct
U)
0
j
PLACE SUPER OR EXTRUDED j LL
RIDGE BEAM
GUTTER BEHIND DRIP EDGE
0
3'PAN ROOF PANEL
COMPOSITE PANEL BEAM(SEE TABLES) (MIN.SLOPE 1/4":1')
Nt
I'x T-OR 1*x 31 FASTENED REMOVE EXISTING SHINGLES Tx 6*FOLLOWS Nt
UNDER NEW ROOF ROOF SLOPE EXISTING TRUSS OR RAFTER (3)#8 x 3/4"S.M.S.PER PAN W/ to
TO PANEL W/(2)114'x TLAG 3/4"ALUMINUM PAN WASHER (.0 <
SCREWS W/WASHERS a-
to r, z
71
TOR 140&150 MPH USE #10 x TS.M.S.@ 12*O.C. CAULK EXPOSED SCREW
Ix
2 99 fR
-————— HEADS 0
(2)318"x 3'LAG SCREWS z LL
tu
W/WASHERS 6 4k 1
SEALANT LLJ p g 0
W
EXTRUDED OR 1/4"x 8"LAG SCREW(1)PER 0
�gj\_ TRUSS/RAFTER TAJL AND
B-B-ELEVAT1tQN VIEW EXISTING FASCIA SUPER G a)
0 C
SCALE: 11-W 1/4"x 5LAG SCREW MID WAY u. 0
SEALANT BETWEEN RAFTER TAILS co r,
ATTACH TO ROOF W/ a)
RECEIVING CHANNEL AND SUPER OR EXTRUDED GUTTER a 0
W Lij co 01 co fx
M "a
(8)#10 x I'DECK SCREWS EXISTING ROOF TO PAN ROOF PANEL DETAIL I a)
AND(8)#10 x 314'S.M.S. POST SIZE PER TABLES _j M .. LU
INSTALL W/EXTRUDED OR SCALE: T=V-Cr W
EXISTING FASCIA m
BREAK FORMED 0.05(r PLACE SUPER OR EXTRUDED z a) o 0
RE
ALUMINUM U-CLIP W/(4)114"x E)GSTING TRUSS OR GUTTER BEHIND DRIP EDGE
W
RIDGE BEAM W
1-1/2-LAG SCREWS AND(2) SEALANT z z
1/4'x 4*THROUGH BOLTS a
+ (TYPICAL) #10 x 2"$.M.S.@ IT D.C. Z
Ilr 0 SCH.40 PVC FERRUI F W
TRUSSES OR RAFTERS M
0
LL
Tx 6' (2)1/4"x4 LAGSCREWSAND
w
WASHERS EACH SIDE (1)#8 x 314*PER PAN RIB
5 0
SLOPE SEALANT
CAULK EXPOSED SCREW
ONLY HEADS
EXISTING I/T OR 7116"
POST SIZE PER TABLES SHEATHING POST SIZE PER TABLES 3"PAN ROOF PANEL SIEAL
INSTALL W/EXTRUDED OR 1/4'x B'LAG SCREW(1)PER EXTRUDED 0 (MIN.SLOPE 11,V:I� 0 us
BREAK FORMED 0.050* L) �EET w3
TRUSS I RAFTER TAIL AND -1 a
ALUMINUM U-CLIP W/(4)1/4"x 3'HEADER E�CMUSION z
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 1/4"x 5"LAG SCREW MIDWAY FASTEN TO PANEL WJ(3) u) lu
1-1/2'LAG SCREWS AND(2) BETWEEN RAFTER TAILS
FRONT WALL ELEVATION VIEW 1/4*x 4"THROUGH BOLTS #8 x 112"S.M.S.EACH PANEL
W
u) z
SCALE: 1/4* 11-(r (TYPICAL) SUPER OR EXTRUDED GUTIrER 1 oc z
B-B-PLAWY--IEW LU
EXISTING ROOF TO PAN ROOF PANEL DETAIL 2
SCALE: 117 SCALE: r=l-(r 08-12-2010 1 QjF 12
True and cO"eCt COpy of the original Aluminum Structures Design Manual signed and sealed by Lawrence E.Bennett 01h,August 17,2010.
0.024"x 12"ALUMINUM BRK #10 x 4"S.M.&W/114 x 1-112*
COVERED AREA
MTL RIDGE CAP S.S.NEOPRENE WASHER@ E
8"0 C. TAB AREA
SEALANT
VARIABLE HEIGHT RIDGE 3/8"TO 1/2'ADHESIVE BEAD
...... ....
BEAM EXTRUSION ....... . .. .. ........... . FOR A 1"WIDE ADHESIVE 1100 0.
.......... ............
....... #8 x 9116-TEK SCREW @ 8- STRIP UNDER SHINGLE MIN ROOF SLOPE 2-112:12
D.C.
0 SUBSEQUENTROWS
CAULK ALL EXPOSED SCREW z
.6
ROOF PANEL HEADS AND WASHERS "'J." STARTER ROW $- r%
Lu r_
COMPOSITE PANEL W1
EXTRUDED OR BREAK Q.,K
FORMED CAP SEALED IN Z.�
(3)1/4"0 THRU-BOLTS(TYP.) PLACE W/ADHESIVE OR M
118"x 3"x 3"POST OR SIMILAR SCREWS to
j�
#8 x 9/16'TEK SCREW @ 6*
SEALANT BEADS
– O.C.BOTH SIDES 0 Lj
ATTACH SHINGLES TO COMPOSITE FRJOOF PANELS WITH INDUSTRIAL ADHESrVE*.
APPLY ADHESIVE IN A CONTINUOUS B9EAD 3t8'TO 112"DIAMETER SO THAT THERE IS A V WIDE
W
PANEL ROOF TO RIDGE BEAM(d-)PO�T DETAIL STRIP OF ADHESIVE WHEN THE SHINtGLE IS PUT IN PLACE.CLEAN ALL JOINTS AND ROOF PANAL
0.024*X 12"ALUMINUM BRK SCALE: 2"=V-0" SURFACES WITH XYLENE(XYLOL)ORROTHER SOLVENT BASED CLEANER.
MTL RIDGE CAP FASTENING OF COMPOSITE FOR AREAS UP TO 120 M.P.H.WIND 7(QNE: z
PANEL* j 0
1. STARTER ROWS OF SHINGLES__3?�LL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE E
SH U!
VARIABLE HEIGHT RIDGE SEALANT AT MID COVERED AREA AND ONE UNLDER THE SHINGLE AT MID TAB AREA- STARTER SHINGLE tu
...............
BEAM EXTRUSION ....... .. ....... ... ROW NSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. z U)
................. 2. SUBSEQUENT ROWS OF SHINGLE§INSTALLED WITH THE TABS FACING IN THE DOWNWARD CO
#8 x 9/16-TEK SCREW @ W DIRECTION OF THE ROOF SLOPE W11fM ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID
M 0
D.C. z 0 < z
COVERED AREA. i.5' LU
FOR AREAS ABOVE 120 M.P.H.WIND/QNE: W Z CO
ROOF PANEL C)" Lu
_j 2 Ld
CAULK ALL EXPOSED SCREW 1. STARTER ROWS OF SHINGLES SHkLL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE z Uj W
HEADSANDWASHERS AT MID COVERED AREA AND TWO STIjkUPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH LU _j
a z 0 iL z
THE TABS FACING IN THE UPWARD DjjRECT1ON OF THE ROOF SLOPE. (L W
2"x—SELF MATING BEAM 2. SUBSEQUENT ROWS OF SHINGLE§INSTALLED PER PREVIOUS SPECIFICATION WITH TWO to 5 P M X
06 0 co 3:
1/8 WELDED PLATE SADDLE STRIPS OF ADHESIVE AT MID COVERL4D AREA- LU W
Z
W1(2)1/4-THRU-BOLTS Z
#5 RIEBAR IMBEDDED IN TOP ADHESIVE: BASF DEGASEAL-20* J: 0 0
)�� Uj Z
UNIN(BY 0 a 0
OF.CiONCRETE COL COMPOSITE Roof±ANEL WITH SHINGLE FINISH DETAIL 0
_j
Uj 0 CO
OTHERS) SCALE: N.T.S. 0
WHEWFASTENING TO ALUMINUM USE TRUFAST HD x("r+3/4')AT 8!O.C.FOR UP TO 130 MPH WIND < Uj
SPEED CL _j CL
4_(POSURE-D-;6-D.C.FOR ABOVE 130 MPH AND UP TO 150 MPH WINE)SPEED EXPOSURE-D- W LL z
COVERED AREA W 0
PANEL ROOF TO RIDGE BEAM(ED CONCRETE POST DETAIL CC 0
o x
SCALE: 2* I-(r TAB AREA W1 I"ROOFING
U) 0
NAILS
INSTALLED PER
MANUFACTURERS
SPECIFICATION FOR NUMBER 0
AND LOCATION
MIN.ROOF SLOPE 2-1/2:12
C> CID
#8 x 112"CORROSION p
RESISTIVE WASHER HEADED C� z
0.024*ALUMINUM COVER PAN SCREWS @ 24-D.C. SUBSEQUENT ROWS _j
0
OR CONTINUOUS ALUMINUM ALTERNATE#8 x 10 S.M.S. C? z LL M Uj
SHEET W/1r2r 0 WASHER. 3/8"TO 1/2ADHESIVE BEAD
Z3 � 0
FOR A I'WIDE ADHESIVE z
STRIP UNDER SHINGLE W Uj T LL
0. -j 0 z
................ ....... .....................:= � t: .t –
ir 0 1.- D
STARTER ROW 0 (L r- Ljj
......................... LL -IT 0
..... ................................... c:
......%%..................................... .. ....... COMPOSITE PANEL W/ Q
.. ........:.,.......::.
.........................
.. ....... EXTRUDED OR BREAK co 0
LLi
FORMED CAP SEALED IN cli '0
CL
PLACE W/ADHESIVE OR#8 W
WAFER HEADED SCREWS x
–W-1 10 ft LU
(D r- 2
7/16"O.S.B.PANELS z (D 0
TYPICAL INSULATED PANEL. W 0
SPECIFICATIONS FOR APPLYING O.S;EB.AND SHINGLES FOR ROOF SLOPES OF 2-1/2:12 AND GREATER z z
SCALE: 2"=l-(r 1. INSTALL PRO-FAB PANELS IN A&CORDANCE WITH MANUFACTURERS INSTRUCTIONS. 3 a
NOTES: 2. CLEAN ALL JOINTS AND PANEL,4ERFACE WITH XYLENE(XYLOL)OR OTHER SOLVENT BASED CLEANEFL W
3. SEAL ALL SEAMS WITH BASF DEjqASEAL�200D AND CLEAN THE ROOF TO REMOVE ANY DIRT,GREASE,
I.INSTALL RIGID FOAM INSULAT]ION INTO ALUMINUM ROOF PAN. WATER OR OIL
2.COVER INSULATION WITH 0.024-PROTECTOR PANEL wrrH OVERLAPPING SEAMS. 4. APPLY 318"0 BEAD OF BASF DEG)NSEAL�2000 TO PANELS@ 16"O.C.AND AT ALL EDGES AND INSTALL
3.INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE 7116*O.S.B.OVER THE GLUE AND pA#ELS.ALLOW AT LEAST 30 MINUTES CURETIME BEFORE INSTALLING
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFEAND OR INSECTS. SHINGLES. lob-,
4.PROTECTOR PANEL WILL BE SECURED BY#8 x 51a'COPROSION RESISTIVE WASHER 5. ANSTALL 15#FELT PAPER IN AC&ORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/2009
HEADEDSCREWS. SUPPLEMENTS,1507.38.
6. INSTALL SHINGLES IN ACCORDOCE WITH THE 2007 FLORIDA BUILDING CODE W12009 SUPPLEMENTS,
5.SCREW PATTERN WILL BE 12*ON ALL PERIMETERS AND 24"O.C.FIELD ON EACH SEAL
PANEL 1507.3. lu
6.ALUMINUM END CAP WILL BE ATTACHED WITH(3)#8 x V2, 7. ALTERNATE OSB FASTENING SNA 0 'SHEET
BMW#a WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK
CORROSION RESISTIVE SCREWS @ 8-O.C.EDGES AND 16-&I.C.FIELD UP TOIAND INCLUDING 130 MPH WIND ZONE AND AT 6"D.C.
WASHER HEADED SCREWS. z
EDGES 12"D.C.FIELD FOR 140-1 ANjq UP TO 15D MPH WIND ZONES. UJI
NOTE:FOR PANEL SPANS W1 0.024"ALUMINUM PROTECTIVE COVER MULTIPLY
CoMpo§ITE ROOF PANEL WITH O.S.B.
SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL&1.20 FOR H-14 OR H-25 METAL
W W
AND Si�ADARD SHINGLE FINISH DETAIL 10E z
z
SCALE: N.T.S. ul
08-12-2010 �01F 12
True and correct copy of the original Aluminum Structures Design Manual signed and sealed by Lawrence E.Bennett 03h August 17,2010.
MANUFACTURjRS PROPRIETARY PRODUCTS
00
SET WITH DEGASEL 2000 OR EQUAL
r—CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
Z
21
-,Z
48" Z
co
1.0#OR 2.0#DENISITY E.P.S.FOAM&0.024"OR 0.030" cc
00
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWfIDE APPROVAL#FIL 5500&FL 7661 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a 3:
ELITE PANEL Florida approved test lab&analyzed by 5
SCALE:2" V-0" LawrenCe E.Bennett&L/1 80 Z
0
ul
UJI
Z U)
C4 UJ
0 C)
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads*(#ISF) :3 Z
Z 0 0 Z
manuischwers'PF0Prl&t3rY Products:Statinvide Product Approval#FL 55M&Fl.7561 Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Des gn App ad Lo S (D X 0 W
3"x 4r x 0.024'Panalss Alumin At 310H.14or -251.OEPSC Do 1 11 ads #1 F) 00
-win-a n re"s n Manufacturers.Proprietary Products.S13-do Product Approval#FL SM&Fl.7561 V5
7)��o lWad Ro-D?1 Scr n Rooms& hod Covers G 3"x -j Cr Ld
&2 u r oo a Enclose overhang
1 00
zone 1 3 4 1 3 4 1 3 4 Cantilever
span/load'i spannoad-swrilload* span/loa& nnoa& aparooad* spa Cr spanfload* a ard Zone 1 4 1 tL W
-m a sDa 3 Cantilever >
15..�to� sp&rL/q act, spa scr d- an/lOS& a nn d* a ann
V W-11(r 13 21'-1* 13 W-W ff 3 -10'�20 16'4--ff iz-11 27 15*-W 23 IS,- 23 4*-W �45 11 WP -W ;13 23-1
f W 7 N-4'-IT-2rF 14 T-1ir I IT-r3rr TW25 1 -5 16-111-21 TI 1-ii -ff-r3�4
'r 'ff-4rF W 10 W-4- 13 <
Ifr.76-r a 18--7- 17 I-r-111[IT 17-41 mcm 727qf --ff-f- -2P-W-W F-61 20 la,-5- �20 jr-Iff-ff 1 13: d (A
-ff 30 V 77 i IT- :23 16-7- -ff 4--g- 45
_f23 16'-,- 17 18'-11 17 IT-s* I IT 77-0- 13Y 7 72-0 -78r-r-rr- 1 21 -F8%�-r, -171-50-71--jy�32
6`11 1 (L
151-31 20 -f79- 3-'r IZ-11* 32 1 1 - -IT-6- 15'-1 V TT 75�4 -27--4W 5-5 LL LL
130 - TI lir-1-0-- 4, -12-3 -1-r-8-- T5M7 TITIF-X-13rr
35 Iff--r 7rs-- -4T-47�0 -ff 7W W 0 tL 0
TXT-17-11' Ts'-11 15,4* 2., TT
20 16W F21T-TTrl-y- 35 lZ-qT- IZ-4 W 7-(ri-(r W T-1w 77- 71-7�-4T 77--jr W 7Z---W TT-447--W 0 UJ Z
40 Il�30 5-7- -TI�-G*
T-2--v 15'-4* -f 9-7 3�V
T47F2--12-1-7 is,-11, -W--r -45-T(y-io- W-ar'7-- W -- �81
40 -1 -1i's
-0",---a,- TITT ir 45 R-6, -69--7-4- -65--§q�-69--3�--r -..-I
164" Z. T 1 .1 W 77-4- -,f5-TI-�11 -4r"T:V-7y- 0
-T3V- --§--4w'- -Tri 1 2 M-- -4 5--1 V 1-1 F5-7--jr 8 1
1 2 IV-[- 23
23 -j" 77 ll'-O W-f2
a- xu.uJu 4 -72-,w-rTo� 3-r2r32 40 iT 1�27 9- -71-4-- W Ty-11- W"3-1-jr W Of
wind I Ovals x I -r-r-liff <
Zone 4 1 3 e- ang nd
��9 cr sp 4 1&2 i 4 Cantilever Zone .-n 0
nnoad rLdl ad' a nn a Wood* spa dkm& ann Overhang
19 . 11 1 20 1 -91 20: lg,-l* 20- 16W 23 Spa ad- P M er 1&2 3 4 4 Cantilever LLJ Z
7W Ir-3* -2T -15-79- 1 23 17'-I(r L3_ 4-(r 46- 1)0 24- 9 apimin d' so& Spann ad* a nn d* LJJ LU to
1-2-r --61 ff-T-r--o--27-16-5- i 27 --4W 55 110 2-3T7' 1 3W-2' 1 -6* Lr.
1 1 17 21'-W -F7 151 -W I - -- -1T 23 Z
-f2-3 ly:a--W 15-7-32 75-1"32--4r&-W 1 IV-(r 46
ir77 21Y-6" -17' 1 1W I - 77-78-rF 77--r8�-V 'r7 4r&-55
1- 17 -f5T�5 -2r-T?:Y-16--13W-fS--1.-6-Tj--ly- 1-23- j -5 1 6 WS
73-07 2r-V 73r-4� W It -IT-4' 25 -1 T--4 T5- 181-r -21' 5 43-1T-T le
Wy- 7 17--17 X-17--1�j -ff 1-8� !!
rTTFr -X-r6'-Y -5 T :-E 76-W T2 7�Z-W co Lu
-8" -f2-* T171-1 2 -16qr -
19-4 TO 3-4-- T&--1F -ri-9-- -45--1 T2-- W'-7--r 7W 7:r- 0
16 lir I& T3 -V W 197 7ar-P -1 11-T -4r 73-T--49'-7-9" -,f5-7:r 8-9 -fgr-,-, -2§"-17-1-Jr Tq- r-- -6T
-Z--. 23 1 4r -13--W W
Twi- 77 r3-0 19! 41 34 -16r�j j
TAW2 lir &4r -0 -1 -77-W 7 1-9.-W 77- -1:3�
-- I 717-4--rr- -f3"--W
Isr W-8 7-
-1 -r V-f6---1- 75--W W-f 5-T-W 7:r
- 76---r 7Tr T
74671 ly:S7- r4 1__, 15`8' Sit 19-0 X -7
0. 16-11 9 Z -7- r4672 Ta
77-4 txnn um- -TF4-r 39 all 0
1 4 1 08 a ng Iso Tr F I T1-4or I 1 .0 134' W 12
EKb-v:�ctunos mono� rFW
&2 --fZ--6' WO--12--1-- -rI 1-0-21
nd:15jE
Lone 1 3 1 3 4 so Mon rew"n
TN spa snan/load*I- 3 4 Cantilever me 'evers
-j pannoacr sparin ad* smnnoa& spardload' spa d* s cr zone 1 &2 u or ooms n oss
oo 2o4r 13 -23--2 13 V4�Tiff 16'-V 20 1 - 4 - 1&2
8�:9-20 IT-10* 20 15-5 1T-Y-12 1 23 4 a n1lood'
7W 20'-1* 1 --22-:V_14 211-9" 14�[ 76�r W-I 8W W 1 -5, -Ty-'I-& 1 45 iir_i* spennoad* sDardload (0
f2-r T7--2T-4" 7 19'-W III -- 1&-11'77- IS-4 7 -(r 55 110 22- 'W (.0
- 13W-H-T6W-X T5T-ii- T-IF 39 jr 11'-5- 21 1 W-9--11--1-qrT�W
Ir--ir 17 19'-Z* 17 -IT-2-- 4,-0 55 120 - -or?-"1T 11-7- '27' (D CD
7--9 --- X-1-57'-W--1 7-r-Ti- TIP 1 V -1T-1-6-2-W 7rj�-fS--7r-6�N-1y-II -Sq--ffi--
-r3r T2 16--2`- 1 4 4*-0" 55 Z
1 W I&-l* 20 7 F-V-- 75�T 73�-V W 1 1 - -IT-717r- -17---13rTdr -3T-47Z'-W
TM 2 -Trs� I -I IV-7-W-IF4' 45 W-11 L5 77 30 IS AN qr -X-T2�-8 -4T-1-5-'- 3T
-r2 2&-r- TF 1-(r 1 yq
11--(r Wr ff 0
3T-'---1' 40.1 7'-1* 23 f9r--j- -17-1-Y 17-54WW.-
T6�4. 53 T-1 1" 89 1 2 17"41 15!-(r --1F--r W-r3--6" 7T5--T3-0-' W-T:6�W
-ri-V W 7(-y�8 W-1(Y-7 -7-1f F�'-6- IN LLJ
TO'-lr -iq7-,-2T- ily-V 40
40-2 15 7' 1 TV 23 16*-l(r 23 1 11-W 89
T ly- 3T 4-d-W
Z LL x -
-fs-e 15-40- T6 fiz-iar" -7--rW71-4- 35 -W1-1-- 11'-1 1rd' 5 f3--W W-T:r 77 W
I—r4 x
In 0
70, At 11-01 T--14or 1-2 0 S ISO -fl V fZ-(r W-4
-.4 2rrs 17-11 17,7 li,4r W-Tine-w-WW-ro-2 LL uj C
zone 1 3 G 3 9 ang
LtAMI annosd* 4 anulove zZomne ac Glass&
acr spa Wr spardload' a d' En, a ang.
9 /1 d' (MPH) 4 1&2
110 1 W-7' 20 1 -2T 14r2- 23 V-0" i 45 "r Cantilever
annoad' spa d* a spa Lu
-frW 27 7:6- ad* u-
2(Y-I* Ti -1 gr-5 T7 -1 W-�4 T7- 1 C: C,
120 IF---r W 100 C
123 1 -17T�'W 71F-5-0--1-ri--3T-IF-IF-3T _f"I--8 A 1W-V .23 2V-9 21'-G' 'r3 4%W -43- M
76-9--3T-T:r W 1 0 21 IT-11" 27 --79-',�--27 74-W W (1) Z
It Q:
1 127-11- 7 _T6 -16-787 -2T-1771'-ff-13-41 Tj -1V-5" V 5 10 4 6 27
0
-1 20 157F T.--17W W-if -r2-3 -I R:9`--3T 41.byi- -3E2 ir-lo,-Z > 0) 0=
T7 LLi C11 'o
X Te--Ij
23 V-T5-9-. V-rZ,- -X -13-0 1?:W'V 77-69 Au (L
7Z-F 16 gr 1y:F 5-7 - I
7-�V-ry- 9
T5--15,-
S. X_T3,
2v(r- -f3-W-W-f6--4r"W W-T- _g_ r5--T:5� 404 -19" �2V1 W 15 lff-�4 M 0 W
26 1&- -TZ--7- W-15-1--y 6' TAWT-TIF7--ff -I -fS-'-2' -X-f6--jr T8--TV--V -X 7:F--gg- (1) x
14r U 17-r -3-77�89 1 -j
39-7�37- -4j6--IV-11" W-rZ-4- W Tjr 1-- 21-ILL2L=21-r Ir-T6*I 1r-11 34 1r-3' --i tj
- _T -ff 7W- ISO -W74-r 126 11 &- a W
Note:Total roof panel width mom wkfth+wall Mdth+Gvefbang- 'Design or applied load based on the effective area of the panel --ALEJ2LL1-91fVW==46 1 -8- Id !(q in
Wfa:Total roe panel width=MOM Width+wall width+overhang. 2
*Design or applied load based on am aff9clive area Of the panel
:uj 0
21 Z
CD
Z
S R
LU
Lu
SHEET' Z
Z
Z
1`0G L
Z
to
08- �-2"O OF 12 Q
True and correct COPY of the original Aluminum Structures Design Manual signed and sealed by Lawrence E.Ben%
tt on August 17,2010.
T2.00"T
2.0 OW"
T2.0(r T A=0.776 in?
A=0.434 in? Ix=1.953 in.
0. Ix=0.234 in.4 z
cli Sx=0.977 In?
Sx=0.240 in? 0.046", q
6005-T5
6WS-T5
0.07T z
2"x 2"x 0.040"HOLLOW SECTION co A=1.855 in.2 0.090"
ci
SCALE 2" l-(r Ix=16.622 ln�
STITCH W/(1)#1 0x3/4-S-D.S.HEX HEAD @ 24-D.C.
041Vtj
TOP AND BOTTOM OF EACH BEAM Sx=4.156 in.3 A=3.023 in?
2.0W(Or" 6005-T5 Ix=42.466 in�
2"x 4"x 0.046"x 0.115" Sx=8.493 in.'
SELF MATING SECTION 6005-T5
0.045' A=0.&38 in? SCALE 2" V-(r
§ b:=0.642 In.'
6 STITCH W1(11)#10x3/4"S.D.S.HEX HEAD @ 24'O.C.
Sx=0.428 In.' 2.GWTO* TOP AND B�WOM OF EACH BEAM
STITCH W/(1)#1 0x3/4-S.D.S.HEX HEAD @ 24-O.C.
6005-T5 2-x el'x 0.072"x 0.240"
2"x 3"x 0.045"HOLLOW SECTION SELF rMATING SECTION 5
A=0.964 in? 2 x 10"x 0.092"x 0.389"
SCALE 2* V-0' 6GALE Z"=V-W
I z
0.050" Ix=3.688 in. SELF MATING SECTION 0
Sx=1.475 in? SCALE 2' l'-(r
2.0ff(Ur" 0
6005-TS D LU LL!
T z (1)
0. A=0.768 in.' 2 0 U) N
060-n�� z
Ix=0.530 In.4 Z 0 Z
w
Sx=0.585 In.' STITCH W/(1)#1 0x314-S.D.S.HEX HEAD @ 24-O.C. Z
TOP AND BOTTOM OF EACH BEAM Lu
2 LU
6005-T5 >Z LLJ lu LU
2"x 5"x 0.050"x 0.135" LU Z a- _j 0
2"x 3"x DILLOW SECTION z
SELF MATING SECTION 0 - 0
SCALE 2" V-(r 0.077 q > IX
V)
SCALE 2" V-0" LLj o6 (L
Ce (-) a
2.OWO' A=1.999 in.' Z
4 < 0
LU Z
2.Off Ix=22.116 in C) Q
Sx=4.915 In.' LU 0 co
0.050"-� C) a- U
A=0.697 In.' 6005-TS z < < 0
Ix=1.428 In.' 1 (1) Z CO cl w
Sx=0.714 in? A=1.098 in? w LU LU z z
b fL
6005-TS q Ix=5.938 in. STITCH W1(1�)#10x314*S.D.S.HEXHEAD @ 24"O.C. LLI
0.050" to Z X
Sx=1.979 in.' TOP AND B�ATTOM OF EACH BEAM 0
12"x 4"x 0.050"HOLLOW SECTION u- 0
6005-TS 0
SCALE 2* I-(r 2-x or'x 0.072"x 0.239" _j LU
U.
SELF gMATING SECTION t-
LU
cSCALE T l-(r
3.0(r 1 0
STITCH W/(1)#1 Ox3/4-S.D.S.HEX HEAD @ 24-O.C.
T T
I
A=0.552 In.' TOP AND BOTTOM OF EACH BEAM
�2.offr z
0.04y'r Ix=0.342 in.' r T -
2"x 6"x 0.050"x 0.135" W co
c1j w
Sx=0.342 in? w (0
SELF MATING SECTION
6005-T5
SCALE 2"=V-0" Town&Country 6005 Indicator Mark
3"x 2"x 0.045"HOLLOW SECTION (Instructions For Permit Purposes) z
W -j 0
SCALE 2"=l-(r W LL uj rL LU
To: Plans Examiners and Building Inspectors,
0
Lj Z5 & g I
iL z m LL
2.02"-, c
0.082--, These alloy indentification marks have been provided to w LU ,
W - -'0 z
2.Off contractors and yourself for permitting purposes.The details below,
A=2.398 in? illustra a the alloy indenfification marks and the location of such
Lu
LU
Ix=27.223 ln� These alloy marks are used solely for our 6005 extrusions. it is C co v1-
ultimately the contractors responsibility d*A they receive
Sx=6.050 in? use w 5
ca m 0
6005 alloy shapes when using this engineering. We amrs pprovkfifing S: c1l
0.06"-, A=1.277 in? 6005-TS 0
0.060" document to simplify the Indenfification of our 6005 alloy materials tco, 0 LJ
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Ix=8.873 in. be used In conjuctlon with our 6005 engineering. co W
A=0.954 in? Sx=2.534 in. 5 C;
Ix=2.987 lm' co a: co m
6005-T5 A separate signed and sealed document from Town&Coun o
Sx=1.195 in? STITCH W/(11)#1 U314"S.D.S.HEX HEAD @ 24"O.C. troy a r- P
will be provided to our pre-approved contractors once the materials aAre w M
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6005-TS TOP AND B6WrOM OF EACH BEAM purchased.
2-X Or`x 0.082"x 0.321" TCI 6005 SELF-MATING 4Cq z
2"x 5"x 0.062"HOLLOW SECTION STITCH W/(1)#10x3/4-S.D.S.HEX HEAD @ 24-D.C. ALLOY INDICATOR
SCALE 2"=l-(r SELF
rMATING SEC'nON
TOP AND BOTTOM OF EACH BEAM :SCALE 2* 1*-(r TCl 6005 HOLLOW
2"x 7"x 0.057"x 0.135" ALLOY INDICATOR
IL
SELF MATING SECTION M
SCALE 2"=V-0" 0
10
LU
ul
EET
z
LU
z
z
tu
08-li�-2010 OF 12 (9)
True and correct copy of the original Aluminum Structures Design Manual signed and sealed by Lawrence E.%ennett on August 17,2010.
DESIGN CHECK LIST FOR SCREEN,ACRYLIC&VINYL ROOMS GENERAL NOTES AND SP IFICAT�IONS Table 3A-A Conversion Factors
1. Design Statement 1. Certain of the following structures at[e designed to be married to Site Built Block,wood frame or DCA approved for Screen&Vinyl Rooms - - 1
These plans have been designed in accordance with the Aluminum Structures Design Manual by Modular structures of adequate stru&tural capacity.The contractor I home owner shall verify that the host From 120 MPH Vkqnd Zone to others,Exposure"a"
Lawrence F.Bennett and are In compliance with The 2007 Florida Building Code Edition with 2009 structure is in good condition and off�sufficjent strength to hold the proposed addition. Roof U walls
Supplements,Chapter 20,ASM35 and The 2005 Aluminum Design Manual Part I-A&11-A4 Exposure 2. If the home owner/contractor has ap,question about the host structure,the owner(at his expense)shall hire an Wind Zone Applied Load Deflection Sending Applied Load Deflection Sending
'B' or'C' or'D` erify host s4mcturG Capacity. MPH (111SF) _ (d) (b) (#ISF) (d) (b)
Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher;120 architect or engineer to v Z
xi 100 10.0 1.09 1.14 12.0 1.08 1.12
MFH or__MPH for 3 second wind gust velocity load;BaWc Wind Pressure Design Pressures 3. The structures designed using this s�ection shall be limited to a maximum projection of 16',using a 4"e isting X
for Screen/Vinyl Rooms ran be found on page 3A-fi: slab and 20'-0"with a type 11 footingi,from the host structure- 110 11.0 1.06 1.09 13.0 1.05 1.07 IL
PSF for Roofs& PSF for Walls 4. Freestanding structures shall be firrioled to the maximum spans and size limits of component parts.Larger than 120 13.0 1.00 1.00 15.0 1.00 1.00 .9
123 13.3 0.99 0.99 115.9 0.98 0.97 d C) A
":expos :_PSF for Roofs& PSF for Walls these limits shall have site specific ON
b. C. ineerfing. Z
0 5.0 0.95 0.93 118.0 0.94 0.91
13
ure=_____PSF for Roofs& PSF for Walls 5. The proposed structure must be at lLaast the length or width of the proposed strucitire whichever is smaller,away 1Z-_1&2 1 117.0 0.91 +17
Negative I.P.C.0.18 from any other structure to be cons0ered free standing. 9 '15
For"C"or"D'exposure design loads,muldply"B"exposunt loads by factors in table 3A-C on page 3ifi. 6. The followiing rules apply to attachni-onts involving mobile and manufactured homes: 1 150 1 20.0 1 0.87 1 1 015 1227�91 (8 Ig
Z
2. Host Structure Adequacy Statement: a. Structures to be placed adjacentttio-a mobile/manufactured home shall use'fourth wall construction This
ttachments made to the applies to utfliy sheds carports,,_,gnd I or other structures to be attached. Table 3A-B Conversion Factors
I have inspected and verify that the host structure is in Cood repair and a �n'meaWthe addition shall be self supporting with only the roof flashing of the two for Over Hangs Zia
structure will be solid. b. "Fourth wall constructi
A)A units being attached,Fourth waill�constructlon is considered an attached structure.The most common'fourth From exposure'S"to exposure"C"
OY31
Jq q-1& wall construction"is a post&be*m frame adjacent to the mobile/manufactured home.The Wind Zone Applied Load Deflection Bending 0,
Ale :"i
C�ontractor/Auth �e((lase print) Phonel�I 1W same span tables can be used ag;for the front wall beam.For fourth wall beam use the carrier beam table. MPH (#ISF) d (b)
.4
0
Z
Rep*M Dal. 0.044"knee brace at each end offth8 beam- '110 47A 1.01 1.01 IQ
"k, The post shall be sized accordintg to this manual and/or as a minimum be a 2"x3"x0.050"withan18"x2"x 100 46.8 1.01 1.02
120 49.3 1.00 1.00 W
C nt lactrr AuthoozA.Rep*SignaW c. If the mobile/manufactured hoffl)e manufacturer certifies in writing that the mobile home may be attached to, 0
123 50.9 0.98 0.97 8:3
then a'fourth wall"is NOT requi0d- 130 56.6 0.95 0.92 �5
0.90
5. Section 7 contains span tables and 1toe,attachment details for pans and composite panels. 140-1 65.7 De 0.86 Z
c"on
d
'.0'
in
ii.iis
i,
Job Name&Address 6. Screen walls between existing walhcP, floors,and ceilings are considered infills and shall be allowed and heights 140-2 65.7 9 0-16 0
0.11
shall be selected from the same tabillas as for other screen walls. if 150 LaA---T- C/) E
Note: Projection of room from host structure shall not exceed 16% 7. When using TEK screws in lieu of§ LU af W a:
fM.S-,longer screws must be used to compensated for drill head. 0 -e a ui
3. Building Permit Application Package contains the following: Yes No 8. For high velocity hurricane zones th-0 minimum live load I applied load shall be 30 PSF. Z (1) 0. 0 0
A. Project name&address on plans . . . . . . . . . . . . . . . . . . . . . . . - 9. All specified anchors are based on&n enclosed building with a 16'projection and a 7 over hang for up to a wind Conversio a 3A-C < U) LL 9
M 0 .6 Ui Z
B. Sit&plan or survey with enclosure location . . . . . . . . . . . . . . . . . . . - velocity of 120 MPH. Load C ersion Factors Based on Mean Roof Ight from Exposure"B"to"C"&'D' (X
10. Spans may be interpolated betweerf",values but not extrapo4ated outside values. Z 0 U) Z
C. Contractor's/Designees name,address.phone number,&signature on plans 8 W iwn
11. Definitions,standards and specificatoons.can be viewed online at www.lebpe.com j.- U)
Exposure'B"to C .............. Exposure"B'to"O"__ Lu ui
0. Site exposure form completed . . . . . . . . . . . . . . . . . . . . . . . . . 12. When notes refer to screen rooms.toey shall apply to acrylic I virry!rooms also. U) 0 y 2 W
Mean 'r Load Span Multiplier LILI >_ Z 0- LLJI L)
E. Proposed project layout drawing @ 1/8"or 1110*scale with the following: 13. All gutter systems in which the backkof the gutter is at or above the pan rib or above His top surface of a Heighe Convene Conversion Z X tif Z
of
"a-0
11. Plan view with host structure area of attachment,enclosure length,and composite panel roof shall have a n6nimum 2"diameter hole in all gutter and caps or alternate,water r�elief Factor Bending Deflection Factor Bending Deflection LU IL Lit
projection from host structure in the gutter. 1.21 0.91 0.94 1.47 OZ3 0.88 > LU :3 cc
2. Front and side elevation views with all dimensions&heights . . . . . . . . . 14. Ail aluminum extrusions shall meet toe strength requirements of ASTM B221 after powder coaling. 1.29 0.88 T9_2 1.54 0.81 0.87 W LL)
i a: 0: z 05
3. Beam span,spacing,&size. . . . . . . . . . . . . . . . . . . . . . . . 15. All aluminum shall be ordered as to)ealloy and hardness after heat treatment and paint is applied Exempt I 2W-25' 1.34 0.86 0.91 1.60 0.79 0.86
(Select beam size from appropriate 3A.1 series tables) 6063-T6 after heat treatment and pgint process 1 25'-30' 1.40 0.85 0.89 1.66 0.78 0.85 0
0 Z
4. Upright heighL spacing,&size. . . . . . . . . . . . . . . . . . . . . . . 16. Framing systems and room additlorRe using this section of the manual comply w/requirements of the AAMA Use IwW mean roof height of host structure or enclosure - Z 0 0
or category 1,111,&III sunrooms,non-hab'dable and unconditioned. Values are from ASCE 7-05 1.- LU 0 co
(Select uprights from appropriate 3A.2 series lable-s) NPEA I NSA 2100-2 f Q (0 2 0 to
17. 'Own on the following details shall not require knee braces. W
Post members set in concrete as sh
(Check Table 3A.3 for minimum upright size) 18. Aluminum metals that will come in diontact with is-metal surfaces or concrete Imasonry products or pressure rr
_5. Chair rail or girls size,length,&spacing. . . . . . . . I . . . . . . . . . . -and-masonry paint or a coat of heavy-bodied Z 0 <
treated wood shall be coated w/IwO,,cOats Of aluminum metal 0.
(Select chair rails from appropriate 3A.2 series tables) bituminous paint,or the wood or OtHW absortiing material shall be painted with two coats of aluminum house LU LU I-- Z
W 1: U)
6. Knee braces length,location,&size. . . . . . . . . . . . . . . . . I . . . paint and the joints sealed with a gcWd quality caulking compound.The protective materials shah be as fisted in SITE ORM
6 Z X 0 Z
(Check Table 3A.3 for knee braGa size) section 2003.8.4.3 through 2003.8.46 Of the Florida Building Code or Corobound Cold Galvanizing Pdmer and
r__.-_.--F-.--. _.--.--.__1 R 0 Z 0
4. Highlight details from Aluminum Structures Design Manual: Y s No Finisher. U) (9 0) 0 W
A-.*Beam&pudin tables w/sizes,thickness,spacing,&spans I lengths.Indicate. 19. All fasteners or aluminum parts shaill be rorrosion resistant such as non magnetic stainless steel grade 304 or 55 W _J
uble zinc&9atad or powder coated steel fasteners.Only fasteners that are _J w 0 u-
�Secfion 3A tables used: 316;Ceramic coated,do QUADRANTI
warrantied as corrosion resistant st011 be used;Unprotected steel fasteners shall not be used.
Beam allowable span conversions from 120 MPH wind zone,"B"Exposure to 20. Any structure within 1500 feet of a gialt water area;(bay or ocean)shall have fasteners made of non-magnefic Ow EXPOSURE 0
MPH wind zone and/or*C'or"D'Exposure for load width stainless steel 304 or 316 sedes.41V series has not been approved for use with slurninuirn by the
OW ng formula:
Look up span on 120 MPH table and apply the foll
Aluminum Assoclaton and should n&t be used.
SPAN REQUIRED REQUIRED SPAN NEEDED IN TAB E 21. Any project covering!pool wit a spit water chlorination disinfection system shall use the above recommended 6W
It anchoring systems but includes all connection types. CC)
fasteners.This is not limited to basiP (C)
22. Screen,Acrylic and Vinyl Room anopneeting is for rooms with solid wall areas of less than 40%,pursuant to FBC
QUADRANT IV
(b or d) In a high wind evenL For (D Z
11202.1.Vinyl windows are are not Ckgrisidered solid as panels should be removed locr 4, Z
Its panal/solld wall area exceeds 40%,glass room engineering shall be EXPOSURE 1W 4 _
EXPOSURE MULTIPLIER rooms where the glazed and comp6w 0 0
(see this page 3) QUADRANT11 Z LL LU [1: W
used. 4V
B. Upright tables w/sizes,thickness,spacing,&heights . . . . . . . . . . . . . . 1W Uj 6 0
EXPOSUREC C M
(Tables 3A.2.1,3A.2.2,or 3A.2.3) Z M LL
6W W t1i
ul
Upright or wall member allowable height I span oonvErrstions from 120 MPH SECTION 3A DESIGN STATEMENT a. '- 0,
wind zone.'B'Exposure to MPH wind zone and/or'G Exposure for load M rc 0
0. ul
width The structures designed for Section 3A age solid roofs with screen or vinyl walls and are considered to be enclosed c: i.2 '6
Look up span on 120 MPH table and apply the following formula: structures designed to be married to an dosting structure. The design wind loads used for screen&vinyl rooms are QUADRANTIll a) :J CD
SPAN REQUIRED REQUIRED SPAN NEEDED IN T LE from Chapter 20 of The 2007 Florida Bulong Code with 20DR.Supplernents.The loads assume a mean roof height aw ca 8 Bi '0
I EX CY it
of less than 3(Y;roof slope of 0'to 20';1�0.87 for 100 MPH zone,I=0.77 for 110 MPH and higher zones.All loads POSURE C W Uj CL
M .5 uJ
(b or d) are based on 20/20 screen or larger.A01[pressures shown in the below table are In PSF(#/SF).Negative internal 0 a) , X
pressure coefficient is 0.18 for enclosed!Otructures.Anchors for composite panel roof systems were computed on a L) 6 LU
t EXPOSURE MULTIPLIER L--------------i-------- C a:
load width of 19 and 16'projection with ai�Z overhang.Any greater load width shall be site specific.All framing
(see this page 3) ants are considered to be 6005.:ff alloy except where noted otherwise. NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD a) 0 0
comport
Y No
0
C. Table 3A.3 with beam&upright combination if applicable . . . . . . . . . . . . SITE Lu Z
Z
D. Connection details to be used such as: USING THE FOLLOWING CRITERK EVALUATE EACH QUADRANT AND MARK IT AS'B' 'C,'. OR'D' 0
Section 3A Design Loads EXPOSURE. 'C'OR'D'EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPO�1.11`4` Z
for Screen,Acrylic&Vinyl Rooms
I. Beam to upright uJ C4
2. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Exposure'B" EXPOSURE C: Open terrain wih scattered obstructions,including surface undulardons or other. 0
3. Beam to wall. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. - Basic Screen Rooms 7 O�Hang irregularities,having heights generally less than 30 feet extending more than 1.5500 feet u_
Wind &Viny'Rooms Ali Roofs from the building site in any quadrant.
Beam to beam. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - "' I W.- 3
4. Pressure Roof Walls I. Any building located within Exposure B-type terrain where the building is wAihin 100 feet 0
Chair rail,purfins,&knee braces to beams&uprights . . . . . . . . . . . . - 46.8 0!
0
11.0 -j3-- . 47.1 -type terrain that erxtends more Dig
5. 100 MPH 13.0 10.0 12.0 horizontally in any direction of open areas of Exposure C Lu
110 MPH 14.0 - .0 than 600 feet and width greater than 150 ft.
13-D S
17.1
.0
_P_H__ -17.0-F---- 48.3
6. Extruded gutter connection. . . . . . . . . . . . . . . . . . . . . . . . . - 120 M 110 15.0 1 :.
U-clip,angles and/or sole plate to deck. . . . . . . . . . . . . . . . . . . 2. No short term changes in V,2 years before site evaluation and build Out wAthin 3 y a
E. 1123 MPH 18.0 13.3 75-9 . 50all site will be'V. S
Foundation detail type,&size. . . . . . . . . . . . . . . . . . . . . . . . . - 130 P 20.0 1 0 180 56.6
Must have attended Engineees Continuing Education Class within the past two 23.0 1 3. Flat,open country,grasslands,ponds and ocean or shorelines in any qua
140-1 MPH * 21 qrant for I
Y1. 140-2 MPH 23.0 17 0 21i 1 LIU than 1,500 feet C2
Appropriate multiplier from page 1. Z
.0 75.4 4. Open terrain for more than 1,500 feet In any quadratt Lu W
1150 MPH 26.0
/14111
Framing systems of screen.v"and glass monRs are comdered to be main frame resistance components.To convert the C Z
Note:
above loads from Exposure-a-io Exposures or�Da see Table 3A-C next page. S�TIE IS EXPOSURE: f- EV A7": DATE: ul
al
S GNATURE: 12
L/ 08-12-2010 OF
True and correct copy of the original Aluminum Structures Design Manual signed and sealed by Lawrence E Bennett Ofh August 17,2010.
I"x 2"TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL 2"x 2"OR 2"x 3"POST
WITH MAX.3.S LOAD WIDTH SHALL TO CONCRETE W/FASTENER COMPOSITE ROOF PANELS:
PAN ROOF,COMPOSITE HAVE A MAXIMUM UPRIGHT #8 x 9/16"TEK SCREWS BOTH (4)1/4"x 4"LAG BOLTS W1
............ ....
..:...... TACHE[b PER
(PER TABLE)WITHIN 6-OF SIDES
OR HOST STRUCTURAL SPACING AS FOLLOWS EACH SIDE OF EACH POST@ 1-1/4'FENDER WASHERS PER RISER PANELS AT
4'-0"PANEL ACROSS THE ROOF PANEL SECTION
SPACING -0 .............. .. ...
FRAMING WINDZONE MAX.UPRIGHT 24"O.C.MAX, 1"x 2-1/8"x I'U-CHANNEL OR FRONTAND24 -C.ALONG
RECEIVING CHANNEL
(4)#8 x 112*S.M.S.EACH SIDE SIDES
PANEL
TWO
OF POST r-o"
lio MIN.3-1/2"SLAB 2500 PSI (L
1 x 2 TOP RAIL FOR SIDE 120 CONC.6x6-lox 10W.W.M. 42
Q
�,A r
A CONCRETEANCHOR
WALLS ONLY OR MIN.FRONT 123 6--l- OR FIBER MESH
WALL 2 x 2 ATTACHED TO 130 --8- (PER TABLE)
POST W/1'x I'x 2ANGLE L_L40 1&2 5-1 VAPOR BARRIER UNDER 1-1/8"MIN.IN CONCRETE
CLIPS EACH SIDE OF POST Lf 2"x 2'OR 2"x WHOLLOW HEADER ATTACHED TO P%T
4'-11'- CONCRETE W/MIN.(3)#10 x 1-1tr S.M4t
IN SCREW BOSSES z
ALTE
INTERNAL OR EXTERNAL RNATE p@_ST TO BASE CONNECTION-DETAIL I
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UCLIP OR'U'CHANNEL CHAIR SCALE:2"=1*-0" <
RAIL ATTACHED TO POST W/
MIN.(4)#10 S.M.S. u!
GIRT AND KICK PLATE 2'x 2-
'JPER
T
t. I
HOLLOW RAIL 2"x 2",2"x 3*OR 3"x T
HOLLOW(SEE SPAN TABLeES)
3i w
GIRT OR CHAIR RAIL AND KICK I"x 2-1/8"x I"U-CHANNEL OR
PLATE 2"x 2"x 0.03�2*MIN. 2"x 2"OR 2"x 3*POST RECEIVING CHANNEL z
-1 0
HOLLOW RAJL #8 x 9/16*TEK SCREWS BOTH < P:
FOR SNAP EXTRUSIONS GIP 5 uj
SIDES :ZT D Lu a:
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ATTACHED TO POST WITH cf)
ANCHOR 1 x 2 PLATE TO MIN.(3)#10 x IZ S.M.S.IN
CONCRETE WITH 1/4*x 2-1/2" 1 x 2 OR 2 x 2 ATTACHED TO 2
C-4
CONCRETE ANCHORS WITHIN BOTTOM W/11 x 1"x 2"x 1116' ANCHOR RECEIVING CHANNEL SCREW BOSSES 2 0 z
Z 0 z
6"OF EACH SIDE OF EACH 0.045"ANGLE CLIPS EACH TO CONCRETE W/FASTENER w
POST AT 24*D.C.MAX.OR SIDE AND MIN.(4)#10 x 1/2- #8 x 9/16"TEK SCREWS BOTH z M
(PER TABLE)WITHIN 6"OF SIDES U) uJ w
THROUGH ANGLE AT 24'O.C. S.M.S. CO >- :� 2 w
MAX I-x 2-OPEN BACK BOrrOM1 uJ Z w
EACH SIDE OF EACH POST @ I"x2-1/8"xl'U-CHANNELOR POST ATTACHED TO BOTTOM < 1 0
l"x2"xO.032"MIN.OPEN BACK 24"D.C.MAX. RAIL 0- z
MIN.3-1/2*SLAB 2500 PSI RECEIVING CHANNEL W/MIN.(3)#10 x 1-1,7 1.- CL w
CONC.6 x 6-10 x 10 W.W.M. EXTRUSION MIN.3-1/2-SLAB 2500 PSI V) > w m 0:
�A S.M.S.IN SCREW BOSSES Lu 06 a ;t
OR FIBER MESH CONC.6 x 6-10 x 10 W.W.m.
4ALTERNATE WOOD DECK.2- 1-1/8"MIN.IN CONCRETE CONCRETEANCHOR <
OR FIBER MESH cl) tL
M 0
1/4"x 2-1/4"MASONRY z W Z
PTP USE WOOD FASTENERS VAPOR BARRIER UNDER VAPOR BARRIER UNDER 1-118'MIN.EMBEDMENT INTO 0
(PER TABLE)
W/1-114-MIN.EMBEDMENT) >
ANCHOR @ 6-FROM EACH 0 0
CONCRETE 0 Q
CONCRETE CONCRETE -D.C.(MAX) :3 0
POST AND 24
BAS tG I-- < ED
POST TO BAS GIRT AND POSTT BEAM DETAIL ALTERNATE P TO BASE CONNIECTI N-D IL2 a w
S
.T 10
CALE T
SCALE U)
SCALE:T TYPICA PRIGHT nPTAii w
CALE:2"=1'4r W
ALTERNATE CONNECTION:
Z
(2)#10 x 1-1/2"S.M.S.
ALTERNATE CONNECT10N 0 cc
THROUGH SPLINE GROOVES
DETAIL 1*x 2"WITH BEAM i HEADER co
0 w
-112"
(3)#lox I S.M.S.INTO
IL
SCREW BOSS EDGE BEAM
(2)#10 x 1 1/2'S.M.S.INTO SIDE WALL HEADER 04 0
SCREW BOSS ANGLE CLIPS MAY BE 1"x 2"OPEN BACK ATTACHED ATTACHED TO 1"x 2"OPEN PURLIN OR CHAIR RAIL
SUBSTITUTED FOR INTERNAL TO FRONT POST W/ BACK W/MIN.(2)#lox 1-117 ATTACHED TO BEAM OR POST
irANCHOR 1'x 2*PLATE To SCREW SYSTEMS #10 x 1-1/2*S.M.S.MAx 6- S.M.S.
CONCRETE W/1/4"x 2-1/2" FROM EACH END OF POST W/INTERNAL OR EXTERNAL 1U
CONCRETE ANCHORS WITHIN CLIP OR'U'CHANNEL W/MIN. <
AND 24"O.C. s
6"OF EACH SIDE OF EACH MIN.(3)#10 x I lr2"S.M.S. z
POST AND 24"O.C.MAX. (4)#10 S.M.S. CREW BOSSES
INTO SCREW BOSS 0 0
I I z LL ui 11: -
MIN.3-112"SLAB 250o psi w
CONC.6 x 6-10 x 10 W.W.M. 1-X 2-EXTRUSION
OR FIBER MESH SIDE WALL GIRT ATTACHED TO
LLJ LL
1-1/8'MIN.IN CONCRETE 1*x 2*OPEN BACK W/MIN.(3) 0
a. 19 0 z
VAPOR BARRIER UNDER #10 x 1-1/2"S.M.S.IN SCREW PURLIN,GIRT,OR CHAIR RAIL 0: 4) a
CONCRETE BOSSES 0 IL Lu
SNAP OR SELF MATING BEAI,4, U.
vA P(
cON1
T
T BEAM!DE
c f
ALTERNATE HO W UPRIGI-11: FRONTWALLGIRT ONLY a)
4BkSI 0
ff AND- c'j
IL w
HOLLOW RIGHT TO BFJ w 11i a.
SNAP OR SELF MATING BEAM Lu
CALE: 2"=V-0` w
0
ONLY w
fB
c 00
—:HEADER BEAM Lj EAM OR GIRT TO P (D
ANCHOR l"x2"CHMNELTO PU
8 PURLIN TO I=Au nO GIRT TO P ST DETAIL w
CONCRETE WITH w
1/4'x 2-1/4"CONCRETE 0 4 lox 1/2*S.M.S.EACH SIDE FRONT AND SIDE BOTTOM SCALE:2"=V-0" z
ANCHORS WITHI OF POST RAILS ATTACHED TO 0
N 6'OF EACH z
w
CONCRETE W/1/4"x 2-1/4, 0
SIDE OF EACH POST AT 24" H-BARbR GUSSET PLATE 1"x 2"OPEN BACKATTACHED CONCRETE/MASONRY cm
D.C.MAX.OR THROUGH TO FRONT POST W1
0
ANGLE AT 24"O.C.MAX 2"x2"ORTx2i"ORTS.M.B. ANCHORS @ 6-FROM EACH @ FOR WALLS LESS THAN 6'-B*FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
POST #10 x 1-1/2"S.M.S.MAX.6" POST AND 24"O.C.MAX AND BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND
FROM EACH END OF POST
MIN.(4)#10 x 1/2"S.M.S.@ WALLS MIN.1"FROM EDGE OF S
1
MIN.3-1/2*SLAB 25DO PSI AND 2�7 D.C. 1. CREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES
CONC-6x6-1 OxIO W.W.M.OR EACH POST CONCRETE 0
It
F ER MIN:� FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSID 0
E z
l"X 7 EXTRUSION OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.05(r x 1-314"x 4"STRAP
VAPOR BAR AND(4)#10 x 314"S.M.S.SCREWS TO POST AND GIRT
Lu
CONCRETE 1-1/8'MIN.IN CONCRETE tu
SFtEE--
R:ER U=
t . . IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6"LONG AND CENTERED ON
z
ALTERNA E PATIO SECTI TO UPRIGHT AND THE POST AND HAVE A TOTAL(12)#10 x 314*S.M.S. ui
ATI SECTION T BEAM DETAIL cl) r-
w
TYPICAL& LTERN TE CO ER DETAIL z
4 z
SCALE 2"=V Lu
UNIFORM LOAD UNIFORM LOAD TRUFAST SIP HD FA%TENER
Y+1-112-LENGTH(t+li-)
8"O.C.t+1-1/4'
SELF-MATING
BEAM z
0
(SIZE VARIES) 00
A B A B 00 A 42 3
T 0 Q
;'
SINGLE SPAN CANTILEVER I OR SINGLE SPAN Lu
UNIFORM LOAD UNIFORM LOAD _S
08
SUPER OR db
E jT
U 9
)CrRUDED
GUTTER
W U;
A B C A B C D
2 SPAN 3 SPAN THRU-BOLT#AND SiRkE PER Ck
-------- TABLE 3A.3
UNIFORM LOAD z
_j 0
2"x 2"ANGLE EACH SIDE < t=
M 0
EAM SIZE PER TAB4EE 1.10 z (1) LU
tEl < 2
1-4 SELF-MATING BEAM 20 z
A B C D E Z 0 z
W
Z M
4 SPAN co LU Ld
CO) >_ _j X W
LU z _j 0
0 iL Z
NOTES: cL LU
n X
1)1=Span Length U) go j�:
POST SIZE PER TABLE 3A.3 W 06 0
a=Overhang Length < a :5
2) AD spans listed in the tables are for equally spaced distances between supports or anchor points. I.
0
3) Hollow extrusions shag not be spliced. THRU-BOLT#AND SIZE PER Z
4) Sin, le span beams shall only be spliced at the quarter pcints and splices shall be staggered. TABLE 3A.3 0
0
r (3 L) to
LOAD PER TABLE 3A.3 < 0 0
AND SIZE OF CONCRETE LU
U) U)
SPAN EXAMPLES FOR SECTION 3 TABLES ANCHOR PER TABLE 9.1 2� 0.
2 W z
SCALE: NJ.S. W
Z
ALTERNATE SELF-MATING aEAM CONNECTION 0
0
(rQ_ TO SUPER OR EXTRUDED GUTTER -2 W
_j U.
D(21WL) <
D
0
_c[13WL)
Q
AWLI co cc
to <
QL
z
'j
0
z LL uwj a: W
z _j
ALLOWABLE BEAM SPLICE LOCATIONS 6 0
z r 0
SCALE: N.T.S. lu LL
W
SINGLE SPAN BEAM SPLICE d=HEIGHT OF BEAM a.
BEAM SPLICE SHALL BE X
a.
@ 1/4 POINT OF BEAM SPAN 0 r_ �'6
ALL SPLICES SHALL BE MINIMUM d-.5(r 0 co
Z)0 W
STAGGERED ON EACH AX. a
ca 0
SIDE fE
OF SELF > to C4
MATING BEAM Q.
. . . . . . . W Uj .5 X LU
PLATE To BE SAME 0
Co of
THICKNESS AS BEAM WEB .7S* W
.75! 0 C Uq 03
PLATE CAN BE INSIDE OR
OUTSIDE BEAM OR LAP CUT
W
DENOTES SCREW PATTERN W cc 0
1"MAX _j PIZ
NOT NUMBER OF SCREWS
HEIGHT 2 x(d-.5(r)LENGTH z
W
C'
Minimum tance and
sDacina of Screws* Gusset Plate I LL
—Sciew—_ds Edge to Center to
size on.) Center Center Beam Size Thickness
2ds fin.) 2-ii2ds 11n.1 on.)
#8 A6 3/8 7/16 ;rX7-X0.0WXG.120"- 1116=0.M
_T1_9 318 1/2 'rX8"Xo. 7-70-3- 2V
10 /8-012
---11-2 --6.2-1 7116 W16 T x 9"x 0.072"x 0.220 1/8-0.125
i/2 sfa
—.151:910.0 OWN-AW
5 6" 1 .11 ;rxi(rxo.o9z'xo.369" 114=Om25
refers to each side of splice 0 SHEET
use for 2"x 4'and T x 6"also
Naft <
1.Al'gusset plates shall be minimum 6052 H-32 Aboy or have a minimum yield of 30 ksi. W
to
z
W z
TYPICAL BEAM SPLICE DETAIL
'u
SCALE: 1"=T-0" Oa-12-2010 OF - 12 (9,
True and correct copy of the original Aluminum Structures Design Manual signed and sealed by Lawlenice E.Sennett on August 17,2010.
Table 3A.11--3-130 Town&Country Industries,Inc.
-130 Town&Country Industries,Inc. TCI,6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen,Acrylic or Vinyl Rooms 6
Table 3A.1.1 i
6005 TICI Allowable Edge Beam-Spans-Hollow Extrusions Aluminum Alloy 6005 T-5 U
for Screen,Acrylic or Vinyl Rooms For 3 secon64 wind gust at 130 MPH velocity;using design load.of IS.0 INSF o
Aluminum Alloy 6005 T-5 rTi7bAry r!' th 0
�VT Z
For 3 second wind gust at'130 MPH"Ot"cill'i us design load of i5.0XSF(56.6#ISF for Max.Cantilever) 7-0" 1 T-11" 1 4'-0" 1 T-r I Ir-r 10,-V I 12,-r I 1W:F I jr-o" I iir-r-
12"x 3"x 0.045'Hollow Allowable S-'L* n"'t or deflection'cr 2
T_
d ,
rxrxe. "Ho"oer Hollow _T d d
Load Miammy-Sp nVi(bond gWordeffectiort'dj IT-11-di UY,5' di j-6- di 8'-10- T-IrT 1 6-11' di V-7- di 6'-3' dl 6-11* A 6-V
Load - IM23L VKbend 'Wordeflection't1j, 2-x 4-X WE owattleSpan'VI nding'Wordefiection'tr
C Ma)L Vildth(fl.) 1&2Spen 3 Span 4 Span C su"" ms
Width(rL): 1&2 Span 3 Span 4 Span andleve I antilever all:nV 8`-T di 8!4� ril 7"-g' d 7"-4* dl W-11"d 6`0 d 64* t
T-3" d Er-11' d 9`-2" d 1-Y 13'-W dl 11�r dl IV-V d 9-T di g-2'
E . d W
4 -5* d I RT d (Y-1 1" 0 4 1,R - - - d T-11- d
5 -5 6'-Ir d W4' d 8-T d 1-T 0 2"x5"x J*0`x 0.135- 16-6- d W-4m d 13!-V d IZ-1" d 1114- d IV-10'd IV-4! di 9P-r d 9'-U' d 8-r 4d 8-2
dq T-4 d 7--i(r'F-17-T d T-3" d IT-10'd 15,.x d 14!-2* d 13'-4" 1 l'-W d i(r-7' d V-1* d g-7' d gT di
4w- d -5'4r d 5'-W d V-i 2'xS'x j�WXO.1135" I d IZ-W d IZ-1" d
6 d 17-1" d 11-r d I
-T-1-(rd 7 T-5- d T-T-T-1'-2" d Z-X7-X ;WXO.135" 21'-11'd 19'-T d 17',T d 16.2' d 15'-3" d 14'-6" d 13,-lcr d 17-10' (Y-1 V d 10'-r d
7 T-V a -SF4C' d I 5!-T d '9 - x 0.240 2r-l* d 23-W d 21'-W d 19`-1 V d Ilr-g' d Ir-10"d 5' T-0'
E 1 d 7*.W b ir-i* d I -1(r d 1,r-1 V d I -T d IX-r � I d
V-1- dA 5'-Y d --I-rr-V�-d .19- d r-2' V-1" d 2"Xs"X0
V d 5'r d -7--Vd 5--r d Fur d &�-10b f-1-- d -7Fr X 0.23r 2W-I(r d W4)' d 2T4r d 21�11"d 2(r-8- d 19'-W d 18'-(X d IT-5- d 16'-5- d 16-r d 14-41-d 114�-V d
-7-7--d -73- ..-4" d -67�-d -9-7-b --W4-rd 2-xro. iii-ir d 15'-11-; 15-4- d
-YTI
-7-17-d d 4'-10. d 1�47b -V-Z b I (Y-11" 2'xrx W2"X0.321" 3`1�41"d 27'-1 1"d 25'4� d 2T-6* d 2Z-2' d d 20*-l" d 18'-W d IT-7' d
----T-- d 1 2�5
4-1 4-4 It -FJ-Xd -
12 1 V-1- 0 -W-7=7-11- b I LT-11- d' 2'xi0'XFj09rx0.389-j 37�1- d 3Z.4- d 29--s- d 27-4 26-r d d 2Y-4' d 21'4r of 2(r-W 1r-10"d
3w-xlwxm 2-'X 4"X 0.050,Hollow Notes- . beam that spans more than 49
Load Max W or defle� Load Matc.Span-VL"(-bend gVordeffection'd) 1.it is rgrom7eended that the arginear be consulted on any rniscellaneous framing
S
Width J&2 Span 3 Span 4 Span I Mes' ndth 00 18,2 Spa- 3 Span 1 4 Span 2 pans anp based on viiind load plus dead load for framinil.
Cantlieverl V I C.M.M. US
-f--jj-d I(Y-2- d 1'-W d d 1�10* d 3.Span is gkoasured from renter of connection to fascia or wall connection. 0
4 -74---F--6-' d -i-V--9- -if- 4.Above spions do not include length of knee brace.Add hodmtal distance it=uptight to center oflorace to beam connection to the above spans for total
--r- -PZ"-T-1�5- d --K---F--l(rd l(r-11-d -11�-Id -Tqr�d
-6 -f-F-d -8-%'-d -T-1�4d --T--T-Ad -7v-:r-d -fO�-4b -1�7-d beam spa be Interpolated.
-7 6'-F d -9.7-d -F--5- d -T-11' d 9'7-d -F-r-b -'T�d 5.spans MW
-8 6'�-S' d -f-i-1" d &-I* d 1�3' d -TW-d -9-3- It e--11- b -T--5- d -j 0
9 d -f--rd -F--9- d -1'-2" d 9 r a tq
3' d T b -5" It V-5" d U) E
1-0 5'-11* d r-4" d 71FW--F--d i'-2T- d 10 6'-1 I" d Ir-T-b It 114�d z W CL
11 -r d -f--Vd -?:F-b d 11 1 ty-e- q 7-41- It r-r It 1'-3'; Idd -130 Town&Country Industries,Inc. z (0 <
12 - T-I" d 7-1 lib 71,-l' d 12 1 6'-7" T-r 1) 7-3" It i�T d] Table 3X41.4 Allowable Spans for Ridge Beams With Self Mating Beams < 2 0-
d 6005 T-5 U) w
3'x 2 x W. low for Screen,Acrylic or Vinyl Rooms 20 W z
Load Ma)L or Aluminum Alloy 6005 T-5 Z 0 W Z
Nair. Lu
Width(11L) 3 4 Span Z to
%2Spao irtilever For 3 sac wind gust at 130 MPH velocity,using design load of 15.0 XSF 0 W uj
-7--S' d l'-I" d 'P V) W W
---r- �ii LU a
-TCF--J- LU Z j 0
_5 6-41 Sell Apting Sections -6,4" 11--0-
M L
&_2
11-' d Cr CL z
a Allowable Span'V I Ing Wor deflection uj
4 M-11 V-2- d FiF-d > LU Q.
1T-1* d 17-4" d IT-V b I(Y-W It I 10'-l* b 91-r b g'-I* It Ir-W It n
on 3:
4 d 5-Y--d -§71-T-67-1d r�,I'x ]OM"Xii-l'if 2
9 4 5'-S* d 0'-I(r d 2'tt5'x IjAW"x().135" 16-7 d 15'-T d 14W d I TJX It 1Z-11" b 174� b 11'-gr It ll-T It W od cs
T-S' d I V-,IT(r_dj 2-xrx 3gW`x0A35" 18'-11' d Ir-l(r d 1&-l(r b 16-9* b iV-10" It U'A' b 1S-F b IZ-11* It
n
2" d
-, d
-,l_d
d
Site
-3. d 8�r 4 8
d 1- d -
d 'V
d
r or?
d
d
d
s..' d 's'-r d 14 d
".4' d 15-" d d th
1.r s.
d W j4d d
vi
10' d 2"x7"x X0.135' 21'4r d 2T-W d 19'-6' d 18'-3' It 1T-3* b 16*-4* b 15'-r It 14'-11' b - U- 04 0
-j
X8"x 72'x 0.240" 261-V d 25'-T d 2Z-11" d 2T-11' d 2Z-V d 2(r-11' b 1W-11* It 17-1- It X Ul Z
PTr X 0.239' 29-V d Zr4r d W-4* d 26-2' d 24'-0' It 2Z-9" b 21'-V It 21Y-iO* It (L 0 0,
Holes: 0 W 0
1.Above sponsdonotitwittirletilingthaflotee brace Add hortuxtel distance it=upright to center of brace to beam connection rxrx - - d
r x 9.X7jP8r X 0.321" 31*-r d 21Y-S" d 28�2' d 26--il- d 25-11 254)' d 24�-1' b 23'-1* b
to the abon Spam for but boom spans. ;F-2- d C>
2-Spans may be interPolatted. rX10* gr x 0.389" X-7- d I 34'-Y d,37-V d 31'-3- d 3W-1- d 2-Y4r d
Notes: Z
1.Tables gpiturris extrusion oriented with longer wilruslon dimension parallel to applied load. -j Q.
W W 5 z
2.Spam rffpy be Interpolated. U-1 z M
Tabl 6 3A.2 130 Town&Country Industries,Inc. 0 Z cc 0 a
6005 TC1 Allowable Upright Heights,Chair Rail Spans or Header Spans LL L) P R
Allowable Upright Heights,Chair Rail Spans or Header Spans r) 0 ul
for Screen,Acrylic or Vinyl Rooms Table 3AA w U.
i2 130 HST -j
Aluminum Alloy 6005 T-5 for Screen,Acrylic or Vinyl Rooms -j U)
ForrItecond wind gust at 130 MPMH hy.using design load of 18.0 XSF AlturMurn Alloy 6063 T-6 W I--
TrIbu dth4v�w"Fxr mberSpacing velocIty;using design load of 18.0#1SF C"' :)
-46� .0. r-6- I For 3 secotpd wind gust at 30 MPH 0
sectlorls I 51-r 5.6' 1 6*0" 614" 1 r-o" Tributary Load Width W-Purnn Spacing
A 111111 Ight'117 1 be Ina'b`or deflection'd' 6--r r-6-A r-r I
T-W b I V-41' It I rW 16-11' It 1 6417 1 6-4* b I F-7 14'-Il' b I V-g' b V-r It cfiections V-111" W-11" 5--r I
'N'I bending or z
...... ...... b I r-4* b I", (y 1 6-6' It 1 9- IS-11r It 1 5-7- to 6'-6" b I F-T b'-YZ'--F 6-1* b 41�-10*b 0:
r -V -(r It r-9" b I T-5" b 5-0-7 -Ir 2 0--o-2bi ii b2 6- - 6-11"It
X8 rx3'x
It 8`4" It I j-i0* 1'r-4* It 16'-1 V-11' b 1 6-4' It 6'-1' b 15'-1 V It J045" Fluted r 14 Lu
- b g'-Y It IF-16' I F-r F-T 72" It are, ir-5* It Ir-V It It I b!U-71 ul (0
4 It 6-8' It r Ilrb
X 1414' It Ity-6' b I r (r-11" b 3-.3-.Wiliell" Squ It z
T-87 It r-5* b I T-1' It - X 3"_s4uarme 13'-r It i7-r It 11 1'-I(r b 11'-1*til IU-r bi lur-1-b I 9'-F b W-7 It Ir-11'b W-r b (B R 'I- z
-1*b IV-1" It I b 707-b 37-x�r I a 4t z - - -
-ir i44r It '31-V JZ-11*b IZ-3* It ll-r b I I-,] It 6 It 14--l'It I IT-T bi 17-7-Ill 11--11-It 11Y-8'It 1V-X b Town&Country 6005 Indicator Mark z IX
x 13'-e iz-V I 1,-r IV-11- 1 It -1 -CX b fr-5" It W_". It'll"b I IT-W b 13'-W It (Insbuctions For Permit Purposes) W
x IV-2' It Squa It I 1r-Z'Ill 1V-r bi u -j % 0
x IVAIr b T-11' lw-l" It IZ-5" b V-1 0: LL ul L-L w
x V It 15'-2" It 1 ' b. 3- 11'4r It Notes. 0
[7-C It 18!-2" b IT-3" I),4E It Include length of knee brace.Add horhnntal distance from uptight to center of Warts to beam connection to the To: Plans Examiners and Building Inspeckxs, LL
2.4 1.Above stparts do not U.1 a 0
Sifiz. .4 19'-4" b 1s'-r It 1 -11" IT-3" above speW for total beam spans. a W U.
X 8 X F-17 2 4-44 uj
S.M.S. MAW 6 -24r6--F 23r=4 72'4, 2WO-O* 2.Sp";j�ay be Interpolated. These alloy indentiffication marks have been Pr%�rided to
X 9 X S.MY- 4 It U-7r'-b TFA--- b M71"-6- 4-V ab -� It yourself for permitting purposes.Thekde Usbelow
nurs,ii;4 b 34'-1 1"It 33*-7- b 13Z-5- 0 Lj contractors and to a) It: 0 rz
X X 5 is Is illustrate the alloy indentification marks and the locatl%h of such marks. LLI C ot-7 uJ
Notes: bove spans cc C F.-
These alloy marks are used solely for our 6005 extrus4ons. it is CD Z) !Q�>
1.Above sports do not itictude length of Woo bracts.Add hormotal distance from upright to center of brace to beam connection to the a D
for total boom spens. ultimately the contractors responsibility that t1hey"'Ym and use only uJ M cc 0
2.Spam maybe MWIP01219d. 6005 alloy shapes when using this engineering.We a4ts providing this 0- W
0 Lj 10 0.
document to simplify the indentification of our 6D05 atilby materials to 0 -6 W
be used In conjucilon with our 6005 engineering. -.1 X
(D
0 0 w
V) C CD
A separate signed and sealed document from TFown&Country a 0
Will be provided to our pro-approved contractors OncWthe materials are tu
a)
purchased. CI3
z
TCI 6005 SELF-MATING
ALLOY INDICATOR
TCI 6005 HOLLOW
ALLOY INDICATOR
0
lz
CD
1z
W
08-12-2010---r-OF
True and correct copy of the original Aluminum Structures Design Manual signed and sealed by ILawrence E.Sennett on Augu,s t 17,1'2010.
ROOF PANELS GENERAL NOTESAND SPECIFICATIONS: Conversloe:Tablo 7A Load Conversion Factors Based on mean Roof Height PAN ROOF ANCHORING DETAILS
from Expo�re"B"to"C"&
1. Certain of the following structures are designed to be married to Site Built block,wood frame or Exposure"B"to"C- Exposure"B"to"D" PRIMARY CONNECTION:
DCA approved modular structures of adquate structural capacity.The contractor I home owner shall a
verilly that the host structure is in good condition ard of sufficient strength to hold the proposed Mean ii�o=f Load Span Multiplier Load Span Multiplier (3)*__:SCREWS PER PAN a
Haig Conversion - Conversion WITH I'MINIMUM EMBEDMENT SEALANT
addition. Factor Bending I Deflection F Sending Deflection INTO FASCIA THROUGH PAN HEADER(SE -c
I ec'or 0 u.
2. if the contractor/home owner has a question about the host structure.the owner(at his own 1-21 0.91 V�O94 177- NOTE BELOW)
expense)shall hire an architect or engineer to verifir host structure capacity. 0-15, 0.83 0.88 BOXED END
1.29 2 0.87
sc "�-'I"' ---T.- 0.86
3. Vow using TEK screws in lieu of S.M.S.longer rows must be used to compensate for drin head, iy- F
4. For high velocity hurricane zones the minimum live load shall be 30 PSIF. � 25'-W-- 1.40 ag 0.85 EXISTING TRUSS OR RAFTER ROOF PANEL,
5. The shapes and capacities of pans and composite panels are frorn 1ndustry Standard'shapes, #10 x 1-1/2"S.M.S.(2)PER I
except for manufacturers proprietary shapes.Unless the manufacturer of the product is known,use Use larger m&W M&height of host structure or enclosure 12 (3)PER PAN
the*Industry Stanclarcr Tables for allowable spans -OS RAFTER OR TRUSS TAIL M S
values are irorrNASCE 7 O�Oivl D il)@ RISER Ei
U LL S.
6. When converting a screen room to a glass room or a carport to a garage,the roof must be checked (TOP)CA ZA EXPOSED
and reinforced for the enclosed building requiremenA. #10 x 314"S.M.S.@ 12"D.C.. SCREW HEA�bS
7. Composite panels can be loaded as walk on or unfform loads and have;when tested,performed Co
EXISTING FASCIA 1-1/2" x 1118'x,11-1/2-PLATE OF
well in either test The composite panel tables are hased on bending properties determined at a 6063 T-5.30%
-H-1 4 OR 5052
deflection firnit of L/I 80. H,32
0
a. Roll formed roof panets(pans)are designed for unl'orm loads and ran not be walked on unless ROOF PANEL TO FASCIA DETAIL
plywood is laid across the ribs.Pans have been tested and perform better in wind uplift loads than SCALE: 2" 11-0"
dead load+live loads.Spans for pans are based oi deflection of U80 for high wind zone criteria
9. Interlorwalls&ceilings ofcomposite panels may have 1/2sheet rock added by securing the sheet SEALANT
rock wl I'fine thread sheet rock screws at 16"D.C.each we FOR MASONRY USE HEADER(SEFE NOTE BELOW)
10.Spans may be interpolated between values but not extrapolated outside values. 1/4'x 11-1/4"MASONRY Z
11.Design Check List and Inspection Guides for Solid lloof Panel Systems are included in inspection ANCHOR OR EQUAL @ 24-D.C. -J 0
guides for sections Z 3A&B,4&5. Use section 2 inspection guide for solid roof in Section 1. FOR WOOD USE#10 x 1-1rZ 2 =� P
12.Ail fascia gutter end raps shall have water relief polls. S.M.S.OR WOOD SCREWS @ U) "L a W
13.All exposed screw heads through roof panels into Hie roof substructure shall be caulked w/silicon 119 Z U) LU I- tu 0:
sealant.Panel area around screws and washers shall be cleaned with xylene(xylol)or other solvent 1piNUSTRY STANDARD ROOF PANELS 12"D.C. 1. ROOF PANEL
based cleaner prior to applying caulking. EXISTING HOST STRUCTURE: M 0 (J) Z Z
14.All aluminum extrusions shall meet the strength requirements ofASTM B221 after powder coaling WOOD FRAME,MASONRY OR x 1/2*kIvI.S.(3)PER PAN Z 0 0 0 U) Z
LU - Ul
15.Disimilar metals:Aluminum metals that will come In contact with ferrous metal surfaces or concrete to OTHER CONSTRUCTION (BOTTOM)Ah1jD(1)@ RISER 0 0� CL Z co
/masonry products or pressure treated wood shall t a coated w/protective paint or bituminous Lu (TOP)CAULK<iALL EXPOSED >J U) C) UJI Ld
W 2 W
materials that are placed between the materials fisted above.The protective materials shall be as SCREW HEAPJS LLI Z -1J 0
listed in section 2003.8.4.3 through 2003.8.4.6 of th a Fbrida Building Code or Corobound Cold ROOF PANEL TO WALL DETAIL Z (L Z
Galvanizing Primer and Finisher. SCALE: 2"=V-0* U) > U1 0 am- lL%u
16.Fastenersor aluminum parts shall be corrosive resistance materials such as rion magnetic stairdess W od (-) U) -;�:
0 , CD
12.00" ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH(3)EACH# x 10 LONG CQ#RROSION CC, Z
steel grade 304.or 316;Ceramic coated double zinc coated or powder coated steel fasteners only RESISTANT SHEET METAL SCREWS WITH 11r WASHERS. ALL SCREVFHEADS SHALL BEQ:AU
fasteners'Ahat She warrantied as corrosive resistant shall be used;Unprotected steel fasteners shah LKED OR Z a 0
nq-ber used 12"WIDFx VARIOUS HEIGHT RISFR ROOF PANEL SHALL HAVE NEOPRENE GASKET BErWEEN THE WASHER AND THE PAN. PAN RIBS SH1%LL RECEIVE(1) < UJ Z
CL 0 0
SCALE: 2" V-0" EACH#-*x 1/2"SCREW EACH.THE PANS MAY BE ANCHORED THROUGH BOXED PAN VITH(3)EACH L) 0 as
x 1'OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. x 9f16"TEK :3 W LL 0 to
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR#--x 10 S.M.S. IX < Z 0 " M
ROQF:FALNELS DESIGN STATEMENT: LU 0 -Z' o:
(J) cc 0 W
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
The Irocif-systerns are main force resisting systems and components and claddling in conformance with CO
co LLI _, 5 z
the.2boTFloriclis Building Code w/2009 Supplements.Such systems must be designed using loads for 1100-1231 130 1 140 1 1 M LLJ W _ CM
#8 1 910 1 #12 1 #12 1 Z
cofl;lpo�n and deciding.Section 7 uses ASCE 7-05 Section 6.5,Analytical Procedure for W Z LLJ -C
Comp6nedIA and Cladding Loads.The procedure assumes mean roof height less than W;rod slope 0 L Z 0 <
12.00" U) 0-
to 20�`l-0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and LU 0 ul
Sc;�;Ro"and I=1.00 for Glass and Modular Enclosed Rooms.Negative internal pressures are :31 LL I.- -J
op' 12"V -J 0 <
,on,structures.0.18 for enclosed structures.Al pressures shown are in PSF-
VIDE)K 3"RISER INTERLOCKING ROOF PANEL EXISTING TRUSS OR RAFTER 0 1-- 0
6"X T X 6'0.0;�4-MIN.BREAK
SCALE. Q� U)
FORMED FLA1158HING cm 0
1.'Fire.eitarlifing structures with mono-sloped roofs he%a a minimum live load of 10 PSF.The design it
wind.loads are those for an open structure and are reduced by the ASCE 7-05 open mono-sloplad 'IT
faclortif.0.75., PAN ROOF PftEL
2. Attached covers such as carporls,patio covers,gelded carports and screen rooms have a minimum CID
rive load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSIF for 140-2 to 150 MPH wind zones. 1:0
12.00" (9 P, F.
The design wind loads used are for open and enclosed structures. (2)#10 x I-1r2r S.M.S.OR It Z Z
o:
WOOD SCREW PER RAFTER Z 0. -J 0
3. Glass room roof design loads use a rninimum live Ic ad of 20 PSF for 100 to 140-1 MPH wind zones CLEATED ROOF PANEL OR TRUSS TAIL uJ Z LL ltJ M W
and 30 PSF for 14D-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and a.a Z -
modular moms. SELECT PANEL DEPTH FROM SCALE: 2" 1-W ALUMINUM SKIN Lij '3
M 2 LL
4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones.Wind TABLES E.P.S.CORE ALTERNATE: It 0- Lu ;31
ul _J 0
bads are from ASCE 7-05 Section 6.5,Analytical Pivcedure for glass and modular #10 x 314'S.M.S.OR WOOD a. Z
rooms. I Z: r -
�,-................ SCREW SPACED @ IT D.C. 0 a
... . ........ W
in spans for P C -
5. For partially enclosed structures calculate spans by multiplying Glass and Modular roo ............ ......... a.
C: Co
....... SIDE CONNECTIONS VARY Co r--
'�ll".'.'.'.,.,.,.*.,.,.,.,:.,.,�l.I.... ................... Z.�
89. a)
roll formed roof panels by 0.93 and composite panels by 0. :W? ......... EXISTING FASCIA
<W 7�':....... (DO NOT AFFECT SPANS)
.................. Ica 0.9- 0
FO
PA
2 W
§ C14 Co
...................... c) X a
Design Loads for Roof Panels(PSF) to Ld "a 0 Lu
Open Structures 48.0(r 4 (D -J 'c' lz
Screen Rome Glass&Modular overhang I Cantilever POST AND BliiAM(PER 5' �j 6 W
mono slow &Attached Covers Enclosed Room All Rooms COMPOSIff- ROOF PANEL2NDUSTRY STANDARDL TABLES) C to
I-0.87 for 90 to 100 MPH 1-0.87 for 90 to I DO MPH &Roof Overs ----- -------------- Z
I=0.77 for 100 to 150 MPH 1-0.77 for 100 to 150 MPH 1-1.00 SCALE: 2" l-(r of
1-1.00 W
KCpI-111.00 Zone 2 KCpI-0.00 Zone 2 KCpf-0.18 Zone 2 ul cu
KCpI-0.18 Zone 3 Z -J Z
loads uced by 25%
0
ALTERNATE MOBILE HOME FLASHING Z
Basic Whnd Effective Area BasleWind EffwWeArea Basic Wind Effective Area Basic Wind Effective Area ui
Pressure so T-25-T-ia I Pressure -5--207-,ol Pressure Pressure -50-F--775-1 FOR FOURTH WALL CONSTRUCTION W
70-8-MPH 13 _13 16 25 17 2D 26 1? 23 27 1 30 1. 17 27 38 1 45 1 0
_a_ PAN ROOF PANELS LL
lia MPH 14 14 17 20 18 21 25 28 18 27 32 1 36 1 18 33 48 55 a
120 MPH 117 17 20 23 22 25 30 33 22 32 39 43 22 39 64 65 SCALE: 2" I-(r ul 9L
123 MPH is 17 21 24 23 26 32 35 23 41 45 23 41 57 69
1-f
INSTALLATION INSTRUCTIONS:
1130 MPH. 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77
50 20 10
3 9 V4322
4 23
26 -1/7-
44 53 59
140-1 MPH1 23 23 27 31 30 1 34 40 46 30 It 30 74 89
SS A. PLACE(2)BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALL4NG.
31 30 134 40 46 30 44 53 59 30 54 74 89
150 MPH 1 26' 25 32 36 . So
34 1 39 52 34 , 51 60 68 34 cl:
Minimum live load of 30 PSF controls in high windi vWocfty zones. B. SLIDE 1"TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP E%E UP. tu
Lu
DRIP EDGE MUST MAJNTAIN SAME PLANE AS SLOPE OF ROOF.
To convert from the Exposure*B'loads above to Expawre,"C"or see Table 7B on this page.
Z
C. FASTEN HEADERJO FASCIA BOARD WITH#10 x 11"SCREWS @ 6"O.C.STAGGk-RED W
TOP AND BOTTOM ISEE DETAIL ABOVE)
Anchors forccimposite panel roof systems were compu ted on a load width of I V and a maximurn of 20'
uJ Z
projection with a Z overhang.Any greater load width shiall be site specific. D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO AITH WALL POST A% 0A" -Z
Lu
ASHING%Ly.
SYSTEM ONLY. DO NOT ATTACH TID HEADER. HEADER IS USED AS FL BEAM
08-12-2010 OF 12
True and correct copy of the original Aluminum Structures Design Manual signed and sealed by L'11wrence E.Bennett on August 17,2010.
BREAK FORMED OR
EXTRUDED HEADER
PLACE SUPER GUTTER SEALANT ALTERNATE 314"0 HOLE
BEHIND DRIP EDGE 1 #10 x 4'SN.S-W/1-1/2'0
GUTTER
FENDER WASHER @ 12-D.C.
CAULK SCREW HEADS& PAN ROOF
EXISTING TRUSS OR RAFTER
WASHERS
SEALANT
.......... CAULK EXPOSED SCREW
#10 x 2*S.M.S.@ 24*D.C. HEADS
.9
3"COMPOSITE ROOF PANEL A
1/4*x 8"LAG SCREW(1)PER (MIN.SLOPE 1/4*:1')
TRUSS/RAFTER TAIL kq
1/2"0 SCH.40 PVC FERRULE
EXISTING FASCIA EXTRUDED OR
XTRUD D OR
SUPER GUTTESJ
08
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2" V-0'
OPTION 1:
2-x x 0.050-STRAP 9 EACH
COMPOSITE SEAM AND 1/2
cc
CAULK EXPOSED SCREW 3/8"x 3-1/2'LOUVER VENTS w
HEADS WAY BETWEEN EACH SIDE W1 FASCIA COVERS PAN&S M OR 3/4"0 WATER RELIEF
(3)#10 x 2"INTO FASCIA AND OF PAN&ROOF HOLES REQUIRED FOR 2-112'
PLACE SUPER OR EXTRUDED (3)#10 x 3/4"INTO GUTTER
GUTTER BEHIND DRIP EDGE &3"RISER PANS z
OPTION 2: RECEIVING CHANNEL OVER 2*x6*S.M.B.W/(4)#10 _j 0
1/4"x 8"LAG SCREW(1)PER BEAM ANGLE PROVIDE 0.06(r S.M.S.@ EACH ANGLE E uj
TRUSS/RAFTER TAIL IN 1/2"0 SPACER @ RECEIVING EACH SIDE a
CHANNEL ANCHOR POINTS(2) z co
< 2 U3
SCH.40 PVC FERRULE #10 x 2-1/2"S-M,S-@ RAFTER NOTCH ANGLE OPTIONAL
SEALANT TAILS OR @ 2"O.C.MAX W/ 2 0
MUST REMAIN FOR ANGLE 0 < z
z I'_ z
2'x 6"SUB FASCIA STRENGTH W
#10x2"S.M.S.@24'O.C. 3"COMPOSITE ROOF PANEL GUTTERS FOR 2-1/2*AND LARGER pA#S SHALL HAVE A 314"0 HOLE OR A 3/a"x 4"LOUVER @ 0 X W Z M
(MI Fn _j ul j
N.SLOPE 1/4":V) Uj
12"FROM EACH END AND 48*D.C.BELOW THE PAN RISE BREAK TO PREVENT WATER z W
W j
BUILD-UP ON THE ROOF.THIS WATER�_FRELIEF SYSTEM IS RECOMMENDED FOR PANS M z
z 0
SMALLER THAN 2-1/2ALSO CANTILEVERED BEAM CONNECTION AT FASCIA(END VIEW) U)
.... .......
ca
SCALE: 2* T-0* W od Lu
RAFTER EXTRUDED 0 3'HEADER EXTRUSION 0: Z
_�STINGTRUSSOR FASTEN TO PANEL W/
SUPER GU Z
0
EXISTING FASCIA #8 x 1/2'S.M.S.EACH SIDE 0 1&1 Z
@ 12-O.C.AND FASTEN To 0
SEALUMWr GUTTER W/LAG BOLTAS PAN FASCIA&GurrE&END CAP WATER RELIEF DETAIL n _j 0
Q W 0
SHOWN It
&CALE: 2'=1-W < z
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 <
U) Z (L
_j M
SCALE: 2"=I-(r W LL Z
W
0 in
z 0
U)
0 UJ
PAN ROOF ANCHORING DETAILS j
u.
_j
FLASHING 0.024"OR 26 GA_ RIDGE CAP
c�
GALV. SEALANT cm
0
GUTTER BRACE @ Z-V O/C PAN HEADER(BREAK-
#8 x 9/16*TEK SCREWS @
FORMED OR EXT.) lzt
PAN RIBS EACH SIDE HEADERS AND PANELS ON 3 n:
CAULK 2"x 2"x 0.06"x BEAM DEPTH+ ———— ————— BOTH SIDES OF BEAM FOR co <
CAULK ALL EXPOSED SCREW ...... GABLED APPLICATION r4
SLOPE 4*ATTACH ANGLE"A"TO ..... It
HEADS&WASHERS
FASCIA W/2-N8"LAG
f: LL_ M [E 0
SCREWS @ EACH ANGLE #8 x 1/2"S.M.S.(3)PER PAN .......... _0
W
Lj x
————————— —-
0
AND(1)AT PAN RISER
...... ..... CL LZU J! LL
......I................. _j 0
............... z
... MIN.2"x 3*x 0.05W S.M.B.(4) ALTERNATE CONNECTION:
0 #8 x 1-1/4"SCREWS(3)PER PAN OR COMPOSITE ROOF
.... . CD
#10 S-M.S.@ EACH ANGLE
. ................ EACH SIDE PAN INTO BEAM THROUGH PANEL a. rz
BOXED END OF PAN AND e
u-
#8 x 1/2*S.M.S.(3)PER PAN
COMPOI131TE ROOF HEADER 64— ALONG PAN BOTTOM
SUPER OR 0
i— \__
N
HEADER 0)
EXTRUDED a g
GU ROOF PANEL TO BEAM DETAIL a> w
m .. ac
CAULK _FFER VSOFFIT �_A B WHEN FAS SCALE: 2*=11-Ir 0 uj
0
ALUMINUM USE TRUFAST HD x m
2"x 9*BEAM (T+314*)AT a"O.C.FOR UP To 0
130 MPH WIND SPEED FOR PAN ROOFS:
......... ......
(3)EACH#8 x 1/7 LONG S.M.S. cc -a 0
A= WIDTH REQ.FOR GUTTER EXPOSURE"D";6"O.C.FOR ................... z
(2)#10 x 1/2"S.M.S.@ 16"OtC B=OVERHANG DIMENSION ABOVE 130 MPH AND UP TO ....... PER 12'PANEL W/314*
";�:J2-0 HOLE EACH END FOR
c6
FROM GUTTER TO BEAM 150 MPH WIND SPEED ......... .. ... ALUMINUM PAN WASHER
WATER RELIEF ..= ................ i!FU
EXPOSURE*D' eq
BEAM TO WALL CONNECTION: ...... ......... .....
(2)2*x 2x 0.060,EXTE CAULK ALL EXPOSED SCREW
RNIALLY MOUNTED AVNIGLES ATTACHED TO WOOD WALL W/MIN.(2)318'x 7 HEADS&WASHERS
LAG SCREWS PER SIDE OR(2)1/4-x 2-1/4-(90NCRETE ANCHORS TO CONCRETE OR MASONRY ROOF PANEL
WALL ADD(1)ANCHOR PER SIDE FOR EACtIll INCH OF BEAM DEPTH LARGER THAN 3" FOR COMPOSITE ROOFS: (PER TABLES SECTION 7) 0
#10 x(t+112-)S.M.S.W/
SUPPORTING BEAM
1-1/4"0 FENDER WASHERS
(ALTERNATE)(1)1 -N4-x 11&)INTERNAL U-CLIP ATTACHED TO WOOD WALL W/MIN.(3) @ 12-O.C.(LENGTH (PER TABLES)
-X4*x 1-3/4"x I
SUPER OR EXTRUDED GUTTER TO 2"x 9"BEAM DETAIL 3/8"x 2"LAG SCREWS PER SIDE OR(3)1/exx 2-1/4'CONCRETE ANCHORS TO CONCRETE OR PANEL THICKNESS+1")
SCALE: Z* I-(r MASONRY WALL ADD(1)ANCHOR PER SIDEffOR EACH INCH OF BEAM DEPTH LARGER THAN X @ ROOF BEARING ELEMENT SHEt�
(SHOWN)AND 24-O.C.@ z
NON-BEARING ELEMENT(SIDE 64-4
WALLS)
CANTILEVERED BEAM(CON ECTION TO FASCIA DETAIL ROOF PANEL TO BEAM FASTENING DETAIL OD z
s&ALE: 2 =1-W uj
SCALE: 2*=V-Cr
OB-12-20% OF 12
True and correct copy Of the original Aluminum Structures Design Manual signed and sealed by Lawrence E_Befhrnett on August 17,2010.
Table 7.1.1 Allowable Spans and Design I Applied Loads*(#ISF)
Table 7.1�3
for industry Standard Riser Panels for Various Loads Allowable Spans and Design 1��Ppllecl Loads*(#/SF)
1-1W x 12-x 0.024"2 or 5 Rib Riser P..1. un,imrnAl��3innLIH-143orH-25 for Industry Standard Riser papels for Various Loads Table7J-5 Allowable Spans and Design/Applied Loads-(#/SF)
trcW,- R;�� 3-x 12-x 0 024-2 or 5 RI
Glass& odular ooms b Riser Par "_14 or H.25 for Industry Standard Cleated Panels for Various Loads
oomS
wind Q-Slo & tlach.d Covins Enclosed tu an R 1-W4'x12-x0024-CI..dP�. Alu.1
4 1 3 4 no. ad R o 31OL"�14
a an/I ado Open—S-ct.r" _" 'S
a nit 4
V-1 26 &--Cr-F,
110 -gry-W 4-r --A-d- d Cantile- Tl�
E-c
-y-y-W 16-10 nead' j6j3 4 All E2
-7-4 -- . a. Rooh,
5-5 3 2
4rWr_jr -477- Fr--3 3
-Y--Ir 46 4'-1 711-1 D W_r
4-1 9_1
4-V V-1 qj-"i c
T3, M- -7-r-W 4' M_ t�� 11 Kl 15 IM.
1-114r' 2 ir TM
I x RT W 0 Pop IKOMWW ;WU;-A Q
- UPON Structures 4-x1i-x0.030" orS 140-2
Wind 04 &Modular up.. 'Inu z
a a erl AN n
----- GIs" Modular ns, s :Cz-,
_11-0 oil
4
WX U! End
MPH am a
-6 '24- "'T ti 2
-T2-r 13,- an/load-
-4 u�
8.
r-v 3T a 1(r4r
3 0
ir 4
-X 13 23-I-F-4 23 1 5 Ix u.
1-1l4'x12"x005Wzw5R1bRIs&rPanajs Aluml 163 EYW-TS-91
.u.A
H-25 4 Fr.!
5 lmi� 7-1-1
Attached Cove I-Ro-, C.. _r G ass Cleated
Ipped Roof I
t 4 3 4 :tgay. st, Roof =3v.Ih..g 03 H-14 or H
Vloser spar0oacr It is 4 Enclosed U.-tilev., Wind M see .-$ --- 8
AN Attached Covers camitev;r
Dv"h
Er-d' R
23 4 4 All z
ii antic, r ns e. Roots, 0
4
100- 51 -0 140.1 17.1(W 1 1 1 1
3 !1 4 61- -19 -4 z U) U) a:
Ise I W-W 136 1 4�-. Jr. - 2 - 0 -
14U A W3 M
-2-..1..1 -b- 16a 1 1
-1 L I Cr.ir 146 1 -Tlq-_2T 0 0
Nota:TotWroofpansivAdd.-���,��n�marnang� 'Design orappled kmd based on theaffective smotthe panel 4idth=r0on,width+wan width+ovefhwj�o_ 'Design"applied load baud on the aft "a Of the pe 8-D 1 �3E_rj--I - 4o tilu" 68 8,-S-- z 0 _j
8-0" the panel _31 z
Note:Total root Panel width width+wag width+ Z
ovarhang. *Design or applied load based on ft Wlecth,arse of the pans, LU
LU Z CO
_j CJ) LU III
>_ -J LLI 2 Lu
LU a: _j W ()
z a. q 1L z
5; < < il, LU
U) C, P z Cr
LU od Z _j 0)
< LU
Z LL
M z < 0
< z
,Vribl&7.11.2 Allowable Spans and Design/Applied Loads*(#/SF) EL 0
for Industry Standard Riser Panels for Various Loads Table 7.1.4 Allowable Spans and Design I A;qPlied Loads*(#/SF) 0 ro
Ir x 0.824-2 or S Rmb I-A 3105".1 wH.25 for Industry Standard Riser Panelks for Various Loads 0 W U)
< W Cl)
structures 3'.1 j z Ix
Table7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design/Applied Loads*(I#SF) U) ;e
.024-2 or 5 Rib Riser p&nsft Ahanj
'd Attached C-an, G &Modular overhang Open Structures x x 0.024'panels Alueninurn 14 or H-25 1.0 EPS Cors
3 . ........ Enclosed wind All 3105
Co"'m structures
Wind LU z
26 126 5W -- 6- Rools, AS zone i It Ifta Cav, LU
spa sparooke 3 4 AN Zo.. 4 —1&2 -3 clantilave,
145 0
Roof. MPK Z _j
r 28 _X-1 6 2. 55- -ICr-3' 27 1 23 i23 j AN
VA* 4 V.11 6 F4-_3T-11-1 V 2 100 TIV ooft 0 _j !e X
._g. --il, -Z _W IT I -fir 4 U) <
1-1 7W 1 30- f2_0
-F-F- 7U j U)
#-917-31-111-61 TT 71-(r 4 1 -in-
151 _T
5 jW 46 -T-W _9W_3_1 77-W 4-14T-IMI _j
-5,-3-3F-,:§- IrV -49' WIT
130
4 T4 i-
-7:v- :3
5 4-1 1" 168 !74�- _F 140-2 0
Open sb--ch . ...... 4-
Wind Rocau, overhang 3;4.1'2 i .03 .28 X
Zone 1 Cover Enclosed c-ndleve, ructures -gaplisn K04ene ass F_x48 open
speriff —4 AN & Enclosed VAnd
6'r Ir Reaft 4 covers 4 Iff--r-3 CDR"b~ ng
pr_W_F_X_T_F_ Z 6141 nfioad* nAoa& zone 1 4 cavers Enclosed cantilever
-_7' -3r-7- -r -W W TF2,W ar qPpann r S 3 4 AN
"ff_rW X-F-M--ff W _77-W 1174' :13-
T4 -Or Wr ff 14 21
n1loaW
&A, TW Tra,Tr z
-4 4 <-
4- 77J"3-1 Ir
-T_ 17 _4T''N Fr_T1 17
7M 614F 6 W-Z' 46 IF IT 7f-Tf 3r T23- -13W IT _j
TXF iT-mr -7-7-W iFTO-' 3T-9Ti--9T _FM_1 13' W_1_1 W W , W-Fr-7r T3, 1JW 23 -TFr LL uj u. 0
-n-w-rpr-ir 7-tv- -r-Ti-Ir-T1W W -Fr- W-IF-91 W
ir x llasr Its-fr 17 T27-7r _j
I - -1W 7TV,W 0
JtwrJnm LU x
.
ass Modular x C1.05(-2 iz-F 32 U-ii- 01 U.
Wind covers overhang PS b T77-W Lu
Zone 3 End-ed Cantileve; P,nqp,,, less 4 X4 r(LO24 D ri 1L.
VP 4 T_ 4 AN VAn colfare open Screen _j
a spa cr acr -A d' = 1 3 f 4 4 En -ad ca"Ifiew Wind M o Roof &
Roofs 3 4 - Covars
19-F 17 W-11" 26 _V-0- P-7 X_77TW 11 WP an4 d* spa ed, AN 4 3 4 canine, U. W
er-11" 28 8'4--W _76- IZ-11"121 lir-10' 23 ad' spwq - AI)
23 4' 11 WP I Roots
1� 33 i 11' 43 3 4T2,T
79U,IT kL
-_:j43� -12-0 15' 27 'rr - 0
.5 -2- V4 fX
W-W 127 0
V-14F 7W
TAIXT W
T3T Ti- aw -9:g-_9i_ -12-3 IF-V 25 1+W_TS�_j T2r -17W V W i 4F cli 2 =
F_V1_ir _8_1 -17 W Ld x c) 0.
L7 -13-0- T2T_ - 1 -4 TMIF W_17�4 IF LU,
-Y_v-3r r-y 46 a- T37 71�1 M 0
-9:9-_2r TV- T4_0-T -AT---.w_. �—-— I _W 7_74, _,_ R
9-1-1 _W 1 Or-i V IF_'jtWj -k 4 41 1
7P7 Z
Iff:-T--4 W-5-
_T-1 TIW2- T4-1T§r 7_4W ii
10
Not&:TOtsirOofpwWwkflh-�MM+walwkkh+&nomlg.-casign W_ 140.2 W-11"W 74-W-2 1jr(r 71'r - , - .7 U W
eallitmor ad load bused on dus effactive am of ft panal. 17�2'_K (D
4 C) a to
Note: 75-6- 77-7-W 77-7-W 0 W-1ir 40 W-9, 59 0
root Panal width mom width wall width+ovwhang� passe on am effscen,area d the pare, -TrP- -Fr-W
x .0.030"Pa-1,AJ..,rn-,oAbl)—,y3FO-SPi4"H ToEpS 2
.P-.'ructre Lu
W
Wind 0
Zone i &�Covm z
Hj spa a d- 3 An 0
.1 z
4,P)b 3 1 -1 4 ee W
I Roofs
14 4',0" 45 W Of
'IT ' IT I
72r 4 Q-4 4 OW
IF
�2
U.
W_T1
15'9-W_17W_IT
W I 16-Y '59'-17--4--31"_17�11 W W 4 W
4 7r4-41
IF-8-123 1
-I"-IT 3F
j4
0
777- -ely- -6 -n-W �. W
No'&TOtBlmdPwmlwkhh-mDmwM+mlwkhh+mwhang. T"llinwapPOWdloadbasselon affectifteneorths;" 0
U.1 S
U.1
W
'SHEET z
z
W
z
LU `0 F i
z
W
08-12-2010 'OF 12
True and correct COPY of the original Aluminum Structures Design Manual signed and sealed by Lawrence E.Bennet�;on I AU I gust 17,2 1 0.1.0.
MANUFACTU. ROPRIETARY PRODUCTS
6
SET WITH DEGASEL 20OG OR EOUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
Z
of Z,
09
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3105 H-14(OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL#FL 550G&FL 7561 Note:
ELITE: ALUMINUM CORPORATION Below spans are based on test results from a 5
ELITE PANEL Florida approved test lab&analyzed by Z
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Lawrence E.Bennett&Ul 80 I= .
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Table7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads*(#ISF) Table 7.2.4 Elite AJuminum Corporation Roof Panels Allowable Spans and Design I Applied Loads*(#ISF) -i W ul
Manufacturers'Proprieftry Products:Statewide Product Approval#FL 5500&FL 7561 Manufactumrs'Proprietary Products:Statewide Product Approval#FL 5500&FL 7561 S- a- 2 uj
6'x 4r x 0.024"Panels Aluminum Allay 3105 -14"H-251.OEPSCO DensitvFoam 6"x 48"x 0.02C Panels Alumi W 0
Alloy 3105 H-114 or M-25 2 0 EPS Coro Dens2 F LU -j
-Sloped oon S&creen Rooms& ftachad Coven;I Glass&Modular Rooms Fnclo 0 erhan Wind IL Z
Open Structures M o"looed -i
Wind . ac k
Zone M - 2q!nstructure n twoped 001`1 5Cr9en K had Covers I Gila ular Rooms En ad Overhang, 13 - ui a. tu
3 4 1&2 3 oacr soa 4 4 Cantilev zone 4 1&2 3 4 EI-08 Cantilever > Z
00 2S-9"1131 2S`-9' 13 2r-11)" 13 W-7" 20 2Z-11"'20 2Z-2" 20 IV-2- 231 21--b- 1&2 sl�oad Span/load'
fmpH , Spann be nA I Spann ad' (MPH) spanAoacr I'S"nfio&d* spannoscr I Sl)an/loftr sDantload* spanAoad*I sDaniload* oadT' LU 06 <
park4oad* sparwo soanAoad* Spann n/load' spaln&112oaW I spa;5 oacdr*' V)
23 L 2V-8-1231 4�-O- 45 100 28'-Z" 113 1-3 22-6- 20 25'-2" 120 24'4" 120 12(Y-il 0-
110 26-0"114 127'-Il" 14 2r-0-TT 9. 23 23'-6" 123 1 �23 4-(r �45
2VZ-7r' . . 20--l- �21 22'-5- 21 21�8* 21 lr-8* 271 IV-. 2 19'-l* 27 4'-(r 55 1 10 2T-5" 114 14 . 14 21,11' 21 24�4' 21 23-9* 211 IV-4* -27 21*-W 1-27-T-M.1 1 -27-7 LL LL
120-- 17 -17 24--I�T7-78�5- 7�-3 �2=-r T5--19-1-0 25 16'�3" 18- -3T ir-7- 65 1120 4T -5T M 0 t� 0
,7 1321 4'-0" 24�9* 117 1 17 2W-9" 17T-29.-21-w --- -1-r--i(r T2- 1 32 4-W 65
I --
23 27-0' 7 ,24141' 7 -OrTl5r TT-Ir--17 76--0-�1- 16-79--5- W 15?-10* 34 1T.8" .34 ir-1- IM 1 4' -r23- 24%2* 1171 W Z
a.
-8. -- -U' 69 1 26-11' 17 W-I" ITTAV:13--2c 21- 1" 26 21%3* 26 17'-0 -A 34 4�-O" 69'
30 FY W-2F--3' Tq- W-1- 7W 181-5 29 13�8 16'-B* 38 161- 77 73-0 2Z-10-120 1 25--r >- 0 0
i - I. .. --- W-0--ir-N 20r-2" -T6 W4' 3-8 77- -
1 1 -W W T(r-i rr-H I s,-q- 34 1 r-7- 34 Mir 7 IY-W 45 16'-8" 38 1;-0§ 74-01 T8 -7' 0
1 2-1W-C 'N-21�4r W-07rr TF-rs 1-9- 7W 77-7- 34 89 1.-I 2V-3* 1231 'W-1V3- 1 17'.8- W 4-4r 89 M (.) C)
i7--(r 34 17-7- 63 i&-6- r4 . T-8` 153 4--0- 89 R-1-4-02 2V-3
I 797-w-W4-� 6:ETI8. 26 1 %1 4-6 W-fT�j-0 -W-f3�3* -W-1 150 1911 ir.]X23 1 2X-9" 23 22'11" 231 IV-Igr- 15'-2* W IV-11-144 1&-5- 44 4'-(r.8-9 <
X U.UJU raMIS AlumE an to 102 2x-V 1Z-il*
IS 40 unum AJloV 105 M44 or 11-25 1.0 Eps Density F m 6"xw.,x 0.030-P elss Aluminum All H-I or Pg. 2 0 a W
i Wind Open Structures M -Sloow Screen Rooms& ched Covers I Glass&Modular Room Encl erhang Wind Open Structures Mono-MoDed R00-(r--9-crSen-F9m-s& LLJ 0) :_j 0-
Zone 1&2 3 C
ing ched Covers Glass a modular ooms Friclosed Overhang Z
1&2 3 4 1&2 1 Soo 3 antilever Zone 1&2 1 So 3 4 1&2 3 4, 1&2 .1 3 4 Cantilever [a U)
spannoad* Spann * Spann d* spannoad* soanhoae I anAoad* d* a 11 (MPH) sparillour snfioa& nnomr LU
(MPH) spsnAoW nA. Re! Pa si)wL4oad* spannoscr I Spann d* Z Q� W
1100 2W-W 113 3Y-2" 113 3Z-1. -sparkiload SP84
'-a" 1 0 26'-F 20 1,25'-r F20 2Z-1" 23 t 24'-8'1,23 2;Y-I(r 2.3 1 145 100 2-6' 1 spannoad'
13 23' < �:
13 35--2- 113 26-11-120 1--
-Tro 28-Tr 114 3Z-T 1114 -31-2. 14 23-2" 121 �25'-I(r 7 13 1 W41 713 _Zg-(r 201 28'-l'120 24�z- i Tj Wr- 26�2" 123 -0" :3
21 1 24�1 1' 21 2(Y-S' '27 12Z-10"127 2ff 2 4(r 55 110 317 -14 1 36-4' __L_ iL
20 4- 120 2&- 7 11" 17 22-2'
3 14 34'-Z* 114 25'.4- 21 2W4' 1211 2T-4 4
123 26-Y 17 28115" 17 .2r-S* Ar Xr-11'17 -3 25 25'-11' 25 32 4-0--W 0
20'-W 126 23!-2* 26 2Z-4" 26 18*-3 34 20--5- 134 19 6 123 ZT-IU" 17 3 M _j tu
-T3-0 -2F-Tir W W-Sri--1 26 - 7_. t'-I" 17 31Y-I--V 2Z-S* 26 25-4" 26 2W-V 26 19'-ll'1W ��4 -2-V-i�34 4'-W 69
lir-81 - LL
129 2Z-(r �-3* 29 1T-2* 38 1 W-3* 38 8.r _T6�-3- W.729`-S" 20 28'.5" -26-
'23-74�ij M---W--2. 4-(r .77 130 -2 TrF'W-24�1- W 23'-3" 29 18'-I(r 138 21�1" 38 2
T=4 a IT-2* 134 20'-4" 34 IW-8" 34 1T-2 38 IW-3" 38 4-W .89 - 3T 476�77
11 ifir-ir 34 15--if 44 1 r-To�--71 14 - 34 �-l- 138 -0-4- 38 4--0- 99-
tj*7i .23 18 .89 140-1 F4-6' 23 274' 23 '-F 23 17-11" 34 -7 34 21'-6
18'-T [34 2OW .34 1"T138 21
7-Z -ff-14ri 1 23 241-5- 4 -7+ C4
�:38
4 1 0-2-7�4�6 IT-F 44 -Z 0
F-150 -WI-1 2-61-23-6- 261 102 W-s* 23 .19'.11* 34 2 -r 44 18'-11-
�-11* 39 1W-11' 39 18`41� 39 1.13'-B'-W 7T6-,r Ti--1 6`4r 51 4-(r ing 150 122--1 26 24'-1 26 18`4�W-25W-136-70�.I, W-w-3-T91-1 ir-7* MT-Z�To-2
Ji-x-A 7T.W4�Penelsumhuun AIlFr 16' ;ore Density Foam
W-mcf. OpenStruclurasMon too*(, 1 -14 or H-25 1.0 EPS - 8-X 45-X I Alloy 105 -14 or k25 2.0 EPS;Ore Density Foam
I R( Wars I lass&Modular Rooms Enclosed Overhang 4 Wind Open Strmucetumms I cr Rooms&Attached Covers
Zone 1&2 3 Al 1&2 . 3 4 j. 13,2 30.,[spa 4 cantilev Zone 1&2 i 3 4 1&2 Ulass&Module a Encto 0 ng,
a 1 3 4 1&2 1 spa 3w I spa 4 oad. Cantilever
a., (M Parilload- spannos& spannoacr spannos& soannoscr spaniloacr spa nil d* nil <
IMPH) pannoad,-Soo spannoad*1 spannoacr spaniload'I Pannoscl*I Spann nnos& PH x
100 '21ir-11"113 U-6` '13 3M� 13 -2T-1l-t2D�26--g- .20 1,25�11-t20 1 27-4- (0 ?2-
.23 12C-11- 2a r 47-27" 23 4'-(Wr 145 100 34�-7' 1-13 3V-W 13 L r-5" 13 2 2D MAI' 20 291-10" 20 2&-g* 23 12W-10-V23-12T-10" 23 '-0" 45 - (0
-2jrTjr Q)
.!p _BW
14 23'-4" 1 2F-T 2t 1 26-3" 21 1 2(r-7' -21 1.ZT-l'1271 27-3" 27 4 110 -334r 14 31r-7r' 14 3V-4* `14 71--ff-;F-71--2-9 F- 17--4'7-
110 207-2" -14 3T-r U Z
-fff- -'0--6 77--NITr"TT 21'�r '25 '2T-11* 25 2T-7 1 21 27 26-r 27 -23--8
3Z -S"" 32 J4 .65 -T2_0 -9(�Y5 17- 31r4r 7 -I(r 117 24W-25 2T-W 25 N:R� -217W :
--Tb-77--97-'W-Zr�g -1 r-27Ti"'W 72-3 29 12 'W
1W 25 �26 2 - I a.?1 2? -?'" --
34 19'-111' 34 4,-0- 17 37-(r 17 -24r2`'W - 34 0
29. 17'-5'
-W-3 31�3* 20 3(Y-3" 20 22'-1 '19--23--8- W 24�9' 29 W-l" 38 21-W -W-7.0-1 T7
3 4'-3 fO 2�-r To 29�2 7W,1991-T9 - '29 21'-6" 38 19-SY" I&- W, 4--W 77- _T3-0- 27-41--H .11' 34 4'-0--69 Z 1.1- LU CLE
34 1T-S"
71---fz-r---2T-25M--Tr-P4--F,-W-18�4- '34 2(y-6. 34 IV-w: ja 39 18-- .38 74-0-1--f6r 1-- W 2W-1 23'-8' 34 34 0
145-1 4�- 89 23 2W-2'
34 34 16' -1. _I 2Z-17- 30 ?Z-5- 38 21�-B- -7--(r -So- Uj
T40-2-ff-r W'T5--3*--ff-24�6-73--P-r4-- -9---�2wr-6� I W-1 of 23 2V-7 23 2-1--2* W-23�T 77- M LL
'-2" 44 if 44 4'-0" 89 T40-2-�6�1* .2T 34 -T8---W -10
77 .10"
2Z-11r&6 �2- T9--fW-2* 3 18'-6' 39 13.10" 26 2r-4" 26 26--5- 26 19�V-W 2Z-11* 39 21'-5" 39'-�T�7�4�C 51 1 -71-- Ir 0- Qj
-r5-0 -37-3- 26 23'-g" 26 51 34 27.11* 2 1,
9 .39 116� 51 6 5`1 4--0- 1b2 IN [2114 N
-U'x0.030'Panels Aluminum Allo77 reDensl X 48-X 0.030 Panwals Aluminum Allov W -
3-x 105 14 or 11-25 2.0 EPS ;ore Densi F Z
Wind. 11 fl- Screen Room& c d Cover"sm
I Glass&Modular ooms Encl ed[Overfthang Wind Open Stru Mono-StoompWad oofl Screen Rooms&Attached Covemis I Glass odular ooms Encl ad 10�erhang,
zone 1&2--F-3 4� 1&2 3 4 1 Cantfiav r
spa 4 Zone 1&2 AloaCrf 1&2 3 4 08 D. t-- Lu
spanlload* soanfloacr spannoscr spanfloacr I..n;,Aosd*1. no.d. - 0 .
:(MPH) span/loacrispannoad* spamload-I T ntilever LL Co
I (MPH) spannoacr I soamload*I Spann spanhoadI Spannoad*j spa $03 3 0
IGO 2( n1loadd smin&/ioad* n1load* C:
'1 -3" 20 -33'.1(r 120 1 32-8'
3,V-7* A31 39-8' 13 37"-5" 13 1 27-8' 1-20 3(Y-11' 20 29'40" 20 25'-g* 23 28'-10"f23 I 2T-10" 23 1 4'-OW*145 100 3T-1 1"113 1 4Z-F 11 1.41r-li'l 13 1 1 Spann ad'I Ca
1118 7 33-W 14 20:: 28-3"1231 31-7- 23 3W-6*1231 V-W 38
37'-7" '14 3V-4' 14 L26-11- 21 3V-2- 21 291'-�2'
[.55 4 41r12-14 -1 14 2T 21 37-0" 251 31.1V 21 26'-l' 1271 2 -- co C11 0
25
f 1 7
12423- 17 36-0 117 1 -1 15--37-'!1-25 29*-3' 25 2Y-I 1
21 23W 27 26-7 . ;T 110 -Y3�4' L1 28�2'127 4':6D" it
120 3(Y-5" .1 241�-6 f 120 _ r!.- l- CD
1 21'.10" .32 F2 41- (0 " .0
32 23 32
-7-126 7T- -X L23-3-1" 9 211 34 25'-2' 34 4'
297 7 33!-1* 77-79-a 26-111' 26 26'-l" -r2--5 17 35'-1* 7 2 T6 29-7f- 32 'W W Ld x
jU 26 21%3" 34 2T-9* 34 1 1 -a
2. -- M
7-Y-1' 38 27-5 -38-rTi�-a -1a�-v 29 T-2- 4-7 38 -9, 4 (1)
29 24�9" 2 1 6-5
U-0 -2-T��11 -
- .29 -9" 8 130 -5r8- 3
1 TF-T8-'Z 23 "9 2Y11- -yo-- -2T-5-- 7r-&---6�* 2 31 25 T 2 2 21-1 38 0
23�8 _I 1. "W (r 140-1 3 11 123�234- 26.1-.-V- 71-41- 11A 24'--7r 38 23�9- 38 4-- l- W
jW2---MN-�-I- 23 - 23 �28'-T-:23 2V-7 134 23�5�7W 70�11� -T8;-8-- W=0_10 40- -F8�-w 23 23 79--W-11
T4 N-7A--�
6 1(Or" 44 27-1" 44 �0' 89
ISO --14�-6T* 26 2 26 1 9- 1.39 1 27-1- 39 21-- -TT-4- T1--W-T 51 1 2 26-1 0 : (3
IW-W 51 -0'[1021 so =26 2W-11 Z
99 _1 41� 1 W-22- 51 2(OY'-6' 1 4'- 02 (if CL
Note:Total roof panel width morn width wall width-overhang. or applied load based on the affective area of the panel Note:Total roof panel width room width+wall width+overhang. -Design or applied load based on the affective area of the panel W 2
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08-It2-2010 OF 12 0
True and cornect copy of the original Alluminum Structures Design Manual signed and seat�d by Lawrence E.B%nnett an August 17,2010.
GENERAL NOTES AND SPECIFICATIONS: Table 9.1
- Iowable Loads for Concrete Anchors Table 9.2 Wood&Concrete Fasteners for Open or Enclosed Buildings Table 9.3 Wood&Concrete Fasteners for Partially Enclosed
1. The Fastener tables were developed from data for anchors that are Screw Size E.b e
considered to be'Industry Standal anchors.The allowable loads are Allowable Loads Loads and Areas for Screws In Tension Only Buildings
based on data from catalogs from POWERS FASTENING,INC.(RAWL diameter Loads and Areas for Screws in Tension Only
Maximum Allowable-Load and Attributable Roof Area for 120 MPH Wind Zone(27.42 11 SF) Maximum Anowable-Load and Attributable Roof Area for 120 MPH Wind Zone(35.53#I SF)
Shear (ForWincIR Ions other than 120 MPH,Use Conversion Table at Bottom of this age
PRODUCTS),other anchor suppliers.and design criteria and reports from - ZAMAC NAWN(Drive Anchors) CONNECTING TO:W 0 6
for CLOSED Buildings (For Wind R glOns other than 120 MPH,Use Conversion Table
the American Forest and Paper Products and the American Plywood 1 F4' 273# 236# Fastener at Bottom of this page)
Length of Number f F�u�teners CONNECTINGTO:WOOD -�NCLOSED 8�
Association - JIM 1 236# Dia star Embedment for P 11 I'll undIngs t
2. Unless otherwise noted,the following minimum Properties of materials - TAPP R f�oncreta Screws 1. 2 4 1 Fastener Length of
Nu
were used in calculating.allowed loadings: 1.114" 15116" 264#-10 S - Diameter mber Fasteners
288# _11� 1 11 bl- _Lg�-_29SF 1056#-39-S-F - Embedment 2, a;
A. - 1-3/4' 151161 167# 1/4'a 1.112" 31-14 S 79211-29 SF 1 2 7-3 ; 4 2 z<
Aluminum; 371# 259# 2-112" 66SOM#-24 S 1188#-43 SF 1584#-58 SF 114"a 264#-7 ST- -15 SF -f9-2#--2 1056#-30 SF :73 0
-at,3105 H-14 or H-25 alloy 1-114" 427# 20D# 1. 1320#-48 SF-19W# 72 SF 2640#-96 SF 1-112" 396#-11 SF -7929-2-2 SF -1188# 33SF-1584# 45 SF
1. She -T/4-- - - 2SF 2
1,1114- 11-114" 312#-11 SF P24#-23 SF - -
2. Extrusions,6063 T-6 alloy -378� 51161 1-112" 468#-17 SF 936#-34SF 1248#-46SF 660#-19 SF ljzLw-jrSF 1980#-56SF 2640#-74 SF
B. Concrete,Fc=2,500 psi @ 28 days I-1W 1-9116" 936#--g-SF - 312# -
oll 1872#-68 SF &2-4#--I
402# 7W#-28 SF 156oll-F7 FSF 1404#-61 SF Sal 6-. - -9SF 8 SF 936#-26 SF 1248#-35 SF
C. Steel,Grade D Fb/c=33.0 psi -- 1-3/4' 3-3/8' 703# 2340#-85 SF -TT12-D#-114 S 1-112" 468#-13 SF 936#-26 SF 141.149-40 Sal 53 SF Ei
PO -3 356#-13 SF 712#-36-SF 2-irr -T8R.22-SF -1560# -
WER 1 -1068# .44 SF j3-40#
D. Ex nalon Bolt 39 SF 1424#-52 SF .66 SF 1�
Wood; 114" 2- MO-19 SF -1068# 3g SF 519; 88 SF
1. Framing Lumber#2 S.P.F.rr*m*'mum W16" 1.1/4' 624# 261# - 136#-78 SF 31 20 SF 1068#-30 SF 1424#-40 SF 2-
3/1' 1-718" 32 SF -1780# 65 SF -5-7-0# 97 SF 15-SF OUZIN-45 Sal 2136#-60 SF
2.Sheathing,tall 4 ply CDX or 7/16'OSB 936f 7-51# - 1D68#-30 SF 0 ;a:
i7ilz- CO NECTING TO:CON 2.112" 890#-25 SF -
'-91116" 1,675# -T.-4-25# Cal [Min.2,500 Pat)for PARTIALLY E ICLOSED Buildin a 1780111-50 SF 670#-75 SF 3560#-100 SF Z
3. 120 MPH Wind load was used for all allowable area calcuiations. irr I.. Fastf:n-e-r-f-Length OF 43
2,332# VE--INGTOCONCRETE-11.1n...... 5 ca
__�,.22o# Nurl o harem F-P RTIALLYENCI ��� D Buildings C13
POWER S a Ulu IWedg Olt 0 Embedme 1 a wer Length of
4. For high velocity hurricane zones the miralmatim five load/applied load shag 114- 2-314" TYPE 0, K--QUIck 2 3 4 Diameter Number of toners
115 V0 PSF.be 1-111r _71-2-# i Concrete Screw Ral Zamac,fal Embedment
S -98--7- 4-1/4- 1-718* '3�2- 114"o I-11r r E talvaler, 1 2 3 4
ns may interpolated between Values but riot extrapolated-outside 1,358# 273#-10 SF 546111-20- aragw- 1092#-40 SF OF FASTENER 'Quick S t"Concrete Screw RAVA Zarnsc Nald or Equivalent
values 1/2" all 2-1/2" 2,271# 318#-12 SF 632#- 1.1 . M ad
5/8" ,2 TYPE OF FA TFNER-Concrete crew Rawl Ta -8 SF 466#-17 SF 699#-25 -34 SF
6. Aluminum metals that will Come in contact with ferrous metal surfaces or - 7' 2-1/4, 3,288# OrEquiva all 2r' 270#-10 SF 932#
concrete/Masonry products or Pressure treated wood - 3A 6"m 1-1/4- - 540#-20 SF 810# 30 SF 10800-39 SF
woo""Off 28H-11 Sac 576#-21 SF 864#- 2SF 1152#-42 SF OF FAS ENER-Concrete screw Rawl Ta a r or Eqll t
-and-masomy p int Will. 2-112" 1,V4* 37# 14 SF -742#-2-7 SF 1113#-41 SF 1494#. I-lar 246#-7 SF 492#-14 SIF
shall be coated w/two coats Of aluminum Metal tall 2.
a Ora 3-1/2- 114's 64 SIF 738# 21 SF WWI-28 SF
coat of heavy-bodied bituminous paint,or ft wood or other absorbing '05# 16# 1-114" 13 SF _730# 27 SF 1095#-40 SF 1460#-53 SF 11-3/4" -3717#--9SF
4- 1 -1 634#-18 9F 951#-27 SF 1268#-36 SF
_I:E4� lJT4# 1,095# --37a�s 1-314" 427#-16 SF -T54#-3-1 SF 1281#-47 SF 1708# -95#-1-0 SF -21SF Z
Xats of aluminum house Paint and the Notes: 1-1/2" 514-19 1022#- 1-W4" -J
material shall be painted with two r 42 -1W -1112-
-iSW 1095#-31 SF 1460#-41 SF
1,V4' 37SF 1533#-56 SF 2044#-75 SF -�65#-13 SF -26-SF 1395#-39 SF 1860#-52 SF 0
joints sealed Willi a good quality caulking compound.The protective 1. Col screws are limited to 2-embedment by manufacturers. TYPE OF 703#-26 SF 1406#-51 SF 2109#-77 SF 2812#-103 SF -1112- 437#-12 SF t:
n Botts(Rawl Power RnIt a nt 601#-17 SF -
III Code or Corobound Cold Galvanizing Printer and Finisher. 3.Prod ucts equal to rawl may be substituted. Allowab Load C ersion Multipliers 318"o 2-1/2" 1202# 34 SF Ital-51 SF 2400- SF
Florida But NER-Expel 1-314" Z LU 0.
materials shall be as listed in section 2003,8.4.3 through 2003.8.4.6 of the 2.Values listed are allowed bads with a safety factor of 4 applied. -774#-2-5 SF 1311#-37 SF 748#-49 SF LJ
ilow-115 SF 420D#-153 SF Expansl Bolts Rawl Power Bolt car E ulvalent
12-
2-1 1205#-34 2410#-
for Edge stances More Than Sail 318
7. All fasteners or aluminum Parts shall be cormsion resistant such as non 4.Anl racaa�irag bads perpendicular to the diameter are in tension. -1Z IYPE Of-FASTENER
magnetic stainless Steel grade 304 or 316- 5.Allmlable loads are Increased by 1.00 for wind bad. Edge 1/2"a _j725jI 6300#-230 SF - SF
--fiension --fh-ear 153S 5596#-204 SF 3-1al I Jvuj�x- 73 SF 5212#-147 SF Z
-5 f2 Z
Ceramic coated,double Mull pliers 3- 419/9- 3615#-102SF 4820#-136 SF
zinc coated or powder coated steel fasteners.Drily fasteners that are 6.Minimum edge distance and center to center spacing shall be 5d. Distance 7SF 2606#-
d 1.00 1.0o- Nol LU
112 111 -3- 1 88omW- -102 - 74 3SF 0 Z
old WIND LOAD CONVERSION-...;
shall not be used. 8-ManUfOck"M recommended reductions for edge distance of Sd have been ---7-2-0 For Wind ZDnesallegiors Other than i 2n up Note:
warranded as corrosion resistant shall be used;Unprotected steel fasteners US#-340
7.AnCtors receiving bads Parallel to the diameter are shear loads. 9328# SF 36121 Z
applied- .04 1-The minimum distance from the edge of the Ld
8, Any structure Within 1,100 feet of a San water area;(bay or Exam 7d 1.08 1.40 concrete to the ammte and"and spacing
OCOan'shal Pl&: fTables Shown" tance from the edge of the WIND LOAD CONV LU LU LU
Determble the number of concrete anchom required for a pool gal 1-11 betwom sill shag not be less than 5d where rrel still loads and roof me ForWandZonee'Regal ERSIONTABLE: -.1 C.)
have fasteners made of non-magnetic stainless steel 304 or 316 series. 60 fall. Z
80 ons other than 120 MPH U) ca- U.1
enclosu is by dividing ft uP"ft load by the anchor allowed load. ld i'�' al Is Ill archor diameter. between anchors"rot be less than 6d (rables Shown),MUM*allowable bads and rod ::a X
b aluminum by the For a 2"'x 6'beam with: 2.Allowable roof areas am based on bads for conversion factor.
410series has not been approved for usawt s by the concrete In the Concrete anchor and spacing
10d 1.18 2.00 where all I%the anchor diameter. areas by the conversion factor, LU LU
Aluminum Associalon and should not be Lased. spell-'r-o"O.C. lid 1.21 - Glass I Enclosed ROOMS(Ml I a 1.00. -V"ND APPLIED CONVERSION 2.Allowable loads have been Increased by 1.33 for ce
Any project Covering a pool with Jsalt water chlorination disinfection allowed SW=2V-S'(rable 1.1) REGION w Z
LOAD FACTOR wind loading, n LU
system shag use the above raw W 12d---72-5 -MN D APPLIED -CO-NVERSION LL
ended fasteners.This is not limited to UPLIFT LOAD=112(BEAM SP Ix BEAM&UPRIGHTSP 100 26-6 3.Allowable roof areas are based on loads for 0
AN Glass/Partially Enclosed Rooms(MWFRS) (5 LU 1.Z
bass anchoring systems but III all ccrinection NUMBER OF ANCHORS �112(2�0147M)x r%x Wfo�#11?Stq�X 110 26.8 1,01 --MG_10N LOAD FACTOR
ALLOWED LOAD ON ANCHOR 120 100 2-5 0
NUMBER OF ANCHOl 71-470# =1.67 .00 1-1.00 -,to 1.22 0 0
12Y- - 30 LL 0
2&9 to
-�SECTION,9 DESIGN STATE-M 427# 113111 - 32-2 0.97 35 1.03 Co
ENT: Tbamfore.use 2 anchors.one 0.92 112111 -2
(1)can each side of uprighL 123 X7- 1.00 Z
anchor systems in the Fastener section are designed for a 130 MPH wind 140-1- 37.3 0-86 13-0 4-2 U) ;a�7
a:
Table Is I)asad on Rawl Productial allowable loads for 2,500 ps.l.concrete. I
fload-Multipliera for other Tind W tM 0.94 a W
zones k-ave been Provided.Allowable loads 37.3 0.86 --14-0-1&2 4r- ul
riclude,a 13a%win 15-0 -4 Z Z
I load increase astrovided for in The 2007 Florida Building 28 :3
e4ith 2009 Supplements.The us this multiplier is only allol once and
135 56
�11 have selected anchoring system wIllth Include strapping,nails and other 00
f
fasten Table 9.5A Allowable Loads&Roof Areas Over Posts j*aximuma Allowable Fastener Loads 0
ers.
for Metal to Metal,Beam to Upright Bolt Connections Table 9.6
Metal Plate to Wood Support Table 9.9 Inimaurn Anchor Size for slons -J U.
Enclos Structures @ 27.42#JSF
Fasteraw, I Connection
I'll 1 4 ply C2.
Table 9.4 Maximum Allowable Fastener Loads call rain.edge-min,car No.of Fastens�s/ f Are (SF Shear 518 4 ply 11 314 4 slons Wan' lu concrete Wood
distance I I Area 21 Pull Out
31 41Ama screw 0 be. rxg*
-5 Alloy Aluminum Framing 1,454-53 2,955-.1106-4.dbZ159 5.81 11 1/4* 1/4'
for SAE Grade 5 Steel Fasteners Into 6005 T to car. I 2x 10* 0
lbs.) Pun out Shaw PUN Out 1/4" #14 1/l 114, X
(As Recommended By Manufacturers) 1/2- 9-212 #8 93 113 59 134 71 r !!!!!!1 1/4' #14 1=
8- 718" #12 1/4' #12 3:
Self-Tapping and Machine Screws Allowable Loads Tensile -91-67 3/ IS94-69 lJO_o-bB2-207 7.576-276 #10 ILA.) A511- 7Zu -T4T- - #10 1`-
31F--94= 2 78 2- IF: #10 ir
Strength 55,000 psi;Show 24,00111 psi -168 8,816-249-910N331 #12 118 71 78 -1-43 9-4 2-x 6,or less #8 #8 <
11-19- 3,030-110 132 7-0 - -- a.
'791 i,'0-90332 #14 Nol cal
-TcrOwl i Allowable Tensile Loads on .2 for N IZ120-442
Imal Wall Thl Table 9.5B Table 9.7 lurninum R uminum or S Man Wall.beam and upright Minimum anal sizes be Lased for fell gutter,
#8 -FI-64 12-2 13-9 15-3 Allowable Loads&Roof Areas Over Posts drell connections,
200 228 1 255 0
910 MW 14-1 1-61 17-7 2-31 ---- for Metal to Metal,Beam to Upright Bolt Connections Aluminum Mandrel 16 Z LL 0
Enclos Structures 135.53#/SF TOM Table 9.10 Alternative Anch r Selection Factors for A al Screw Sizes U.
.2-1-V 15-6 --T7-8 19-6 2-91 -72-7 1
-W4-7-25F 186 ---712--F3-2-- -3F7---38-9 Fasten 21 W - 6
529 C,
diam 5132" otai Metal E LL
--33Y----77-4 508 Min.ad min.c1r. No.of Faste 90 LU a
3�
W 66, distance to ctL I/ a 1 21 3116- 5 720 AnchorStu, in 4' Sair 0- Z
1 5,819-164 Jaa 0.58 0.46 0.27 c: LL,
465 -70-0 0.80 0
-'9--TIT- 793 1/4" 112" 5/8" 1,454 2,908-82 4.362-125 Tablil Alternative Angle and Anchor Systems for Beams Anchored to (D 8 r-
,6 "T
71-2 -r5-V --Y7-3 --T2-3 --6(F---F93--77-9- 5116" 3l 7/8" 1,894 -3,788-107 Wallis,Uprights,Carrier Beams,or Other Connections ii-0 -ya-o -55 0.72 0.57 0.33 9 (D to
5 682-160 1 7.576-213 C: 0
6,060-171 M (a
At ble Shear Loads on Screws for Nor 111 li Ii i 1 2,272 79iT-1-28 6,818-192 1261,amph'C"Exposure Very Screw Siza wl VVIrld Zone Use Next Larger Size for"C* 912 F7-2
Size -Nd IZM-341 Exp19Surff9 0.46 -75-7 cc)
0.044" Datil 1-000 1 tal 7-e.ogr Notes for Tables 9.5 A,B: #14
0.78 1.00 0.59 -37-6 111 UJI
Maximum Screw I Anchor Size Silo*
1-9r 1-36 11lin 9 a LU
_T18--245 Max Size of Bell ;;.h-..,Type 0.46 0.59 1.00 0.79 1 it
ol- 133 147 192 1.Tables 9.5 A&B are based on 3 second --6.-27 -F3-3 - M
#8 117
- cription To wan To Upright I
#10 � 164 17-0 28-4 wind gusts at 120 MPH;Exposure'B"; All ;WL-d-Co.�eln. Upright Des Bearr --0-26 03-6 0.sa
#12 -T-21V 150 171 188 246 280 1-1.0. for Edge tames More Than Sal 0.79 1.00 LU
94--r2-5(r 0 0
W-4--3W- screws&bolts and 3d O.C.for rival pliers
-T]--M-48 203 - 2-23 333 Edge r x 4-x all 3116" #10 hor Selection Factors for Anchor I Screw Sizes 9 a.
--i-79 2.Minimum spacing is 2-1/2d D.C.for At b a Loa 1-x1- F0-45- Alternative All
4 -2 " T7-2 -19-5--'W4- 2-81 Mu x 4�.Ill 0463
-91-6 'UI-2-5 --2S--X-- --m- 358 487 3.Minimum edge distance Is 2d for screws, X16' #12 Concrete and Wood Dyne Bolts ii-w and LU
--Y7-9 --:M- 416 4 634 Distance Tension Show 2"x S"x Ill U-channel (concrete wm":2"maximum embeaftreal IU
- MR---729-- -12d ----T-25
31F -- bolts,and rivets. I-1rZ x 1-112'x 1-1/2"x 0 126* Irz #14 2.114*embedment respectively) Z 0
305 335 430 49-9 7-1 r x 6-x 0.04z�- IT--han.91 -Fx-2-1 fia-x 1-x�o
560 916-- W16 Anchor Sba IV E3/r Anchor 3116-
Stre
---N-7 1015 10d 2-x a-x 0 0 ame" irr 0
SE -447 W5 lid Tx-I/r(0-125) 3/16" ZW
2.00 r x ir x 0.0 Angle #12
1_1l 1116.(0 067) _
Old 1.80 �x;0;ff;1- I f: JM. - --1.00 3116" 0
DOU 14 #12 08 00 .46 X
,�Shaar�LOads On�sMfIrN 1.18 3116 3 0.50 -
Bolt Sh:linfid WON Ackness Obs.
--r-" ble She r rx 7x 0.0 Angle I-lir x 1-1/2"3116% 111'r CT83 1.00 0.69
Size Nd .0 0.0sr ad i6ii 1.60 X1881 114- #14 - 1 rr 46 4,0111--- 0
0l rx10`x- 3/8' 1 U.
.055, all all fal Angle 0.50 1, i
39-0 1.08 1.40 X I-Il 11W(0.0l Multiply the number of jas .00
1/4 all W 7 R39 117 7d 19- LU
,-NIS' 0,312V 508 974 fid 1.04 1.20 -F x F x(I Angle 1-3/4'x 11-W x 1/8'(0.125') -114 -#14 Ofscn screws x size of arKhmiscrew desired and rMound up X IL
318" 832 9M 1269 Ms. Ttaftlikaitaw.
Angie all
0.375* 0 -878 998 1 20 1522 Sd _70-0 1.00 rx10"x8.0 3W x I-W x 1 3W -#14 Example:
0.50" 71-4 --17-70 1332 141 2030 rxlrxo.o 31l it 00)#8 screws are required.the number Of#10 Sams desired is:
Notes: 2*x1ol A rx2'x1fir(0.12V) 0.8XID-(8)#10
it. Screw goesthrough two skies of members. 51lo'
:�2-AN barrel langtal calus industrial Quatity. __2LX 1(al.fal Angle Per�15 Z
cilf connectioll Use tables to select rival mbl on for screws of al specifications In aam rr
Use Manufacturers grip range to match hatal wall thickness Note. L.
:�P;HE
IS. Minimum thickness of frame Members Is OMV aluminum and 29 ga.steel. stitching screw s&a for beem/LPI found In table I.S. a
wings. 1.ga Of saw"to be@m,W211.andill Post equal to depth of beam For screw sizal use the -N
2.For post attgchm&r&use wag 8ft8chmmt IMIM a to wall of member thickness to 13
for channel Z
Multipliers Alloy determine angle din u and use real higher t"ness W angle or u channel than the LU
C',
,491-1-u-Anch ar
or Size lot C-Mra
114
�Llgon aba�. Sha�wl
_1�711
OA,
0'
0.59
'-axi
.�71
Sm T-6 Upright wall wcioa--
1269
6052 H-25 3.insdeconnecgoKpmambom"bousWwhenwwpossiblg Lu
Le.Use in lies,off&V-where possible. U)
6005 T-5 4.The thicker of thAlwo members ta cfwaral all savuld be place on Inside of the 12 Z
90
Trueand coffectcopyof the Original Aluminum Structures Design Manuallsigned and sealed by Lawrence E.Bennetton ANigual zolo.