HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE U.7E ONLY:
Date: Ila I
Fee Due:
Receipt#
Permit #/ Q D' '
ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED
°' St. Lucie County Building and Zoning
e 2300 Virginia Avenue
® - ° SCANNED Ft. Pierce, FL 34982-5652
BY 772-462-1553
-
St. Lucie
Count Y U-
APPLICATION FOR ALUMINUM STRUCTURES PERMIT
PROJECT INFORMATION
1. LOCATION/SITE ADDRESS: - UJ� � N a Uk6y h_tA
2. PROJECT NAME: Crc,,�
SITE PLAN NAME:
3. PROPERTY TAX ID #: 1403 3O "� ——g
4. LEGAL DESCRIPTION (attach extra sheets if necessary): 3 J34 q0 S' I ' Yg CC II E&-�
cC v 4 I �a C c7c
5. PLAT 6. PAGE 7. BLOCK 8. LOT
BOOK NO. NO. NO.
9. PARCEL SIZE: ACRES/SQ FT. 0%6 LOT DIMENSIONS 4 9`7
10. SETBACKS (ACTUAL) FRONT: BACK: 30Y RIGHT SIDE: LEFT SIDE: _
11. TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE)
TYPE OF CONSTRUCTION
N=New
A= Addition
SG = Slab on Grade
SR = Raised Slab
DIMENSIONS
SQUARE FEET OF
R = Rebuild
.
WD = Wood Deck
CONSTRUCTION
❑ SCREEN ROOM
❑ NEW ❑ EXISTING
X
❑ CARPORT/PATIO ROOF
❑ NEW ❑ EXISTING
X
❑ HABITABLE GLASS ROOM
❑ NEW ❑ EXISTING
X
❑ SUNROOM
❑ NEW ❑ EXISTING
X
❑ SHED
❑ NEW ❑ EXISTING
X
POOL ENCLOSURE
J� jX
NEW ❑ EXISTING
X
❑ M H ROOF OVER
❑ NEW ❑ EXISTING
X
❑ ROOF SYSTEM OVER
❑ NEW ❑ EXISTING
X
EXISTING ACCESSORY STRUCTURE
❑ OTHER:
❑ NEW ❑ EXISTING
X
❑ POOL FENCE
Linear feet
TOTAL SQUARE FOOTAGE OF CONSTRUCTION
S` 5
12. VALUE OF CONSTRUCTION: $ QQ0.3
The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to
question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with
similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted
PRIOR TO FIRST INSPECTION.
SLCCDV Form No.: 001-02 Rev. 31112009
OWNER INFORMATION
NAME: ta.cv( V,
ADDRESS (0sw 1y
CITY: �t�Y-� �le�Ge. STATE: ZIP 34q _
PHONE (DAYTIME): (_) EMAIL:
FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM
THE OWNER LISTED ABOVE:
FEE SIMPLE TITLEHOLDER: W I A
ADDRESS:
CITY: STATE: ZIP
PHONE (DAYTIME): (_)
CONTRACTOR INFORMATION
STATE OF FLORIDA REG./CERT #: 5c -- 131 6-Z ST. LUCIE COUNTY CERT #: CD
BUSINESS NAME:
QUALIFIER'S NAME:
T�J
ADDRESS: 9 I ) J i 4 ��ui ins � A.
ZIP a
CITY: �Y k" STATE: �JoCp c�
�y
PHONE (DAYTIME): (_W l�� FAX NO. �% Q7 % 16 7 i email:
ARCHITECT/ENGINEER: 0)
ADDRESS: LitS
�i ZIP
CITY: _ STATE: •
PHONE (DAYTIME): 55* I' 35�
NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING,
AND HVAC
ZONING REQUIREMENTS
All such structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE.
❑ 2 scaled plot plans showing lot size, dimensions of existing host structure, and proposed aluminum addition. All setbacks
including front, side, rear and distance between adjacent property structures in MH Parks shall be indicated on the plot plan.
❑ 2 sets of color photos for all storm damaged areas to be reconstructed. One picture must include house address number for
inspection verification. ( not required for construction unrelated to storms)
OFFICE USE ONLY,
SECTION
s
TOWNSHIP .
RANGE
' 1 D
`t
MAP NO.
f�
Additional
ZONING
LAND USE
LOT CVG %
Permits
Required
REPORT
}
BIMS FEE
o"V
MISC FEES
�J� 00
! ' V
TOTAL FEES
�o
CODE
6
BUILDING & ZONING. REVIEW
FRONT
PLANS
VALUE OF CONSTRUCTION
REVIEW
COUNTER
ZONING
SUPERVISOR
EXAMINER
VEGETATION
USING ICC TABLE
DATE
COMPLETE
1 a
O
3 sib, qs
INITIALS
4881 Distribution, Court ® Orlando, Florida 32822
9f. LU C jC Oftob , Florida
2009
(407) 277-1028 0 FAX (407) 277-1674
I, David Davis, give power of attorney to
for the purpose of
Obtaining a buildi` g permit to construct a pool enclosure on
Lot in subdivision.
Address: 630 N HVVv 61 A
The foregoing instrument was acknowledged before me this
day of DOC 20011 by Nod NVI s
••MM1SS/04' /s
F' ;
OR'•
.*_
o� MDD 604804
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1170702.94Feet
:.-'V.V',,,dnesday, Jan 20, 2010 09:06 AM
2io�,
CERTIFICATION:
This application is hereby made in order to obtain a permit to do the work and installations as indicated, and to obtain a
certificate of capacity, if applicable, for the permitted work.
NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO
OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE TO APPLICANT: IN THE EVENT IT IS NOT YOUR RIGHT TITLE OR INTEREST THAT IS SUBJECT TO
ATTACHMENT, THE APPLICANT DOES HEREBY MAKE A GOOD FAITH PROMISE TO
DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE
PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT, AND DOES SO AS A
CONDITION PRECEDENT TO THIS PERMIT
1. If utilizing the AAF Guide to Aluminum Construction in High Wind Zones, I the Contractor/Owner Builder hereby certify
that the components being used, fasteners type and fastening pattern meet all the requirements for the designated wind
zones established by the county and take full responsibility for complying with the submitted design of the structure being
permitted.'
2. I further certify that all the foregoing information is accurate, that no work or installation has commenced prior to the
issuance of a permit and that all work shall be performed in compliance with all applicable laws regulating construction and
zoning in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, and HVAC, etc., not
otherwise included with this building permit application.
3. I , the Contractor / Owner Builder, have verified that the existing foundation meets the requirements .of the Engineer of
Record and is in adequate condition to withstand the uplift and weight of the aluminum structure and said structure will not
exceed the forjnt of the structure that was in existence prior to removal by the storms.
WlqrR OR C CTOR SIGNATURE ONTRACTOR SIG AT
STATE OF FLORIDA
COUNTY OF e 4`i i!t\ P
The foregoing instrument was acknowledged before me
me this 36a day of ca t \ , 20—\CL_,
by C3&tiLc%
who is personally known. to me, or who has
produced
��".r '' `�ENNIFERIK. GIBSON
Signatur Y *q' MYCah4MlSgtb N # DD 884317
IMPORTANT N Bonded
August U 2013
Thru Notary Public Underwriters
STATE OF FLOP
A
COUNTY OF
The foregoing instrument was acknowledged before me
me this day of ��Ca� , 20-1fa_,
by
who is personally known L to me, or who has
produced
(Seal)
JENNIFER K. GIBSON
MY COMMISSION # DD 884317
EXPIRES: Auauet gr oM o
• TWO (2) SIGNATURES ARE REQUIRED. ACH SIGNATURE MUST Bpi iPT>Pibi�ll��i THIS
BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSON ICE
LISTED ON THE FRONT OF THE APPLICATION, TO SIGN THIS APPLICATION & THE OWNERBLDR
AFFIDAVIT.
• ' ALL SIGNATURES ON APPLICATION SUBMITTED SHALL BE ORIGINAL, SIGNED IN INK. COPIES, FAXES, OR
STAMPED REPRODUCTIONS ARE PROHIBITED.
• WHEN A PERMIT IS AVAILIBLE FOR ISSUANCE BUT IS NOT PICKED UP WITHIN THIRTY (30) DAYS AFTER
NOTIFICATION OF AVAILIBILITY, IT WILL BE VOIDED. IF THE APPLICATION IS RESUBMITTED, AN
ADDITIONAL FEE WILL BE CHARGED.
•r
PLAN REVIEW SPECIFICATION CHECKLIST
PLEASE PROVIDE ONE OF THE FOLLOWING:
❑ 2 Sets of Detailed Plans: Dated, Signed & Sealed by an Engineer or Architect holding a Florida State professional license.
❑ 2 Sets of Detailed Plans: Designed in accordance with the AAF Guide To Aluminum Construction in High Wind Areas.
❑ 2 Sets of Detailed Plans: Designed in accordance with any Approved Manual per fs-489.113.
(I) ANY PLANS SUBMITTED WITHOUT COMPLYING WITH THE FOLLOWING SHALL BE RETURNED WITHOUT
APPROVAL. ALL PLANS MUST BE IN INK AND ANY NOTATIONS IN PENCIL WILL NOT BE CONSIDERED A PART OF
A SUBMISSION.
• All plans must be legible and must be designed in Architect's Scale on pages which are 81/2" x I I" or larger.
• All relevant tables & details, if using a manual, must be properly highlighted and must match design checklists &
drawings:
• The plan view must include all dimensions; the location of the host structure and all materials must be sized and
identified thereon.
• All elevations must be shown, including 4`h wall detail, dimensions and all material must be sized and identified.
• All primary and secondary carrier beams, spans, spacing, gauges must be shown [Example: 2" x 8" x .072"].
• All methods of fastening or other details which are relevant to the design must be identified on the Plans.
• . All upright column heights, sizes, spacing and gauges must be shown as follows: [Example: 3" x 3" x .050"].
• All chair -rails, roof purlins, girts, channels, knee -bracing; k-bracing, cable bracing or any other required component must
be sized and identified.
• All ridge beams and super gutter or fascia attachments must be identified.
• All roof pans or composite panels, with gauges and spans, must be sized and identified.
•. All footing, slab and ISO pier designs must be on the plans, per the Architect / Engineer's plans & specifications.
• All light metal alloys which are utilized shall be designed in with the Florida Building Code of 2007, Chapter
20, including 2006 revisions.
• Barrier railings, if utilized, shall have all materials, fasteners and height specified and shall have self-closing,,self-
catching gates with picket spacing.
(II) SITE CONSTRUCTED SHEDS, HAVING ANY ALUMINUM COMPONENT, SHALL MEET ALL OF THE ABOVE
REQUIREMENTS AND THE FOLLOWING ADDITIONAL ITEMS:
(A) 2 copies of the current product approval [i.e. N.O.A. or State of Florida approval] with the proposed "opening" or cladding
component highlighted and with fasteners and design pressures, per FBC 1714, clearly identified.
(B) 2 electric schematics, in accordance with the N.E.C., if applicable.
(C) Design pressures, per ASCE-7, identified on the openings of all Plans.
(III) HABITABLE ROOMS/ADDITIONS DESIGNS SHALL MEET ALL OF THE ABOVE REQUIREMENTS, EXCEPT AAMA
SPECIFICATIONS, AND CHAPTER 13 OF THE FLORIDA BUILDING CODE.
(IV) SUNROOMS (as defined in R202 and FBC 2002.6) MAY BE CONSTRUCTED, SO LONG AS THEY MEET ALL OF THE
ABOVE REQUIREMENTS AND MUST BE IN STRICT COMPLIANCE WITH AAMA/NPEA/NSA2100.02 AND MEET THE
FOLLOWING ADDITIONAL ITEMS:
(1) The designer or engineer will state on all Plans, which Category of Design [3.1.2] will be used, inclusive of the definition.
(2) If designing a Category 4 or Category 5 structure, as defined in the current Edition of 3.1.2.4 and 3.1.2.5, proper energy
calculations and long form equipment sizing calculations shall be required, pursuant to Chapter 13 of the current State of
Florida Building Code. - -
(V) MOBILE HOMES (FAC 15C-2.0081 - FAC 15C2.0072): ALL STRUCTURES ADJACENT TO OR,NEW ROOF SYSTEMS
(Pan or Composite) OVER EXISTING ADJACENT STRUCTURES TO A MOBILE HOME SHALL REQUIRE:
(a) A 4'h wall or a current, signed original manufacturer's attachment approval letter which includes the model number, serial
number and current owner's name and street address.
(b) That the complete guide to H.U.D. specifications be strictly adhered to.
(c) A Certified Florida Engineer may design the manner of attachment of the proposed structure to the host house but shall
assume full responsibility for both structures' integrity by site specific documentation.
Public Works Department
Code Compliance Division
2300 Virginia Avenue
Ft. Pierce, FL 34982-5652
PERMIT RE EWAL REQUEST
ADDRESS: Oq on 1 1
A PERMIT NO.: " D
I, D V 1 d Dayo AM REQUESTING THAT THE ABOVE
PERMIT IS RENEWED FOR EIGHTEEN MONTHS. I UNDERSTAND THAT I MUST
SCHEDULE AND PASS ALL REQUIRED INSPECTIONS FOR THE PERMIT TO BE
FINALED. FURTHER, I UNDERSTAND THAT THIS IS A ONE TIME RENEWAL AND
THE PERMIT SHALL EXPIRE SHOULD I NOT RECEIVE A PASSING INSPECTION
DURING ANY SIX MONTH PERIOD DURING THE RENEWAL PERIOD.
3 lb
O uilder or Contractor Signature Date
STATE OF FLO
COUNTY OF IM-64p-
i
Q
Sworn to and subscribed before me this day of / 1 2011-
by Mi C 1 bvfs . Who is personally known Y or who has produced
identification.
Notary Public, State of Fly &• rl _ lnn
Signature of Notary:
Commission No.:
FOR OFFICE USE ONLY:
RENEWAL FEE:
OPEN INSPECTIONS ( ) X PERMIT FEE ($
TOTAL INSPECTIONS ( )
1
4881 Distribution Court o Orland®, Florida 32922
• LuCIC C�U�I Florida
20.10
(407) 277-1028 o FAX (407) 277-1674
I, David Davis, give power of attorney to
hobe ri- 5i m D m n for the purpose of
Obtaining a building permit to construct a pool
Lot I in
Address: b52
enclosure on
subdivision.
The foregoing instrument was acknowledged bef_®re me this
day of Avysl ;P201 by I I A DA l5
,,
�Q� tk EXPj,�,•.•
's J 'L`ti' : C
i •. Kota.•:
009:CPH E. SMITH, CM- .,;,P' Timcmcvi� COURT - smNT Luc= cov,
k` E # 3443540 OR BOOK 3172 17AGE 2366, Recorded 02/18/2010-1.:4J2101 PH
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STATE OF FLORIDA
ST..LUCI'E COUNTY
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ROD & 4108 CAP E-876282 733 ADJACENT PROPERTY VACANT
FOUND 1/2" IRON NAD83 �,C; v,
PIPE 2.83 N
STEMWALL & w GOVERNMENT LOT 4
FORMBOARD LOCATION o
-TOP OF BLOCK �. SECTION 3 - 3 4 = 4
ELEV-14,42' NAVD
(15.89' NGVD)
-TOP OF BOARDS
MIN. SETBACK REQ. ELEV-13.62' NAVD
(15.09' NGVD)
FRONT c� 5
SIDES `7.5.
CNRSIDESD COASTAL CONSTRUCTION
REAR f5' CONTROL LINE - SEPT 15 1988.
COASTAL CONSTRUCT I 0
ZNG. rrzp-Ru ST ' LUC'I E COUNTY FL . CONTROL L i;NE - DEC..
RECORED IN PLAT
U. ST.LUCIE COUNTY FL
TECH. P L A T..
BOOK 26: PAGE 26A RECORDED I:N a
0
PAGE
BOK 19
DNR MONUMENT
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DAV. I-D M. JONES
PROFESSIONAL SURVEYOR & MAPPER
(772)567-9875 3899 39TH SQUARE -
(772)567-9172.FAX VERO BEACH FL 32960
'
`
�
| �F G|VERNWE LOT 4 BEARS
'
� BEARING BASE - THE NORTH L|NE U ` ��|
�`8""4�_"4�_^-`|ND'4LL OTHER BEARINGS ARE RELATIVE THERETO`.
'3 ^ BUILDING SETBACK -|N' E5 5MUvN HERE0�ER E OBT4|NE� FROM THE ST. `
'
� BVERIFIED PR|OR TO
L '/E COUNTY PLANN|NG� DEP4RTK�ENT �ND�5MUULU �
BUILDING PLAN PREPARATION.
' HE SOUTHWEST CORNER
'
' � O� [R( D & CARTER CAP AT \
4 BENCHMARK � TOP VM ..� ""~..,.^,. ____�
~ '^ '�-- - �� |� 0O' NORTH 4��R�C/\N
OF`' ~^''~''---4NG|�'C|TY COLONY ELEV/\TlON
LOT25. � A5 - ."�". .,,.`... ___.� .
VERT|C4iD/\TUM.(l988), '
|C. VERTICAL DATUM. ADJUSTMENT.
' |1.47' N4TI0N/\L (�E0U�| . . ig��� ._
0N5||E BENCHMARK TOP 0FrK.N. |L |N THE EAST EDGE OF
PAVEMENT 0F
H PROPERTY LINE EXTENDED, ELEVATION-.—'
...STATE -ROAD A'A ON THE NORT
' |6'��' NQRTHA`-R|CAN VERTICAL DATUM, 1'988 ADJUSTMENT.
10.32 NATIONAL GEODETIC -VERTICAL.. DATUM.|g2Q4DJUSTMENT. _
P/\RCEL |4O3 O
|30 00O4 OO O
5. 'P4RCEL NUMBER F0H |H|5. - - - � . _.
6. SITE TOBE ^ SERVICED BY MUNICIPAL WATER.
'
`
'
-DESCRIPTION'
� FEET �F THE NORTH 000 FEET �F GOVERNMENT LOT 4.
THE SOUTH lUU � o
' � ' ' ''— NORTH H RANGE 40 EAST. LYING E4STOF
|'�S��TION 3 TOWNSHIP 34 SOUTH. .
''»| c^ B IN(�' 'pROpERTY WITH PARALLEL.NORTH AND SOUTH
...BOUNDARIES ° �'^`" FEET APART AND RUNNING FA0k� THE OCEAN TO THE
'R\GHT'~~ OF WAY L'N F H1GHW4Y A -|-A: SAID LAND LYINGAND
.
EASTERLY|<3�|h ^ . LUC|E COUNTY. FLORIDA.
�° CURACY-
' �
THE E°' � ' �CT � USE 0F THE LAND'IS RESIDENTIAL. THE MINIMUM
FOR THIS TYPE OF BOUNDARY SURVEY
ACCURACY
-RELATIVE| F�DISTANCE
FOOT -IN 7 �0O pEE`H ��S MET IN. CASE OF THIS
' |S U FEET,WHICH. �H|`'
|S
gURVEY. '
. . .
iD4T/\ SOURCES
THE DESCRIPTION | | W4S P O.|'DED BY THE CL|ENT. NO SEARCH OF THE '
` ' PUBLIC RECORDS WAS MADE BY THIS OFFICE TO �OC4TE THE EXISTENCE
OF EASEMENTS OR OTHER RESTRICTIONS NOT PROVIDED. BY THE CL|ENT .
(}R HIS REPRESENT4J|VE.
'
°k4EASURE}WENTk�ETH0DS
'
4 ' EUU(I k�� T USED IN PERFORMING THE FIELD WORK ASSOCIATED
' .ALL
YV��//H THIS �'`SURVEY'
S'T�ST�D ��D C4L�8R�TED.' ALL WORKWAS '
PERFORMED "WITH AN
EL�CTR N|.0 TOTAL ST4T| N �EREADINGD|Y RECT�
T^A k�|��/K�"""'OF 6~E-~OND- - PER ANGLE WITH A DISTANCE ACCURACY '
OF
CLOSED GEOMETRIC F|GUR�.4ND �NY
\ PART WAS RECORDED USING A FIELD DATA
v5U ' �—-
�0� '
''`' � FIELD NOTES.TH� BOUNDARY ���
L �CT�R AND
� CONVENTIONAL �` _-
�R�ORk�ED BY CREATING AS|DE '
'�O' SHOTSVYERE DONE USING 4 REDUNDANCY OF ME4SUREMENTS.`
'
,L|M|T4T|ONS'
PROPERTY L|ES IN FLOOD ZONE-^ %'. A0 UEPTH | . 4O DEPTH 2
4ND VE 15. PER JWAP |2|||CO087 F. DATED AUGUST |g. |gg|. ' '
`
.BOUNDARY INCONSISTENCIES.
.DUAL CORNERS EXISTMANY-LINESON ' -'|THi'N THIS
GOVERNMENT ,LOT -
SURVEYOR RECOVERED ADDITIONAL -AWUKENT4T|ON WITHIN GOVERNMENT
LOT | TO THE NORTH OF GOVERNMENT LOT4 WHICH -MATCHED CORNERS
SET BY CARTER AND /SS~~'''ES 'N- G[Y. INC., 4 CONCRETE MONUME
NT IN THE APPROXIMATE POSITION OF..THE N0RT�W ' ES
T CORNER .O�
F (OVERNMENT
LOT 4 WAS RECOVERED. THIS MONUMENT APPEARED TO HAVE BEEN DISTURBED D
AND*WAS THEREFORE DISREGARDED AND THE K0NUkENT4T|0N WHICH AGREED
WITH POSITIONS WITHIN BOTH GOVERNMENTL0TS WAS HELD.
`
'
*APPARENT PHYSICAL UG|E
` VACANT LAND.-
-EASEMENTS.
NONE PROVIDED.
-CERTIFIED TO:
-DATE OF SURVEY: JULY 06. 2007
.
THIS'SURVEY IS NOTVALID WITHOUT THES|GNATURE AND ORIGINAL
RAISED SEAL OF THE FLORIDA L[CENSED SURVEYOR AND MAPPER
NAME BELOW.:
- - - REGPONS|B�E CHARGE .
°SURV AND
�"~~~'- NUK�BER LS 3909
���|�`�K���J
LEGEND:
P.O.B.- POINT OF BEG|
p.O'C.~ POINT OF COMM
P.R.M.- PERMANENT REF
P.C.P.- PERMANENT CON
P.C.- P(}ANT OF CURV/\T
P.T.- POINT OF T/\NGEN
P.I.— POINT OF INTERS
R/VV~ RIGHT OF WAY
C ~ (�ENTERL.I@E
Z
' ELEV ~ ELEV/\TI(}@
MEAS ~ MEASURED
B.S`L,~BU[LDING SETBA
`
@GVD -.NATIONAL GEODE' VERTICAL D/\TUN
'
NAVD - NORTH /\MER|CAN
VERTICAL [)/\TUP�
v
Davis & Cleaton Engineering, Inc.
601 North Orlando Avenue
Suite #112
Maitland, FL 32751
(407) 539-2353
FAX (407)539-2334
December 15, 2009
To Whom It May Concern:
103 West Wisconsin Avenue
Suite #104
DeLand, FL 32720
(386) 738-7475
FAX (386)738-7781
This letter is to serve as authorization for the following contractor to use my sealed
engineering set of design criteria and details for the design of aluminum structures.
Custom Screens
4881 Distribution Ct.
Orlando, FL 32822
Phone: 407-277-1028
Fax: 407-277-1674
Contractor Name: David Davis
License Number: SCC131150241
Please note that I require only one signed and sealed letter per job and that I furnish the
contractor with two complete sets of signed and sealed engineering. Please be advised
that any additional signed and sealed copies are treated by me as separate jobs and
therefore add cost to the contractor.
In accordance with Florida Statute 489.113(9), this sealed engineering set is intended to
be used as a reference in conjunction with the contractor's own site -specific design
drawing. The contractor's drawing is not required to be sealed by me as the engineer of
record as per FS 489.113(9). It is only required to be in compliance with what is set forth
in my sealed design set. „ ,„ / , o 1 17 2
If there are any questions, please contact us.
Sincerely:,
Fr aton, Jr., P.E:'
License # 3.581,6'
ST. LUCIE COUNTY
BUILDING DIVISION
REVIEWED
FOR COI E
REVIEWED BY
DATE
P A PERMIT
MUST BE KEPT ON JOB OR
NO INSPECTION WILL BE MADE
General Notes & Design Statement
1) This structure has been designed in accordance with the requirements of the 2007 FBC - Residential, Chapter 3,Section R301.2.1.1,with the 2009
supplements. Wind loading requirements were met in accordance with 2007 FBC-Building Chapter 20 (light Metal Alloys) - Table 2002.4
(DESIGN PRESSURES FOR ALU ANUMSCREENENCLOSURES).
EL I=0.77 for 110 MPH or higher \ I=0.87 for 100 MPH
b. Building Category = I (in accordance with 2007 FBC Building Chapter 16 table 1604.5).
c. Applicable Internal Pressure Coefficient: f 0.00
d Design Pressure for Exterior Components & Cladding: +14 PSF
e. Wmd Speed is based on a 3 second gust wired speed Wind speed and category are defined in the title block
2) This stricture is designed to be attached to block and wood frame structures of adequate structural capacity. The contractor shall verify that the
host structure and foundation to which the aluminum structure attaches to is in good condition and meets all requirements of sufficient strength as
set forth by the engineer of record. If there is a question of stnrctural capacity then the owner, at his own expense, shall hire an architect or
engineer to verify the structural capacity of the bust structure.
3) The structures designed with this master set of engineering shall have average spans that do not exceed the primary spans set forth in the beam
span tables and shall not exceed 16' in average height. For structures where the average spares are greater than those set forth in the tables and
average heights greater than 16', site -specific engineering is required.
4) The user of this generic a lgirrering package is required to have only one signed and sealed letter of authorization fromFrank Cleatoi, JP, P.E. per
job, allowing for the usage ofthis set of engineering. Copies of said letter can be made, provided that they are used in conjunction with a signed
and sealed letter.
5) Where super gutter is specified, the two available sizes of 5 in. and 7 in, can be used interchangeably, unless otherwise noted
6) Screen wall and screen roofs are based on a 60% screen mesh density with a maximum density weave of 20x20 threads per square inch
7) Actual wall thickness ofinembeis shall not be less than 0.040 in. Alloy of members is given in the `Member Definition List."
8) Concrete shall be aminimtm28dayeompressivestrengthof2500PSI,aidbeinaccordancewiththerequirementsofACI318. Reinforcing steel
shall have a minimum yield strength of 40,000 PSI (grade 40) and be provided with cover in accordance with ACI 318. If existing concrete
slab/footing are deemed adequate; it may be incorporated into anewslab/footing by observing the following procedure:
a Clean and scabble all connecting edges
b. Drill and epoxy embed #5 t2vW reinforcing bar placed @ 12" O.C. rn id depth The rebar should be embedded aminimum of 7' (using
Rawl R KEAEpoxy Acrylate Resin System or approved equall leaving 24" exposed to be incorporated into the new slab/footing.
9) Doors aid their locations are incidental to the structural integrity of the design
10) Knee Brace lengths are given by their horizontal and vertical displacements and not the actual curt length.
11) Screen Frame wall with grnrdrail are designed as follows:
a. 201bs&F in any direction at the top of the rail and will transfer loads to the supports of the structure.
b. 2001bs concentrated load at any point in any direction along the top
c. A 1.33 stress increase is allowed per 1607.7.1.3 for working stress (allowable stress) design
12) Screen mesh continuity along frame members is incidental to the structural integrity of the design therefore each panel is not required to be
fastened in place independent of other panels around it.
13) When using Self -Drilling TEK screws in lieu of S.M S., longer s crews must be used to compensate for drill head so that the required embedment
length of threaded parts of the screw are in positive contact with the host or connected material. TFK screws and S.M.S. are used interchangeably.
Aluminum Surfaces in contact with lime -ma -tar, concrete, or other masonry materials, shall be protected with alkali -resistant coatings such as
heavy -bodied bituminous paint or water -white methacrylate lacquer.
14) Unless otherwise noted, concrete anchors shall be placed no less than 2-1/2" from the edge of slab/footing. - .
15) Minimum edge distance and center -to -center distances for fasteners are Es follows:
C-1022 La NCarbwSteel S.M.S. &Self-ddiling MN scriews
Fastener
NorriialDiameter
MninmEidge
Dishanoe
MiilnmCenterto
Carder Distaroe
r #10
0.188
5116,
12,
#12
0219
30
W.
#14
025 1
112
78'
ST. LUCIE COUNTY
BUILDING DIVISION
REVIEWED
FOR C LIAPICE
REVIEWED B
DATE
PLARTMErPERMIT
2500 PSI MIN.
CONCRETE STRENGTH
rTE •' "
DE t
3III COMPACTED OR
UNDISTURBED SOIL/SAND
III-_ I -I I- CONTINUOUS REBARS W/
-I 1 1-' ' ' 1 3" MIN. CONCRETE COVER
CONTINUOUS
PERIMETER FOOTING
Continuous Perimeter Footin¢ Usaee Requirements
Footer Size
Rebar Size & QtV
100-130 MPH Exposure B
1OD-130 MPH Exposure C
x1
x2
t8
p5
Max Beam span
Max Upright Height
Max Beam Span
Max Upright Height
8
8
2
1
15.2'
12.1'
12.1'
10. 4'
12"
8"
2
1
23.0'
16. 0'
19.2'
14. 8'
12"
12"
3
2
30.0'
17.2'
26.3'
16.0'
11"
16"
3
2
36.0'
22.2'
1 31.2'
16.9'
12"
18"
3
2
1 38.0'
23.3'
1 34.0'
17.8'
16"
18"
4
3
1 44.2'
29.5'
40.0'
22.5'
16"
24"
4
3
1 57.6'
35.4'
48.0'
20"
24"
5
4
1 69.1'
39. 7'
57.6'
.,
24" MIN. FROM
EDGE OF GRADE
<_ 10o SLOPE
Notes:
1) "xi" and "x2" dimensions may be switched to accomodate for field conditions.
23 If the span capabilities and the upright height capabilities are In conflict, the larger footer Is to be used
3) Reinforcement bars to be grade 60 steel
43 Footer size Is determined by using the average beam span or upright height of the adjoining roof or F
wall respectively =
5) For side walls (non -bearing walls), use the width of the adjoining pudin for the "Max Beam Span" = :SNbte: _
(which would Is typically no more than 8' wide). T, , a
1.
L
MEMBER DEFINITION UST
i
NAME IN DRAWING
PROPER DEFINrION
-ALLOY-
- ZO SMB - „g
2x4x 0; 0.100 Sdf-MEdirg Beni-
_6005"r5'
`2i5 SMB
2x5x 0.050x 0.116 Self -Mating Beam ^
.6005-T.5
2x6 SMB
2KEX 0.050x 0.120 Self -Mating Beam
6005-T5
2x7 SMB
2x7x 0.055x 0.120 Self -Mating Beam
6005-T5
2x8 SMB
2x8x 0.072x 0.224 Self -Mating Bean
6005.75
2x9 SMB
2x9x 0.072x 0.224 Self -Mating Beam
6005.15
2x10 SMB
2NIN 0.092x 0.389 Self -Mating Beam
6005•T5
2x5 TFB
2x5x 0.055x Q210 Triple Flange Beam
6005-T5
2x7 TFB
2x7x 0.060x 0.072 Triple Flange Beam
6005-TB
2x9 TFB
2x9x 0.082K 0,276 Triple Flange Beam
6005-T5
2?c2 H .
`____ _ Z2( 0:,044x,0.044,Hollow --_
_60MT5.
_ .-_Z6 H- ___
-Zc3x 0.045x 0.045 Hollow
6005-T5
2x5 H
2x5x 0.050x 0.050 Hollow
6-T5
2x6 H
2x6x 0.225 Hollow -
6005-T5
ar4 H
2x4x 0.050x 0.050 Hdlov
LOOS-TS
`2x9 SMB(W
2x9x 0.125x 0.485 Self -Mating Beam
6005•T5
2500 PSI MIN. STRENGTH
W/ 6x6x10 / 10 W.W.M. or
(contractor confirmed) Propex
Fibermesh 650 fiber reinforcement
-4" NOMINAL SLAB
6 mil VAPOR BARRIER
COMPACTED OR
UNDISTURBED SOIL/SAND
TREATED FOR TERMITES
TYP. SLAB FOOTING
2500 PSI MIN. STRENGTH
W/ 6x6x10 / 10 W.W.M. or
(contractor confirmed) Propex
Fibermesh 650 fiber reinforcement
i4" NOMINAL SLAB
mil VAPOR BARRIER
7-.
I COMPACTED OR
UNDISTURBED SOIL/SAND
TREATED FOR TERMITES
(2) #5 REBARS, CONTINUOUS W/
12" MIN. 3" MIN. CONCRETE COVER
TYP. TURNDOWN SLAB FOOTING
Fr`� ft-
n slabfooting is'-onlyrequired.on the load
iyall when the span of the roof beam=exceeds
Dn any wall when the average wa11T , AND ALL PROPOS
1jsa�r_ ; _-- -•:_ ..__ ..� ARE JECT TO ANY CORSECI
REQUIRED BY FIELD INSPEC,OF
uAv RE NECESSARY IN ORDER'
COMPLY WITH AL6 APPLICABLE
If this box is circled then the foundation for
the screen enclosure or screen room
is pre-existing and has been verified by the
contractor that it meets structural requirements
and is in good condition. See Note ##2 in Design
Statement. Film
Existing Foundation
T IS STRUC URE HA lsaEN �7
AIINTERNA
D REVIE D FOR MNpLIA
FC 1606.1. FOR 0 E OF THE
IND P E SURE ,
rNDBYRNq DE RIS RO CTIO
I PA RES SJAMLSE` OENGIN ER G, INC.
ivil
(I nt.)
Structural
T.
601 North Orlando Ave. I
Maitland, FL 32751 /
PHONE: (407) 539-2353
FAX: (407) 407-539-2334
heet: Drawn Bw Wind Zone: 120 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Residential, with
01 Brian Hall Exposure: B the 2009 supplements, as well as the ASCE 7-05.
ANl( CLEATON, JR, P.E.
ENGINEER- FL. LIC; 35816
WORK
THAT
NO INSPECTION WILL BE MADE
VV f f 7_J
#10 x 1/2" S.M.S.
EACH SIDE
(QUANTITY FROM
TABLE)
UPRIGHT
BEAM
KNEE BRACE LENGTH VARIES (SEE SECTION VIEW)
KNEE BRACE ATTACHED
USING STANDARD
0.050" H-CHANNEL
(TYP.)
KNEE
BRACE
#10 x 1/2" S.M.S.
EACH SIDE (TYP.)
(QUANTITY FROM KNEE
BRACE SCHEDULE)
r-BEAM TO -COLUMN.
T'llbo WNM
4' S'
I 6' 1 7' 1-e' er
2x4SME1
20A
18.9
Ef five Span
17.3
(i)
16.0
14.9
;R5'S71B-
27.3
24.4
223
20.8
' 19.3^
2x8SUE1
31.8
28.9
28.4
24.4
228
2x7 SNB
382
33.3
30.4
28.1
283
.ho
E 2r8 SUB
47.1
43.7
412
39.1
37.3
2.9 SNB
55.9
51.9
48.8
484
44.4
IS 2.10 SNB
8
60.0
59.9
58.4
535
512
2K5 TFB
29.5
26.0
23.7
220
2A5
20TFB
38.5
355.7
33.4
30.9
289
2x9 TFB
6
51.1
425
44.7
424
40.8
1) Slane may be In�rydated but and.trapdated
2) Furanyl irg smz0erthan a 20 (.e. a 2Q or20) use the pudm table to detmrine spans.
E_Nunht3iof1110S141S Harxlied
Nudlad#14SMSRe4lied
Column Schedule
EAVE
RAIL
1x2 O.B.
#10 x 1-1/2" S.M.S.
FASTENED EVERY 16" O.C. J
TO CONNECT Ix2 O.B.
TO EAVE RAIL
Note:
Straps are not required when:
(1) the upright has a connection
to the super gutter in the top 1/4
of the upright. (2) the upright
member is a 2x2 H.
2x2 H
6.2
5.8
5.5
Effective Height (Ft.)
6.1
4.6
4.6
3.9
3.3
2x3 H
8.7.8
7.3
6.9
6.7
6.4
5.9
5.5
2x4 H
9.0
8.7
8.2
7.8
7.4
7.0
6.1
5.8
m I
-1`- 2x4 8'N W,"
13.9
13.1
12.4
11.8
11.3
10.9
k4.
10.1 a
_99.8FFF2,,,
2x 5 SNB
17.2
18.2
15.3
14.6
14.0
13.5
12.5
12.1
$
US SN8
19.6
18.5
17.6
16.7
16.0
15.4
14.3
13.9I
2x 7861B
22.0
20.7
19.7
18.8
18.0
17.3
16.1
15.5
�E
2x8 SNB
30.3
26.9
1 27.4
26.1
25.0
24.0
23.2
22.4
21.7
2x9 Slide
36.0
34.6
33.2
1 31.6
30.3
29.1
28.0
27.1
26.2
2x10 SNB
41.5
39.9
5
37.0
35.4
34.0
32.6
31.7
30.7
2x5 TFB
18.2
17.1
3
15.5
14.8
14.2
13.7
13.3
12.8
2x7 TFB
24.2
22.8
6
�21
20.6
19.7
18.9
18.2
17.6
17.1
2x9 TFB
32.8
30.9
3
27.9
26.7
25.7
24.8
23.9
23.2
- .,...a. .. .....,o..o ,,.
design. Heights mey be Interpolated but not exlrepolated
PBFlin Schedule Notes:
Trlbutary Width 4.0' 4S' 5.0' -5Sr 6.0' 6S' 7A' 7.5' 9A' 1 B b I I h b th b tW th kfl b
_2x2x0X"_D
Effective Span (FL)
9.7 9.5 9.1 .8:8p B.5"a.27.97.6
7.3
2x3x0.050
�2x3xl
13.7
13A
12.8
12.4
12.011.1
10.8
06015.314.7
14.3
13.8
13.411.9
11.4
2x4xO.050
17.0
17.3
16.8
16.1
15.813.7
13.0
earn mem er s ze s c osen y e span a een a ee races.
2) If there are no knee braces then the span Is chosen by the distance of the beam
length minus half the depth of each upright. (i.e. - Beam Length - (half depth of
Upright 1 + half depth of upright 2)).
3) Knee Brace Length shall not exceed what Is given in the Knee Brace schedule (i.e.
Effective Spans may be Interpolated but not extrapolated 8' In horizontal or vertical distance) unless the site -specific layout has been approved
and sealed by a licensed professional engineer.
Chair Rail Schedule
ihbataryWidth
4' 1 t50 1 6' r 8'
r-2x2x0.045
Effective Span Ft.
8.5 -7.•8 7.6 7.1
6.8
m
2x3x0.050
11.0
10.4
9.7
9.1
8.7
m20ic0.060
12.7
11.8
11.1
10.6
10.1
2
214x0.050
13.6
12.7
11.7
11.2
10.5
2x5xO.050
15.0
13.4
12.2
11.3
10.6
4) Upright member size Is chosen by the span from the ground to the bottom of the
knee brace.
5) Chair rails that are attached to uprights through the web of the upright Into every
available screw boss of the chair rail, may be used as Guard Rails In screen enclosures
provided that they are set at a height of between 18" & 48" and that they span no
greater than what the Chair Rail Schedule' Identifies for each respective member.
6) The span tables shown are calculated for exposure B type terrain. If exposure C is
needed, then use the multipliers as follows: With a height range of [0'45% multiply
Effective Spans may be Interpolated but not extrapolated span by 0.83 or fasten Self -Mating Beams together @ 12" O.C.], [15'-20': multiply
span by 0.78 or fasten Self -Mating Beams together @ 12" O.C.], [20'-25': multiply
span by 0.74 or fasten Self -Mating Beams together @ 8" O.C.], [25'-30': multiply span
by 0.71 or fasten Self -Mating Beams together @ 6" O.C.I.
Knee Bface
Sdredtie
Leto
#ofFasteneis
L. 2G�(0050r:7
L4)t04
6
20xCLOM
4to6
8
2t4x 0.048K 0.1008f1IB
6 to 7
8
20 (1050k 0.129SNB
7 to 8
12
PURLIN
\ 1/8" THICK
GUSSET PLATE
#10 x 1/2" S.M.S.
FASTENED INTO
PURLIN AND BEAM
(QUANTITY AS SHOWN)
(TYP.)
COLUMN
=-P U R LlN IT 0 - iC:O L_U M Nrt
Carry Beam Schedule for Screen Enclosure Roofs
s,®iminr�rw,re
a• I - I m• I a' I 70• I 74•I 40•I 44• 4a• Q.
EilecOve Span (FL)
2[4 SNB
16.4
14.1
1 11.7
10.9
9.6
1 0.1
1 8.4
8.0
1 7.7
1 7.3
h58618
20.1
17.4
1 14.7
13.7
123
11.5
70.7
10.2
9.a
9.3
US Sme
22.4
20.4
17.2
15.8
14.1
132
12.2
11.7
11.2
10.7
g 2.7 S618
25.4
23.4
185
18.3
184
15.3
14.2
13.5
129
124
218 SNB
31.6
28.7
24.1
227
20.9
19.8
18.2
17.3
185
16.9
2.9 SIM
34.3
31.6
286
25.0
227
21.3
19.7
18.8
18.1
17.3
2A0 SNB
42.7
39.3
330
31.0
288
27.5
25.9
24.7
23.6
227
2.5 TFB
24.1
22.2
18.5
17.4
Ise
14.5
13.6
12.8
123
11.8
2x7 TFS
30.0
27.3
2ZS
21.8
18.8
18.6
17.3
18.4
15.7
181
2x9 TFEI
35.3
33.4
28.1
Z 4
243
23.4
22.0
21.0
2111
183
-spurns may oe vneapmmm our nar a Impaare0
#10 x 2" S.M.S. EACH
SECONDARY MEMBER,
FASTENED INTO SCREW BOSSES
SECONDARY
MEMBER
L_j'*,,_#10 x 1/2" S.M.S.
PRIMARY MEMBER FASTENED @ 24" O.C.
ELEVATION
PRIMARY MEMBER TO-SECON'DARY�MEMBER-�'
Beam Length
Span Referenced by Beam Schedule
Knee Brace Length Knee Brace Length
See site -specific Layout See site -specific Layout
for sizes for sizes
Span Referenced by J Flat Beam Span Definition
Column Schedule
Span Referenced by Beam Schedule
Upright Height
Loped Beam Span Definition
THESE PLANS AND ALL CORK CTI PROPOSED wu
ARE SUBJECT TO AN
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODES.
DAVIS & CLEATON ENGINEERING, INC.
Civil
Structural
601 North Orlando Ave.
Maitland, FL 32751
PHONE: (407) 539-2353
FAX: (407) 407-539-2334
Wind Zone: 130 MPH Design conforms to the
FBC 2007 Building and the FBC 2007 ResNlentlal, w8h /
Exposure: B the 2009 supplements, as well as the ASCE 7.05.
i!/////I
ANK cLEATbN, JR, P.E.
ENGINEER FL. LIC. 35816
#SO x 1/2" S.M.S. EACH SIDE
(QUANTITY FROM KNEE
BRACE SCHEDULE)
FASTENED THROUGH STANDARD
0.050" H-CHANNEL (TYP.)
3•
H-Channel Profile
LENGTH OF KNEE BRACE
(REFER TO SITE -SPECIFIC DRAWING
FOR LENGTHS GIVEN)
UNLESS OTHERWISE NOTED ON
A SrrE-SPECIFIC DRAWING
#10 x 1/2" S.M.S.
BEAM EACH SIDE
(QUANTITY FROM TABLE)
r UPRIGHT
KNEE
BRACE
Note:
Super Gutter size may be S" or 7".
SEALED BY THE ENGINEER OF RECORD, / #10 x 1/2" S.M.S. (FOR UP TO 2x7) OR #14 x 3/4" S.M.S.
THE BOTTOM OF KNEE BRACE (FOR 2X8 AND HIGHER) FASTENED THROUGH
BE NO MORE THAN 6" ABOVE 2"x2"XS/8" ANGLE EACH SIDE
THE TOP OF THE GUTTER
OR LIP OF SPLASH GUARD (QUANTITY AS SHOWN)
(IF KNEE BRACE IS MORE
THANLOOKOUT ARM DETAIL) EITHER,
SEE LOOKOUT TRANSOM UPRIGHT TO SUPER GUTTER
CONNECTION DETAIL
PURUN OR EAVE RAIL
#10 x 1/2" S.M.S. FASTENED
THROUGH FLAT BAR INTO
DIAGONAL BRACE (TYP.)
a
#10 x 1/2" S.M.S. FASTENED
THROUGH FLAT BAR INTO
PURLIN OR EAVE RAIL
OR BEAM (TYP.)
DIAGONAL ROOF BRACE
BEAM
ALTERNATE DIAGONAL
ROOF BRACING CONNECTION
UPRIGHT
PURUN
#10 x 1/2° S.M.S. FASTENED
THROUGH BRACKET IMO
ROOF PURUN (TYP.)IT
#10 x 1/2" S.M.S.
FASTENED INTO
DIAGONAL BRACE
(BRACE NOT SHOWN q•
FOR CIARD'n(TYP.) FRONT VIEW
(SINGLE SIDED BRACKET)
ISOMETRIC
PURUN 1•
#10 x 1/2" S,M.S. FASTENED
THROUGH BRACKET INTO
ROOF PURLIN (TYK)
'110 x 1/2' S.M.S.
FASTENED INTO
DIAGONAL BRACE
(BRACE NOT SHOWN
FOR CLARITY)
Cryp.)
6'
FRONT VIEW
(DOUBLE SIDED BRACKET)
#10 x 1/2• S.M.S.
FASTENED INTO
DIAGONAL BRACE
(BRACE NOT SHOWN
FORCIARITY) (TYP.)
2" S.M.S.
4STENED
BRACKET
INTO
IN (TYP-)
SIDE VIEW
(TYP.)
ACING
�nJiED
PURLIN-TO-PURLIN OR
BEAM -TO -BEAM.
ALSO, ORIENTATION OF
DIAGONAL BRACE IS
INCIDENTAL TO DESIGN•
10 x 1/2" S.M.S. FASTENED
HROUGH CHANNEL INTO
COP PURUN (TYP.)
#10 x 1/2" S,M.S.
FASTENED INTO
DIAGONAL BRACE
(BRACE NOT SHOWN
FOR CLARITY) Mp.)
ALTERNATE DIAGONAL BRACE CONNECTION
(C-CHANNEL)
DIAGONAL ROOF BRACING CONNECTION
j Number of Gusset Plate Screws
Upright Size 2x4 2x5 2x6 2x7 2x8 2x9 2x10
# of Screws 1 16 1 18 120 124 126 30 1 30
Number OfB'14SA S. Required
#10 x 1/Y' S.M.S.
NOOSE FASCIA
ORO#14/z 3/4" S.M.S. (FOR 24 R UP TO OR HIGHER)
UprightSize
FASTENED THROUGH
2"x2"x1/8"ANGLE
O O O O
O
FASTENED2"x2N1/8"ANGLE AND
�r
20
2Q
210
2xID
EACH E
O
O
0 0
O
UPRIGHT
(QUANTITY FROM TABLE) �._
2x4
1
2
2
3
4
5
8
W
(QUANTITY AS SHOWN)
o 0 0 0
o
j Number
of Angle Screws Re uired {
A
2:5
2
2
4
4
6
8
8
0 O O
O
HOUSE WALL UprightSize
2X4 2X5
2x6
2x7
2x8 2x9 2x10
For Gutter Attachment see
ro
2x8
2
4
8
8
10
12
14
0 0 0
0
# of Screws
3 4
5
6
7 8 9
"Super Gutter Connection to
`pi
2x7
3
4
e
B
1a
12
t4
2x8
4
6
10
10
12
14
18
#10x 1/2" S.M.S.(FORUPT02x7)
3/8"ax2-1/2"CONCRETE
Host" detail or Super
P
m
2x8
5
8
12
12
14
18
18
OR#14x3/4"S.M.S.(FOR2x80R
GUTTER REINFORCEMENT BRACKET
ANCHOR (QUANTITY FROM
LOOKOUT ARM
carry beam detail.
a+o
8
8
14
14
18
10
m
HIGHER)
PLATEFASTENED
AND INTO UUPP�RIGHT
TO BE PLACED AT EACH BEAM LOCATION
TABLE)
(QUANTITY FROM TABLE)
CUT
I AND @ TN LENGTH. ALSO TO BE
6"N BETWEEN EACH BEAM
PLACED
CONNECTION D ETAI L
LOCATION AND CUT @ 3" IN LENGTH
LOOKOUT ARM
Note:
Super Gutter size may be S" or 7'.
THESE PLANS AND ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
0
COMPLY WITH AM. APKICAPI-6 CC
ftMS & CLEATON ENGINEERING, INC.
/
Civil
Structural
601 North Orlando Ave.
Maitland, FL 32751
PHONE: (407) 539-2353
FAX: (407) 407-539-2334
Wind Zone: 130 MPH
Exposure: B
Design confornLs to the FBC 2007 Building and the FBC 2007 Residential, with
the 2009 supplements, as well as the ASCE 7-05.
F K CLEATON, JR, P.E.
ENGINEER - FL. LIC, 35816
O O o
O O
O O O #10 x 1/2" S.M.S. (IF BEAM IS 2x4 - 2x7)
O OR #14 x 3/4" S.M.S. (IF BEAM IS 2x8
OR LARGER) EACH SIDE
(QUANTITY FROM TABLE)
'--UPRIGHT
MANSARD BEAM TO UPRIGHT
CONNECTION DETAIL
Quantity of 610 Fasteners Required
Upright. Size
2x4
2x5
2x6
2x7
2x8
2X9
2X10
2x4
N/A
NIA
N/A
N/A
N/A
NIA
N/A
2x5
3
4
4
4
4
4
4
A
2x6
5
7
6
9
9
9
9
2x7
7
10
12
14
14
14
14
m
2x8
9
13
16
18
18
19
20
2x9
11
16
20
22
22
25
27
We
13
191
4
1 27
27
1 31
1 34
Quantity of #14 Fasteners Required
Upright Size
2x4
2X5
2x6
2X7
2x8
2x9
2X10
2x4
N/A
NIA
N/A
N/A
NIA
N/A
N/A
2x5
3
3
3
3
3
3
3
e
2x6
5
6
6
7
6
6
7
2x7
7
9
9
11
10
12
12
2x8
7
10
9
12
11
13
14
2x9
9
13
12
15
15
17
19
2x10
11
16
1 18
1 19
1 19
22
25
Extruded Splash Guard
Is optional
NOTE: POSITION OF BEAM ALONG FACE OF
SUPER GUTTER AND SPLASH GUARD IS
INCIDENTAL TO THE STRUCTURAL INTEGRITY
OF THE ENCLOSURE
GUTTER ATTACHES TO FASCIA WITH (3) #10 x 3/4" S.M.S. EAVE RAIL
(2) 1/4" LAG SCREWS @ EACH GUTTER
STIFFENER AND FASTENED EVERY
24" O.C. EVERYWHERE ELSE \ I
O
O
O #10 x 1/2" S.M.S. (IF BEAM IS 2x4 - 2x7)
OR #14 x 3/4" S.M.S. (IF BEAM IS 2x8 OR
LARGER) FASTENED THROUGH 2"x2"X1/8"
ANGLE (QUANTITY FROM TABLE)
HOUSE FASCIA 7" SUPER GUTTER #10 x 3/4" S.M.S. FASTENED
EVERY 12" O.C.
MANSARD BEAM TO SUPER GUTTER
W/SPLASH GUARD CONNECTION
Number cf S Fb red
B23RI.SQP #
a(4216 12
2x7 16
2(8 16
2X9 20
2X70 71
#10 x 1/2" S.M.S. (IF BEAM IS 2x4 - 2x7)
OR #14 x 3/4" S.M.S. (IF BEAM IS 2xB OR
LARGER) FASTENED INTO 1/8" GUSSET 1/2" MIN. AND
PLATE ON INSIDE OF BEAM 2" MAX. SPACING
(QUANTITY FROM TABLE)
(EACH SIDE) 0 o e e o e e
0
o ° oe o
0 00 0
° e o0 0
0 00 0
o ee Goa 0 0 a
e
e °
0 00
0
o V ACES
BEAM
1/2" MIN.
EDGE DISTANCE
MANSARD SPLICE DETAIL I
0 /
Note:
1) Tx2°x0,125" angle may be used in lieu of (or in addition m) the #10 x 3" S.M.S.
attachment and may be on the or bottom of the attaching flame member. The sparing
a
and type of fasteners will remain the same as stand In this detail. Each fastener will be on
the same plane for each opposing face (flange) of the 2x2 angle.
2) Super gutter is shown as the component being fastened to, but this detail can be
used In the case where super gutter Is subsdbuted for a different aluminum structaalMansard
component (i.e. Self-matingbeam et.) provided the primary structural componentIs
supported properly In accordance with the details In tie sealed engineering package.
Rise
ALBeam
Span Reference
Exouddl Splash Guard
Is optional
Phalln Is attacked to
er Gutter
the primary member via
the standard °Primary m
Secondary method
StlfferIng elements are to be
#10 x �° S.M.S, (Typical)
:paced at a mazmum 48" C{
#1ex1)tw.nSScrew
spaced between d Screw
rig
SglaahGuanlSUHen
Mansard Beam Span Definition
"elements no greater than
I IM C{,
Standard #10x Y4° S.M.S.
for Self -Mating Beam
y—#to x1%1 Wood Svew
10 x T S.M.S.
Fastener may be placed anywhere
along the veNcal face of the frame
member as long as there Is attachment
m the face of the super gutter or the
(optlona) exWded splash guard.
Super Gutter Stiffen
rlmary Seem:
2x6 SMB is shown but any
fame member may be used and
may be attached anywhere along
Super Gutter width Is
either the face of the super gutter
or the face of the (optional)
Inddental to sbuctual
Integrity of this attachment
extruded splash guard.
Parallel Frame Member to Super
Gutter
THESE PLANS AND ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODES.
DAVIS & CLEATON ENGINEERING, INC.
cVll
Structural
601 North Orlando Ave.
Maitland, FL 32751
PHONE: (407) 539-2353
FAX: (407) 407-539-2334
Wind Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Resklental, whh
Exposure: B the 2009 supplements, as well as the ASCE 7-05.
L_
ANK CLEATON, 3R, P.E.
ENGINEER - FL. LIC. 35816
A83L- _ Colubligmcinq
SECTION SECTION
AGONAL-ROOF=BRAC-ING'PL-AN:---I
NOTES:
1) ROOF BRACING MAY BE PLACED IN EITHER THE
FIRST OR SECOND ROOF SECTION ON EACH
SIDE OF THE ENCLOSURE
2) THE ORIENTATION (i.e. DIRECTION) OF THE
ROOF BRACING IS INCIDENTAL TO
STRUCTURAL INTEGRITY
3) IF THERE ARE AN ODD NUMBER OF PANELS, A
BRACE IN THE CENTER MAY BE OMITTED
4) ANY ENCLOSURE THAT IS BRACED ON MORE
THAN ONE SIDE BY THE HOST STRUCTURE
DOES NOT REQUIRE ROOF BRACING
NOTE:
1) SCREWS MAYBE ARRANGED IN ANY
PATTERN PROVIDED THERE ARE
THE CORRECT NUMBER OF
SCREWS GIVEN BY THE TABLE.
2) U-CHANNEL MAY BE USED IN LIEU OF
2X2 ANGLE
SECONDARY ROOF MEMBER SECONDARY ROOF MEMBER
(MAY BE 1x2, 2x2, 2)3, OR 2x4 (MAY BE 1x2, 2)Q, 2x3, OR 2x
HOLLOW MEMBERS) HOLLOW MEMBERS)
#10 x 112" S.M.S. (UP TO 2x7) C O Q
OR #14 x 3/4" S,M.S. (24 OR
LARGER) FASTENED THROUGH O wl
2'x 2"x 0.125' ANGLE 0 V
(QUANTITY FROM TABLE)
Q
Lu 9
I/4" 0 x 2-1/4" WOOD SCREW 1/4" 0 x 2-1/4" WOOD SCREW
OR Y"B TAPCON OR y"B TAPCONJ
OR %-2 TAPCON OR)rB TAPCON
((2UANTITY FROM TABLE) (QUANTITY FROM TABLE)
FRONT VIEW SIDE VIEW
BEAM TO HOST STRUCTURE
CONNECTION DETAIL
Column to Deck Fastener Reauiremenas
EAVE
RAIL oo
M inlm um Q uantlty of Specified Fasteners
SEE TABLE FOR QUANTITY AND ELto" eouarroht Fasten —to D—k
EMBEDMENT OF FASTENERS uprteht Sl:e: _p,10S.M,.S 824 S.M .S 1/s�.-f r.ji2"o�x a/s•m r.P"ao.
2x2 N 2 2 1 1
rp
za3 x 3 2 1 1
EAVE
..
2xa x a a 2 1
T4-•�:? 4 R,..�2rs 2
RAIL
2 0.. TOP'.4TSM
ATE
•l
2a55NIB 5 4 2 1
F
•''
2x6SM8 6 4 3 2
244.D45
2x7 SMB 7 6 3 2
1X2O.B, Hollow
2N SMB N/A e 4 3
#10 x 1-1/2" S.M.S. 1x2 O.B.
'r
2x9 S M B N /A 9 4 3
FASTENED EVERY 16" O.C.
r•wx. 2x 30 SMB N/A 30 N/A 4
ER£ D6 axE
MP.)
SEE TABLE FOR QUANTITY AND
2"4"x 0.125" ANGLE
EMBEDMENT OF FASTENERS
PLAN
EACH SIDE (TYP.)
Minimum Embedim ant Depth (inches)
#10 x 1-1/2" S.M.S. CHAIR
FASTENED EVERY 16" O.C. RAIL
(T1'P.)
UPRIGHT
1/4" 0 CONCRETE #10 x 1-1/2" S.M.S.
FASTENED EVERY 16" O.C.
ANCHOR WITH 1-1/4"
gyp')
EMBEDMENT INTO
2"47x 0.125' ANGLE
CHAIR CONCRETE (TYP.) #10 x 1/2" S.M.S.
EACH SIDE CrYP.)
RAIL 1x2 O.B. BASE PLATE (QUANTITY AS SHOWN)
(NP )
t
•' "
1/4" 0 CONCRETE
+• • r
1/#' 0 CONCRETE ANCHOR
ANCHOR WITH 1"
EMBEDMENT INRO r
WITH 1" EMBEDMENT INTO
CONCRETE FASTENED A
1x2 O.B.
CONCRETE FASTENED
MAXIMUM OF 48" O.C.
Base Plate
A MAXIMUM OF 48" O.C.
1
,
#10 x 1J2" S.M.S. ' t •'
#SO x 1/2" S.M.S.
1/4" 0 CONCRETE
EACH SIDE (TYPJ
' (QUANTITY FROM TABLE)
SHOWN(QUANI)
ANCHOR WITH 1"
SHOWN) EMBEDMENT INTO
zxzxl/a"ANGLE (T)'P•) CONCRETE FASTENED THESE PLANS /(POSED WORT:
ELEVATION ISOMETRIC
A MAXIMUM OF 48" O.C. ARE SUBJECT TO ANTLUMECTIONS
1/4" 000NCRETE REQUIRED BY FIELD INSPECTORS THAT
SCREEN ENCLOSURE MAY SIT ON
ANCHOR WITH 1-1/4" ` MAY BE NECESSARY IN ORDER TO
TOP OF PAVERS AS LONG AS THE
MINIMUM CONCRETE EMBEDMENT rCOLUMN TOuDECK;
EMBEDMENT INTO
COMPLY WITH ALL APPLICABLE CODES....
CONCRETE OW.) ELEVATION
SPECIFIED IN THIS DETAIL IS
ACHIEVED
FRONT WALL --TO SIDE�:WA_L_L
Beam to Host Structure Fastener Reauiremenas
Minimum Quantityof Specified Fasteners
3/4" PLYWOOD
Fasteners to Seam Fmnerera W CM.U. Nmt Strur Fattaaara to Woad Nmt shudum
0'S.B.geamSae #10S.MS. #114S.M.S. V4"OTapmns3/8"OTapmnsolpwdods-824Wwds—
OR C.M.U.2xzHz
1/4"000NCRETE
z i 1 z 1
UPRIGHT ANCHOR WITH 1"
2x3 H 3 3 1 1 3 1
EMBEDMENT INTOREFERENCE COLUMN TO DECK
2x4H 4 4 1 1 4 2
CONCRETE FASTENED FASTENER REQUIREMENTS TABLE
2x4SMB 4 4 1 1 4 2 1x2 O.B. A MAXIMUM OF 48" O.C. FOR QUANTITY AND EMBEDMENIT
(MUST PASS THROUGH BRICK
1/2"S.M.S. (UP TO 2x7)
zxSSMe s 5 z i s 3 Base Plate OF FASTENERS (ALL FASTENERS
PAVERS AND EMBED PAVERS
4x3/4" S.M.S. (.N8 OR LARGER)
b16SMB 5 6 3 2 6 4
INTO CONCRETE BELOW) MUST PASS THROUGH PAVERS
NED THROUGH 2'k2N0.125" ANGLE
7 7 a 2 7 5
AND EMBED INTO CONCRETE)
fORS/8"
TITY FROM TABLE)
eea
D:SSMB 8 S 4 3 8 6
bc95MB 9 9 5 4 9 7
2x10SMB SO 10 6 5 10 6
Minimum Embedment Depths (inches)
FRONT ELEVATION SIDE ELEVATION
COLUMN TO DECK W/BRICK PAVERS
DAVIS & CLEATON ENGINEERING, INC.
Civil
Structural
601 North Orlando Ave.
Maitland, FL 32751
PHONE: (407) 539-2353 / d
FAX: (407) 407-539-2334
Sheet:
Wind Zone: 130 MPH Design confomts to the FBC 2007 Bulldmg and the FBC 2007 Resldendal, with K CLEATON, JR, P.E.
ENGINEER- FL LIC. 35816
DS
Exposure: B the 20D9 supplements, as well as the ASCE 7-05.
Elite Roof should have a
#10 x 3/4" S.M.S. minimum pitch of 1/4" per
FASTENED EVERY foot. For type and size of elite see
#10 x 3/4" S.M.S.
12" O.C. the site -specific design layout.
W/ 1-1/4" NEOPRENE
WASHER FASTENED
FLASHING
EVERY 12" O.C.
#10 x 3/4" S.M.S.
W/ 1-1/4" NEOPRENE
WASHER FASTENED
EVERY 12" O.C,
#10x3/4"S.M.S. /'/ //' /'/ //' /:/ //'
FASTENED EVERY 0 O.C. 1/4" x 2-1/4" TAPCON IF CMU
THROUGH MIN. 0..044" C-CHANNEL #10 x 3/4" S.M.S.
AND INTO ELITE ROOF PANEL OR #14 x 2" WOOD LAG SCREW FASTENED EVERY 8" O.C.
IF WOOD FRAME FASTENED THROUGH MIN. 0.044" C-CHANNEL
HOUSE WALL CIFWOOD
2-1/4" TAPCON IF CMU EVERY 8" O.C. THROUGH AND INTO ELITE ROOF PANEL
4 x 2" WOOD LAG SCREW MIN. 0.044" C-CHANNEL
FRAME FASTENED AND INTO HOUSE WALL
EVERY 8" O.C. THROUGH
MIN. 0.044" C-CHANNEL HOUSE WALL
AND INTO HOUSE WALL
ELITE ROOF TO FASCIA ELITE ROOF TO HOUSE WALL
ELITE ROOF
CONNECTION DETAILS
Gutter Stiffener every 48" O.C.
along super gutter. Fastened with
(2) #14 wood lag screws into fasciaaa —
#10 x 4" S.M.S. and (2) #10x3/4" S.M.S. through face \
W/ 1-1/4" NEOPRENE WASHER of gutter Into face of stiffener. \
FASTENED EVERY
8" O.C. THROUGH
ELITE ROOF PANEL
AND INTO CARRY BEAM
GUTTER STIFFENER
ATTACHED W/(2)
#10 x 3/4" S.M.S.
(ONE EVERY 24") EH. P—Is
7 Super Gutter
#10 x 3/4" S.M.S. /
ELITE CAN BE FLUSH
FASTENED EVERY 8" O.C. (
W/ FACE OF GUTTER
THROUGH MIN. 0.044"
OR CENTERED ON
C-CHANNEL AND INTO LIP
LIP OF GUTTER
OF SUPER GUTTER
#10 x 3/4" S.M.S.
FASTENED EVERY 8" O.C.
THROUGH INN' 0.125" ANGLE
AND MIN. 0.044" C-CHANNEL
AND INTO ELITE ROOF PANEL
#10 x 3/4" S.M.S.
FASTENED EVERY 8" O.C.
Section A THROUGH 1N2"4.125" ANGLE
INTO 7" SUPER GUTTER
NOTES FASCIA
=ECTION NOT
SHOWN FOR CLARITY
ELITE TRANSOM WALL
CONNECTION DETAILS
#10 x 4" S.M.S. W/ 1-1/4" NEOPRENE WASHER FASTENED
EVERY 8" O.C. THROUGH ELITE ROOF PANEL AND INTO
CARRY BEAM. FOR A PAN ROOF USE #10 x 1" S.M.S. W/ 1-1/4"
NEOPRENE WASHER FASTENED EVERY 4" O.C.
MAXIMUM SIDE OVERHANG
SHALL BE NO MORE THAN HALF
(2) #10 x 1/2" S.M.S. FASTENED
OF ONE PANEL WIDTH
THROUGH GUTTER STIFFENER AND
INTO CARRY BEAM
GUTTER STIFFENER (ONE AT EVERY UPRIGHT
AND ONE IN BETWEEN, IF
NO UPRIGHTS ONE EVERY 48")
UPRIGHTS NOT SHOWN FOR CLARITY
3/8" D x 4" BOLT
(2) #10 x 1/2" S.M.S. FASTENED
FASTENED THROUGH
THROUGH FACE OF GUTTER AND
POST AND CARRY BEAM
INTO GUTTER STIFFENER
CARRY BEAM
7" SUPER GUTTER FASTENED
TO CARRY BEAM
W/ #10 x 3/4" S.M.S. EVERY 12" O.C.
POST
CARRY
BEAM DETAIL
#10x4" S.M.S. w/ 1-1/4" neoprene washer
fastened every 8" O.C. through elite
roof panel and Into lip of super gutter
7" Super Gutter
Elite Roof to Super Gutter
(Top Attachment)
20 TFB Carry Beam attache
[ca///---to 3x3 column as per typical
rry beam detail.
1som01, view I
2x2 (H) Knee Brace (MIN) attached to
ieam and column via 2"x1.75"x 0.050"
U-Channel with (4) #10 x 3/4" S.M.S.
for each U-channel. Length of kn
brace is given on layout drawing and
may be used to reduce the span
between columns. 3x3x 0.092 column (MIN)
Carry Beam to Column with Knee Braces
THESE PLANS AND ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODES.
DAVIS & CLEATON ENGINEERING, INC.
Civil
Structural
601 North Orlando Ave.
Maitland, FL 32751
PHONE: (407) 539-2353
FAX: (407) 407-539-2334
Wind Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Residential, wil
Exposure: B the 2009 supplements, as well as the ASCE 7-05.
I.
TE
NK CLEATON, JR, P.E.
ENGINEER- FL. LIC. 35816
D
3"X 3 X 0.092" POST
#14 x 3/4" S.M.S. (TYP.)
e
POST CONNECTS TO SLAB W/
(2) 2"x 2"x 0.125" ANGLE OR p p
(1) 1/8" THICK U-CHANNEL
(1) 3/8" 0 OR (2)1/4" 0 ELEVATION
CONCRETE ANCHOR (TAPCON)
W/ 1-1/4" MIN. EMBEDMENT INTO
CONCRETE(TYP.)
COMPACTED
BACKFILL
#14 x 3/4" S.M.S. ONP.)
e
e
� D D
e
O D
e
D D
e
p ° D
eD e D
D D e
(1) 3/8" 0 OR (2) 1/4" 0
CONCRETE ANCHOR (TAPCON) PLAN
W/ 1-1/4" MIN. EMBEDMENT
INTO CONCRETE (TYP.)
POST TO SLAB
CONNECTION DETAIL
3"x 3"X 0.092" POST
#14 x 3/4" S.M.S. (TYP.)—
POST CONNECTS TO FOOTER W/
(2) 2"x 2"x 0.125" ANGLE OR—,p D
(1) 1/8" THICK U-CHANNEL
16"
(1) 3/8" 0 OR (2) 1/4" 0
CONCRETE ANCHOR (TAPCON) ELEVATION
W/ 1-1/4" MIN. EMBEDMENT INTO
CONCRETE (TYP.)
pp
p
° D
p D
D
e
D
tO-I O
D
e
p ° D
pD °
D
D D e
(1) 3/8" 0 OR (2)1/4" 0 #14 x 3/4" S.M.S. (TYP.)
CONCRETE ANCHOR (TAPCON) PLAN
W/ 1-1/4" MIN. EMBEDMENT
INTO CONCRETE MP.)
COUNTERSUNK FOOTER DETAIL
2"x 3" HOLLOW EDGE BEAM
FASTENED TO UPRIGHT W/ #10
S.M.S. INTO SCREW BOSSES
#10 x 4" S.M.S. W/ 1-1/4" NEOPRENE WASHER FASTENED
EVERY 8" O.C. THROUGH ELITE ROOF PANEL AND INTO
CARRY BEAM, FOR A PAN ROOF USE #10 x 1" S.M.S. W/ 1-1/4"
NEOPRENE WASHER FASTENED EVERY 4" O.C.
MAXIMUM OVERHANG SHALL BE
NO MORE THAN HALF OF ONE
PANEL WIDTH
EDGE BEAM DETAIL
#10 x 1/2" S.M.S. (FOR UP TO 2x7) OR
#14 x 3/4" S.M.S. (FOR 2x8 AND HIGHER)
FASTENED THROUGH U-CHANNEL
(QUANTITY FROM TABLE)
DARD U-CHANNEL
O
O
a UPRIGHT
O
O
o Number of U-Channel Screws Required
Beam Size
2x4
2x5
2x6
2x7
2x8
2x9
2x10
# of Screws
3
4
5
6
7
8
9
(Each Side)
FRONT VIEW SIDE VIEW
BEAM TO UPRIGHT CONNECTION DETAIL (U-CHANNEL)
#10 x 1/2" S.M.S. (UP TO 2x7)
OR #14 x 3/4" S.M.S. (2x8 OR
/2" S.M.S. SPACED @ 8" LARGER) FASTENED THROUGH
2"x 2"x 0.125" ANGLE
(QUANTITY FROM TABLE)
./8" HEADER PIECE
ELITE TO SUPPORT CARRY BEAM
CONNECTION DETAIL
THESE PLANS AND ALL PROPOSED WORK.
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODES.
Number of finale Screws Re uired
Beam Size 12x4l2x5l2x6l2x7l2x8 2x9 2x10
# of Screws 3 4 5 6 7 8 9
#10 x 1/2" S.M.S. (UP TO 2x7)
OR #14 x 3/4" S.M.S. (2x8 OR
LARGER) FASTENED THROUGH
2"x 2"x 0.125" ANGLE
(QUANTITY FROM TABLE)
CARRY BEAM TO CARRY BEAM
CONNECTION DETAIL
WAS L CLEATON ENGINEERING, INC.
Civil
Structural
601 North Orlando Ave.
Maitland, FL 32751
PHONE: (407) 539-2353
FAX: (407) 407-539-2334
Wind Zone: 130 MPH Design mnforms to the FBC 2007 Building and the FBC 2007 Ptesidentlal, with
Exposure: B the 2009 supplements, as well as the ASCE 7-05.
FbfiVLEATON, JR, P.E.
epINEER- FL. LIC. 35816
UU0.060 Column Schedule for Solid Roof/Screen Enclosure Combo
ssavnaoof rAd4nyeYdM0e1
a 10 12 111 1 >6 I >8 1 20 1 22 1 24 25
Mm1mwWiFkight(FL)
a
2a0
19.8
10.6
19.4
192
19.0
18.8
18.6
18.4
182
10
186
114
19.2
19.0
1a8
in
18.4
182
18.0
17.8
12
192
19.0
18.8
1&8
18.4
18.2
1&0
172
17.6
17A
14
IRS
tab
18.4
18.2
18.0
17.8
17.6
17A
17.2
17.0
16
la4
182
ta0
17.8
17.6
17.4
17.2
17.0
IRS
16.6
18
17.9
17.7
17.5
17.3
17.1
16.9
16L7
16S
18.3
16.1
20
17.5
17.3
17.1
16.9
10.7
IRS
1&3
18.1
15.9
15.7
22
17.1
16D
1&7
18.5
18.3
1fl1
159
15.7
15.5
16.3
2<
ifl7
16.5
1&3
i&l
159
157
1S5
7S3
151
149
28
16.3
10.1
159
157
15.5
153
151
14.9
14.7
14.5
ComposlteRaaf Span of6'
Heights may be Intelpdah4 but not a hapolated
3xU0.060 Column Schedule for Solid Roof I Screen Enclosure Combo
sannao�7lQabrr mdnhe
H m u u 36 Is 20 22 2/ 26
at xlmum fk1gM(R)
a
17.8
17.6
17A
172
17.0
16.6
1&6
16.4
1&2
16.0
10
169
IRS
16A
162
1&0
15.8
1S'S
154
15.2
15.0
12
15.9
153
155
153
'1&1
14.9
14.7
145
1113
IT1
14
14A
143
145
143
14.1
13.9
13.7
135
1&3
13.1
Ye
14.0
Isle
13le
13A
13.2
13.0
128
126
174
122
18
13.0
12.8
12.6
12A
12.2
12.0
11.8
11.6
11.4
112
20
12.0
11.8
11.6
IIA
11.2
11.0
10.8
10.6
10.4
102
a
11.1
109
1.1
f05
10.3
10.1
9.9
.1
9.a
R3
2<
to.7
9.9
9.7
SS
93
9.1
6.9
8.7
'A
a.3
26
9.1
&9
&7
fl5
&3
8.1
7.9
7.7
75
7.3
Composlre Roof Span of 14'
Heights may be hompolate4, but,rot fabapoietee.
3x3x0.092 Column Schedule for Solid Roof / Screen Enclosure Combo
Smmft*nOWyV"(F4
8 1a It11 26 Ie m a 24 26
Nahnum Hdghtpy
9
20.9
20.7
20.6
20.6
20.3
202
20.1
19.9
19.8
19.7
10
20.6
205
203
20.2
20.1
199
19.8
19.7
19.5
19A
12
20.3
202
20A
19.9
19.8
19.7
19.5
194
19.3
19.1
14
20.0
799
19.8
19.6
19.5
19A
192
19.1
IRA
189
18
19.8
is's
19.6
19.4
19.2
19.1
19.0
In
1&7
18.6
1a
19.5
19A
192
19.1
19.0
18.8
18.7
In
18.4
183
20
19.2
19.1
199
18A
18.7
165
16.4
1&3
18.2
Ia.0
22
19.0
18le
18.7
IRS
18.4
183
182
1 &0
17.9
17.8
24
la.7
18A
IRA
18.3
18.2
18.0
179
17.8
17.6
17.6
20
ia.4
183
1 18.1
1 t&0
17.9
17.8
17.6
17.5
1 17.4
1 172
Composite Roof Spam of
6'
UU0.060Column Schedule for Solid Roof/Screen Enclosure Combo
5
P
r3
I
fi
UU0.125 Column Schedule for Solid Roofl Screen Enclosure Combo 4x4x0.125 Column Schedule for Solid Roof /Screen Enclosure Combo
saeosa"vfna,dP1lI46(fQ
a xo u uI is I I. I m I a a m
8
20.7
20le
mS
mA
N /main
mJ
lbyM{FfJ
202
20.1
20A
8
10
20.4
203
202
20.1
20A
199
19.8
19.7
12
20.0
199
19.6
19.7
19B
195
19A
193
I
14
19.7
19A
195
19A
193
192
19.1
19A
8
18
19A
193
192
19.1
19.0
189
1"
1&7
$172171
Is
19.0
1"
18.8
18.7
10.6
185
18.4
183
.1
m
1&7
1&e
185
18A
182
182
18.1
18A
.8
a
183
182
18.1
i8D
I"
ITS
17.7
17A
.4
a
16.0
179
17.8
17.7
17.8
175
17.4
173
.1
18
17.7
17.9
175
17A
173
172
17.1
77A
s
Composite Roof Span of 10'
I
fuana^917Ai.�YWiVldb(Po
a le u ]I to I 1e I m I a a ze
a
212
21.1
21A
sl
20.9
M-fidght(FL)
m9
MA
20.7
mz
20.0
20.5
to
W-9
20A
20.8
20.7
mS
205
205
20.4
203
20.3
12
20.7
me
205
mA
20A
203
202
20.1
20.1
20.0
14
R4
203
20.3
202
20.1
MA
20A
199
19A
19.7
19
282
20A
20-0
19.9
199
19A
19.7
19.6
1915
19.5
19
1"
19A
19.8
191
19A
195
195
19.4
192
19.2
?D
197
19.6
19.5
19A
19.4
192
192
19.1
19.1
19.0
a
114
1 193
193
192
19.1
19D
19A
189
18.6
18.7
a'
19.1
1 19.1
190
189
169
18B
1&7
Joe
188
78.5
28
189
18A
18.8
18.7
18A
18S
185
18A
183
18.2
Wmposite Roof Span of 10'
He" may be Immpo ded, but riot mNepoldsd. Hmghd, mey be Megp W. d4 and eslmpdded. Hddte may be beamanda0, M nd a d.;,"ad.
UU0.060 Colunm Schedule for Solid Roof/Screen Enclosure Combo Note:
Hdots may be INerpdated, but not extrapolated.
UU0.092 Column Schedule for Solid Roof/ Screen Enclosure Combo
E
Smml44nm wN (Fti
a m a u 16 1s 20 a a 26
N4xlmem Fright (FL)
a
20.1
20.0
1&9
19.7
IRS
195
193
192
19.1
1&9
10
19.7
19.5
194
19.3
19.1
19A
189
In
1&6
in
12
192
1&1
190
18.e
181
18.6
10.4
18.3
18.2
18.0
14
18.8
1&6
166
18.4
1a2
18.1
18.0
17.8
17.7
17.6
18
183
18.2
1&1
17.9
17le
17.7
175
17.4
17.3
17.1
1a
17.9
17.7
17.6
17.5
172
172
17.1
16.9
16.8
16.7
20
17A
17.3
17.1
17.0
169
In
16A
1&5
i&4
162
22
17.0
Me
16.7
16.6
16A
Is3
162
1&0
7S9
15.8
24
185
1&d
t&2
18.1
18.0
15le
15.7
158
155
15.3
26
1&1
159
158
IN
155
15A
153
YS7
Me
14A
Composite Roof Span of 10'
Heights may bo IrtepdAmi, bd not m4apdemd HegOm may 0e-Wam4 rxa na exvopmael
UU0.092 Column Schedule for Solid Roof / Screen Enclosure Combo
I Jx./xu.UBZ uommn Scneauie ror aolm Koon,Creen Cnciosure comoo
I
4.Wi J
= U tL
Y (y
0
v c t]
�a`4O�- =O
toME 2
O i-
p O Gn N
to r
ttooLLUv_ M
IS
C 7 LL O
Soneaa/naamvwm&(F4
a in m ze i6 in 20 22 m 26
MaOmum Height (AL)
8
18.6
18.4
10.3
182
18.0
17.9
17.8
17.8
17.5
10
17.7
17.6
17.6
17.3
17.2
17.1
16.9
IRS
18.7
12
16.9
IRS
16.7
16.6
1&4
16.3
16.1
16.0
169
14
r17.9
16.1
16.0
156
15.7
1S6
154
15.3
152
151
18
153
152
1a0
14.8
148
14.6
14.6
144
142
Wig
14.5
14.3
14.2
14.1
13.9
in
13.7
116
134
20
13.7
135
1a4
13.3
13.1
130
12.9
127
128
22
1a0
128
127
12B
125
123
1.
12.1
11.9
11.6
24
122
120
11.8
11.8
17.8
11.5
11.4
N2
11.1
11.0
28
11.3
11.2
11.1
11.0
10.8
10.7
10.8
10.4
10.3
10.2
Composite Roof Span of 18'
1) All aluminum frame member tables shown are Carry Beam/Pleader Girt Schedule for Composite Ro0(s Crlly
calculated for exposure B type terrain. If exposure C is
needed, then use the multipliers as follows: With a
height range of [0'-15': multiply span by 0.83], [15'-20':
multiply span by 0.78], [20'-29: multiply span by 0.74],
[25'-30': multiply span by 0.711.
tbrrp®leRhWidSpaWi
4 5 8 7 8 9 i0 1f 12 14 is 1a
2flH
78
71
85
fi0
58
58
54
52
50
48
43
40
2aH
10.7
9.8
81
64
82
78
7S
73
fl9
fi4
fl0
i8
214H
11.8
10.7
69
a1
a9
a5
82
79
7.5
70
fl5
fl1
2h5H
144
13,4
125
120
11.4
11.1
10.6
10.3
fl9
fit
fl8
at
,mp
2x4 SUB
124
11.6
10.9
10.2
fl5
90
a6
a2
73
7.2
fi7
fl3
01
E
25SUB
15.4
132
13.5
12.5
Ili
11.0
lay
10.0
a5
a9
a3
7.8
m
o
m
W SM
In
IRS
151
13.9
Xt1
125
11.7
112
IN
a9
&2
a8
2x7SU13
211
17.9
164
152
14.1
13A
127
121
11.6
10.7
laO
fi4
718 S1ie
2i5
236
273
212
202
In
toe
lai
172
159
Us
140
2a SUB
2n
Me
215
233
22.1
21.0
In
1a9
1E0
188
In
148
WORM
31B
37A
3a4
211E
27.7
M7
2i7
25.0
2'12
MO
21.9
219
Carry Beam Schedule for Solid Roof/Screen Enclosure Combo
saama"dM4mrywd4r
a' ]0' ]1 u' 16' 18' 20' 2r 24' 26'
E77ecdve span p-7.)
2a4SU'®
10.1
84
98
&4
a0
72
7.3
a8
6.2
5.9
215 SUta
125
11.8
11.0
10.4
9.9
as
9.0
62
7.7
7.1
2a68UB
17.4
16.7
16.4
15.9
185
181
14912M34
13.8
129
2a7SU®
I83
1&8
17.9
17.4
172
1&7
16.4156
14.6
2x88UR
23.6
23.1
22.5
21.9
212
20.9
20.6134
16.9
219861E
250
24.3
24.0
23.6
228
720
21.620.6
18.7
21108U8
31.9
31.0
30.3
247
29.3
267
27.929.4
25.9
215 TM
1&3
17.6
17.1
1&6
162
15.6
15414a
13.8
2a TFB
21.7
21.0
20.5
20.0
19.4
1&1
IRS17.6
17.0
2a9 TFB
Z7.7
2&6
28.1
25.5
25.1
246
240a.7
.4
CompositeRoaf
Span of 6'
Carry Beam Schedule for Solid Roof/Screen Enclosure Combo
6"o/mtm,y Ma14
a' 10' I2' u' 16• 16' m' 22' 24' 26'
em«aro span (FL)
2x4SBB
89
8.3
7.8
7A
7.1
SA
&5
file
5.5
5.2
2x5SNB
11.1
102
9.7
92
85
8.4
8A
73
&8
63
2x8 SUB
15.4
14.8
14.5
14.1
13.7
13A
13.2
12.8
122
11.4
2.7 SUB
17.1
165
15.8
15.4
152
14.8
14.5
14.1
13.7
13.1
21dlSUB
20.9
20.4
19.9
19.4
18A
16S
18.1
17.8
17.2
16.7
2x95Ue
22.1
21.5
21.2
20.8
202
19.5
19.1
18.7
18.1
17.4
2x10 SUB
29.2
Z7A
26.8
26.3
259
25A
24.7
24.1
23.4
22.9
2a5 TFB
16.2
15.5
15.1
14.7
143
14.0
13.6
13.1
12.8
12.2
2x7 ]FB
19.2
I8.6
18.1
17.7
172
16.9
16.4
15.9
76.6
15.0
2x9 ]FB
29.6
23.7
23.1
22.6
222
212
21.2
20.1
20.1
19.8
Composite Roof Span of lo'
Hd" may be Imeryob160, bd not etlU"ded Heights may be hnerpdetea bin not ertapdated
Elite Aluminum Corporation Composite Roof Span Table (1# Core Density Foam)(Florida Productnaoroval OFL7s51-R11 Aluminum Pan(3a".12'x 03anTable
Roof and Skin Thickness
3"x 48"x 0.024"
31x 48"x 0.030'
4"x 48"x 0.024"
41x 48"x 0.030"
6"x 48"x 0.024'
6"x 48'x 0.030'
Z,
100 B
21'-l"
2419•
23'-1•
26,-7"
28'-7"
33'-3"
t)
100 C, 110 B
19'-5'
22'-9'
21'-3"
24'-5"
26'-5"
30'-6"
`d
c
110 C. 120 B
18'-2"
21'-l"
19,-7•
22,-6•
24,-6"
28,-3•
N
120 C. 130 B
15'-6'
19'-3"
18'-2'
20'-10'
22'-6'
26'-8"
130 C. 140B
12'-7"
15'-0-
14'-0-
16'-3"
17,-5•
20,-2•
tc
'=O aCi 7 � Elite Aluminum Corporation Composite Roof Span Table (29 Core Density Foam) IFlorlde Product Approval OFL7561-R11
o
Hi M lu L
Nc1:E
to O
m 3 _
un o nouo
O O ME
C Ln
n
Z Jc+t+000k
Roofand skin rhicknees
3'x 48'x 0.024"
3"x 48"x 0.030"
4'x 48"x 0.024"
4'x 48'x 0.030"
6'x 48'x 0.024"
6"x 48'x 0.030"
Z
100 B
23'-1'
27'-2'
25'-4"
29'-3'
3V-6'
36'-4"
�00
g
100 C, 110 B
21'-2"
24'-11"
23'-4"
26'-11"
29'-0"
33' 5'
'a
1loc. 120 B
19'-7'
23'-2"
21'-B"
25'-7"
28'-6"
31'-1"
N
v
120 C, 130 B
18'-1'
21'-2-
19'-11'
2T-9-
24'-0'
28'-3'
130 C. 140B
14'-0"
16'J'
15'J'
1T-8-
16'S'
22'-l'
Pan Type
3'x12X a024' 3 xf2 x a000 3710.050
Wind Zone
Effecthre Span (FI)
lea
11.0
11.9
15.1
110
10.8
11.7
13.7
120
9.8
10.9
12-8
123
9.5
10.8
126
130
9.2
1015
122
140.1
8.8
9.5
11.6
140-2
8.8
9.5
11.6
150
8.4
9.0
11.0
Sheet:
no
Carry Beam Schedule for Solid Roof/Screen Enclosure Combo
Carry Beam Schedule for Solid Roof/Screen Enclosure Combo
s"®aayr,�m.Yu',J6
0' I lir I lY 14' 26' 1 la' 2C 2t 24' 1 26'
t3reetiva Seen pT.)
2t4 SUB
7.0
6.6
6.2
SB
SB
54
&1
4.7
43
4.1
WSW
6a
&1
7.7
7.3
7.0
8.6
6.3
SO
S4
SO
2x8SUB
122
11.7
11.5
11.1
10.8
10.6
10.4
10.1
as
as
2.7 SLID
13.5
130
125
122
120
11.7
11.5
111
m.a
10.3
2.11 SUB
16.5
16.1
157
1&3
14.9
146
143
141
136
13.2
2.0 Sag
17.5
17.0
16.7
164
10..0
154
151
146
143
1&7
2.10 SUB
223
21.6
21.2
20.6
20.6
MI
185
ISO
1&5
18.1
US We
12a
122
11.9
11.6
113
11.1
101
10.3
1&1
Be
2x7 We
152
14.7
14.3
14.0
13.8
13.4
730
126
122
11.9
2x9 T133
19.4
187
18.2
17.9
17.5
17.2
167
16.4
159
ISO
CompodteRoof Span of 18'
THESE PLANS AND ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODES.
oe
I
I , .
Screen Insert Notes:
1) Inserts are framed in by 1"x2" O.B., %" x 2" O.B., or 1"x3" O.B. members.
2) Framing members are fastened to a C.M.U. using 1/4" 0 concrete anchors with a minimum
1%" embedment.
3) Framing members are fastened to a wood framed wall using a (MIN) #10 wood screw with a
(MIN) 1" embedment.
4) Framing members that are fastened to an aluminum framed member will use a (MIN) #10
S.M.S.
5) Framing members are fastened @ max. 36" O.C., regardless of C.M.U., wood, or to another
aluminum frame member.
6) There shall be a fastener within 4" of every 900 corner or upright in either direction but not
required to be in both directions.
7) Inserts may be as large as desired, the type of insert used is chosen by the designer
and is incidental to structural integrity
OPI
THESE PLANS AND ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODES.
This type of bracket is placed
where there is no primary
upright or beam attaching
directly to the super gutter. This is
#10-0 x 0.5" S.M.S.
structural
typically in between primary members.
plash guard to the of the
Fastener configuration shown
Is the method required for proper
Width c all Splash Guard Reinforcement the fas9teners o�aronexbetween
Bracketts Is to be no less than 3" 0 O.C.
attachment.
Truss Tail
(Shown for Clarity) L
14-0 x 1.5" wood screw
attaching super gutter to
V /
This type of bracket is placed
where a primary upright or beam
Is attaching directly to super gutter.
Fastener configuration shown is the
method required for proper attachment. o
Angle clips from primary members are
® allowed to be held by same fasteners.
to tdSCfti/p'67d�
Splash Guard Reinforcement Brackett
® Placed at ever super gutter reinforcement
bracket location. Gutter Reinforcement
Brackett is placed based on the detail Sub -Fascia
® labeled "Super Gutter to Host Structure"
® at each O reinforcement breckett
THESE PLANS AND ALL PROPOSED WO
#14-0 x 1.5" wood screw fastening Structural Splash Guard ARE SUBJECT TO ANY CORRECTIONS
utter reinforcement bracket Into sub -fascia REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
#14-0 x 1.5" wood screw fastening (2) #10-0 x 0.5" SMS COMPLY WITH ALL APPLICABLE CODES.
gutter reinforcement bracket into sub -fascia at each reinforcement brackett
Notes:
�= 1) Fascia shown is a plumb cut fascia. If the fascia is square cut
(perpendicular to the roof pitch) then the super gutter may have something Notes:
behind it (i.e. "L-Angle" or wood wedge) to keep it plumb. This component is
Incidental to the structural Intention of this design. 1) All notes from the detail labeled "Super Gutter to Host Structure" carry
I over here.
2) For a run of super gutter that non -load bearing, the max spacing of the 3"
reinforcement brackets Is 60", 2) The Structural Splash Guard is an option used to create a greater are
#SO-0 x 0.5" SMS a for attachment of structural members as well as provide splash -over protectio
3) For a run of super gutter that has a structural or load bearing component #10-0 x 0.5" SMS n for certain types of roofs.
attaching to It and there Is a continuous load across the super gutter without
primary load points (i.e. beam or upright) then the maximum spacing between
the 3" reinforcement brackets is 48". 3) If the contractor circles this note Item, then it is not their Intention t
o use the Structural Splash Guard for structural purposes and may omit the S
4) Gutter may be attached to a conventional wood framed wall in the same plash Guard Reinforcement Bracket from their Installation. If this is the inten
Super Gutter (Typical) manner that is shown in this detail. If the wall Is a C.M.U. then replace the tion, then they may not use the Structural Splash Guard to provide support for
Width of Super Gutter Is incidental #14-0 wood screws with 0.25"-0 x 1.25" Tapcons (or equivilant). Super Gutter (Typical) frame members of any type. Alternatively, the contractor may attach the Struc
to the structural Integrity of this 0.125" (Thick) Gutter Reinforcement Bracket Width of Super Gutter is incidental 0.125" (Thick) Gutter Reinforcement Bracket turel Splash Guard to frame members that are already fully supported in ord
attachment detail 5) When the super gutter is being used for structural purposes (i.e. to the structural Integrity of this er to Install the splash guard.
structural support members attach to it) then the fasteners that attach to attachment detail
the fascia must penetrate into the sub -fascia at a minimum of 1 in.
embedment.
Super Gutter Connection to Host Structure Structural Splash Guard Connection
DAMS & CLEATON ENGINEERING, INC. '
Civil
Structural 7
601 North Orlando Ave.
Maitland, FL 32751 G
PHONE: (407) 539-2353 C
FAX: (407) 407-539-2334
Sheet: Wind Zone: 130 MPH Design conforms to the FBC 2007 Bullding and the FBC 2007 Residential, with F CLEATON, JR, P.E.
�ZQ Exposure: B the 2009 supplements, as well as the ASCE 7-05. GINEER - FL. LIC. 35816
#10.0 x 3" SMS shown Standard
connecting purlin to roof
perimeter via Internal screw
boss. U-Channel clips may also
be used (internal or external) with
(2) #10-0 x 0.5" SMS fastened on
each side of the purlin.
Upright
2x2 H upright shown, but upright should
be selected based on "Column Schedule" or
by Engineer of Record on a site -specific design.
Gutter to Fascia connection
not shown for purposes of
simplification
Gutter Reinforcement System L
not shown for purposes of
simplification. This system should
be spaced evenly across gutter at
a maximum spacing of 60". It Is not
required to be placed at the uprights.
L:
Side View
Notes:
1) This connection Is only good for non -load bearing transom walls that are
or less from the top lip of the super gutter.
2) The upright Is shown lining up with a pudin In this detail. This Is typically
how It's Installed, but Is not required. The uprights need to be spaced such t
the span between them does not exceed what the roof perimeter member ca
span according to the "Beam Schedule" table.
3) This type of connection Is used to break up the span of the roof perimete
member. If the roof perimeter member Is large enough to support the span
on its own (i.e. a 2x4 SMB spanning a 12' distance) then the upright support
are not necessary and this detail is not required.
(2) #10-0 x 0.5" SMS fastened
into underside of roof perimeter
1" x 2" x 0.046" U-Channel
(2) #10-0 x 0.5" SMS fastened clip used for attaching upright
Into each side of the upright to the roof perimeter. External Is
shown, but Internal U-Clip may
also be used.
2x2x 0.125" Angle dips are optional
but If used are only required to be 2" Upright
In height and require (2)#10-0 x 0.5" SMS
in each flange of the angle (similar to what's
shown).
1" x 2" x 0.046" U-Channel
clip used for attaching upright Super Gutter
to the roof perimeter. External Is /_Size of super gutter
Is Incidental to this
shown, but Internal U-Clip may also be used. connection detail
(4)#10-0 x 0.5" SMS fastened
through back side of upright
into super gutter
Front View
(From Inside Cage - Without Purlin Shown)
Mitered base Is shown and Is typical but
Is not required. U-Channel style clip may
0e added for aesthetic reasons but Is not
necessary for structural reasons.
NON -LOAD BEARING TRANSOM WALL CONNECTION (A)
#10-0 x 0.5" S.M.S. Represents one "flange"
Quantity Is equal to the Beam
H-Channel Length minus one (20 SMB shown as example)
THESE PLANS
(Notch Depth) I. REQUIRED
E ARE,
SUB•IECT TO D ALL PROAOSED Wo.
QUiRED BY FIELD INAMY SPECTORS
(H-Channel Length) COMP Y NECESSARY INORDER To
ABLE CODES.
Notes:
1) H-Channel Length will be equal to the beam length minus the
notch depth.
' H-Channel
2) Knee braces may be used In addition to this connection but are
optional. For Information about a knee brace connection, please see
the detail labeled "Knee Brace Connection".
Upright
SMB shown as example)
Beam Notched Around Upright
#10-0 x 0.5" S.M.S.
Quantity is equal to the
H-Channel Length minus one
3) Quantity of screws on each flange must be equal to the H-Channel
Length minus one (as shown In the detail).
4) Fasteners in H-Channel may be #14-0 x 0.5" also.
5) Any combination of frame members for the upright and beam may
be used provided they are In the Beam Schedule and Upright Schedule
respectively.
6) H-Channel configuration and frame -notch shown Is In a vertical
vector with the beam being notched. The vector may also be
horizontal with the upright notched ONLY IF the upright depth is
larger than the Beam depth.
7"
(H-Channel Length)
Beam
SMB shown as example)
1) Knee braces may be used In addition to this connection but are
optional. For Information about a knee brace connection, please see
the detail labeled "Knee Brace Connection".
2) Quantity of screws on each flange must be equal to the H-Channel
Length minus one (as shown In the detail).
Upright 3) Fasteners In H-Channel may be #14-0 x 0.5" also.
(2x4 SMB shown as example)
4) Any combination of frame members for the upright and beam may
be used provided they are In the Beam Schedule and Upright Schedule
respectively.
5) The configuration shown Is the beam butting Into the upright with
the H-channel "Length" being driven by the beam depth. This
configuration may be switched to have the upright butting Into the
bottom of the beam and the H-Channel "Length" being driven by the
upright depth.
Beam Attached Directly to Upright
Beam to Upright (H Channel)
DAVIS & CLEATON ENGINEERING, INC.
X
Civil
Structural
601 North Orlando Ave.
E ' ` -
r�
Maitland, FL 32751
// u
PHONE: (407) 539-2353
FAX: (407) 407-539-2334
Wind Zone: 130 MPH
Design confo cos to the FBC 2007 Sulkling and the FBC 2007 Resldentlal, with
K CLEATON, JR, P.E.
ENGINEER - FL LIC. 35816
Exposure: B
the 2009 supplements, as well as the ASCE 7-05.
#100 x 0.5" S.M.S.
fastened through the
1x2 angle to the 1x2 O.B. at eat
Pickett location and In betweei
each olckett
Screen Enclosure Upright
Pickett Spaced so a 4" Sphere
cannot pass through
A...........
Tapcons spaced Max 18" O.C.• •
)0 x 1.5" S.M.S. fastened
screw bosses of 1x1 Pickett
(Both Ends Typical)
#100 x 2" S.M.S. fastened
In between each Pickett
1x1x 0.046 Pickett Profile
Standard Chair Rail Girt
IJ 1 #100 x 2" S.M.S
In between each
I #100X0.5"S
fastened throw
' 1x2 angle to the 1x2 t
' Pickett location each picke
A
:hair Rail Girt
;ned to
l Girt
Pickett
x2x 0.046 Angle
1x2 O.B. from
screen enclosure
Notes:
1) This method may be Incorporated Into any aluminum framed screen wall
(Including framed In openings In a house).
2) The size of the Chair rail (a.k.a. guard rail) may be chosen from the Girt 0.25"0 tapcon (or concrete
Schedule. anchor equivalent) embedded 1.25"
3) Brick Pavers may be under the 1x2 O.B. sole plate as long as the tapcons attach SECTION A -A 1100 p.s.l. concrete foundation
to the concrete footer or deck underneath them meeting the minimum embedment
requirements of 11/a".
Detail: Retro-Fit Pickett into Screen Wall (W Angle Base)
•
2x2x0.125" Angle attachec
floating Pickett base to screen
upright with (2) #100 x 0.5"'.
each Flange
Enclosure Upright
Pickett Spaced so a 4" Sphere
cannot pass through
3.M.S. fastened
i each Pickett
00 x 1.5" S.M.S. fastened
screw bosses of 1x1 Pickett
(Both Ends Typical)
:ric
inside)
A
...........�
Tapoons spaced Max 36" O.C.• • •' A
Notes:
1) This method may be Incorporated Into any aluminum framed screen wall
(Including framed In openings In a house).
2) The size of the Chair rail (a.k.a. guard rail) may be chosen from the Girt
Schedule.
3) Brick Pavers may be under the 1x2 O.B. sole plate as long as the tapcons attach
to the concrete footer or deck underneath them meeting the minimum embedment
requirements of Stt/".
Wind Zone: 130 MPH
Exposure: B
Chair Rail Girt
4" Max opening. -
1 x1 x 0.046 Pickett Profile
THESE PLANS AND ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODES.
Enclosure Upright
-Standard Chair Rail Girt
K2 O.B. Fastened to
the Chair Rail Girt
-1x1x0.046 Pickett
#100 x 2" S.M.S. fastened
In hetween each nickett
K2 O.B. Floating Pickett Base
: be an equivalent standard Channel
or standard Girt member)
1x2 O.B. from
screen enclosure
0.25"0 tapcon (or concrete
anchor equivalent) embedded 1.25" Into
SECTION A -A
2500 p.s.l. concrete foundation
-llllii/r,
.o Screen Wall (Floating
Pickeitt,`.Ba
DAVIS & CLEATON ENGINEERING, INC.
C
Civil
Structural
-
601 North Orlando Ave.
Maitland, FL 32751
PHONE: (407) 539-2353
FAX: (407) 407-539-2334
Design conforms to the FBC 2007 Building and the FBC 2007 Residential, with
JR, P.E.
EER-FULI. 35816
rZCI_FAT0A,
the 2009 supplements, as well as the ASCE 7-05.
Y" 0 0
Tapoon
"Column to De
for prop
Architectu
-1.25 " Min Emedment
Existing C.M.U.
SECTION A -A
Notes,
1) Tapcons in between each upright may be spaced at 36" O.C. (MAX) with
a 1x1x0.046 Hollow aluminum Ferrule support (as shown In the detail).
THESE PLANS AND ALL PR
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT Front View
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODES.
Screen Enclosure Base Attachment to Foam Capped Wall
DAVIS & CLEATON ENGINEERING, INC. (- '
Civil
Structural
601 North Orlando Ave. t
Maitland, FL 32751
PHONE: (407) 539-2353 �U� '
FAX: (407) 407-539-2334
/qjO f
Wind Zone: 130 MPH ign conforms to the FBC 2007 Building and the FBC 2007 Residential, with CLEATON ]R, P.E.
Exposure: g the 2009 supplements, as well as the ASCE 7-05, GINEER - FL. LIC. 35816
Des
#10 0 x 0.75" S.M.S.
Quantity shown is the minimum requirement.
Max spacing between fasteners is 2" with the minimum
......7.
spacing between fasteners at 0.75". If the component that
the cable is being attached to is configured in such a way that
O O O O O
prevents two perpendicular rows, then a second row
or column of fasteners may be added parallel (but not colinear)
to the default row or column of fasteners at alternating spacing.
O/
O �
oolt shown for illustrative
purposes only
Pressed Aluminum Eyelet Sleeve
thick stainless steel cable
3
1x2x0.125 Angle is to be used
In the case where the triangle plE
Is less than Ye" thick.
framing components shown
for illustrative purposes on])
Single Loop
45° ±15
15°
thick triangle plate
Ya" thick cable with approved
loop attached to the eye bolt
%6" Stainless Steel welded eye bolt with
one standard nut on the bottom
side and two standard nuts on the
top of the triangle plate. A single
lock nut may be used In place of the
two standard nuts on top
Triangle Plate Top Attachement
pressed eyelet sleeves
Pressed Eyelet Sleeve
(Shown after being mechanically pressed)
Cable Connection Notes:
1) To determine the quantity of cables needed for a screen wall braced on one side by a host structure take the
total square footage of the braced wall and divide by 250. Round the calculated value to the closest whole
number and subtract one. It is Intended to not have a cable on a wall that Is less than 250 S.F.
Example: 430 S.F. / 250 = 1.72 --> rounds to 2 —> 2-1 = 1 cable
Example: 230 S.F. / 250 = 0.92 --> rounds to 1—> 1-1 = 0 cables
2) To determine the quantity of cables needed for an unbraced screen wall, take the total square footage of the
unbraced wall and divide by 250. Round the calculated value to the closest whole number and multiply by 2. It is
required that an unbraced screen wall have an equal amount of cables opposing each other.
Example: 535 S.F. / 250 = 2.14 --> rounds to 2 —> 2*2 = 4 cables (2 pairs of opposing cables)
Example: 780 S.F. / 250 = 3.12 --> rounds to 3 --> 3*2 = 6 cables (3 pairs of opposing cables)
3) Any one of the approved cable -to -deck attachments shown may be used. Field conditions will dictate the type
of attachment used and may change dynamically from the original design Intent. This has no bearing on the
design or the structural Integrity of the enclosure and therefore is allowed to be done, as long as one of the
approved attachment details is utilized.
4) Cables may attach through pavers as long as the minimum concrete embedment of 1 1/a" is achieved by using a
longer tpcon.
5) Minimum concrete edge distance for all concrete fasteners is 2%"
6) Cables should be at a 451 angle to the vertical uprights (f151).
r� 1
Tapcon t
(
1/4"I
Tapcon c
(. rt-.—,j
Camelback to Side of Deck
Flat_Bar :to_Side-of-7Deck
a/a" 0 x 3" (L)
Tapoon (only)
If loop of cable is large
flange of tapcon then
larger flanged double
Single Concrete Fastener to Side of Deck
Camelback to Top of Deck
THESE PLANS AND ALL PROPOSED WORK
I ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
V88" M 6063-T6 Aluminum MAY BE NECESSARY IN ORDER TO
(or equivilant) COMPLY WITH AWA90PROMA® ;
Flat Bar Plate Camelback Clip Bracket
Ca-b.l_e:_At°-achme'nt=Detai'Is -(2 ocf��
ri
DAVIS & CLEATON ENGINEERING, INC.
civil
Structural
601 North Orlando Ave.
. TE
Maitland, FL 32751
PHONE: (407) 539-2353
FAX: (407) 407-539-2334
K CLEATON, JR, P.E.
ENGINEER - FL. LIC. 35816
Wind Zone: 130 MPH
Design conforms lb the FEC 2007 Building and the FBC 2007 Residential, with
Exposure: R
the 2009 supplements, as well as the ASCE 7-05,
ELITE PANEL SPAN TABLES jProvided as a reference document only. This document can be found online at the Florida Prod
Approval website.
3" x 0 024 x 1 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE
LOAD (PSF)
MAX ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
16.17
15.76
15.03
14.10
20
13.44
13.44
12.22
10.35
30
10.78
10.78
9.41
6.60
40
1 9.22
9.22
6.60
2.85
50
8.17
8.17
1 3.79
-
60
7.40
6.39
1 0.98
-
70
6.81
4,51
1 -
-
L. 80
6,33
2.64
1 -
-
4" x 0024 x 1 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE
LOAD (PSF)
MAX ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
19.00
19.00
17.17
16.53
20
15.01
15.01
15.01
13.95
30
12,50
12.50
12.50
11.30
40
10.97
10.97
10.97
8.80
50
9.92
9.92
9.44
6.22
60
9.13
9,13
7.51
3.64
70
8.52
8.52
5.58
1.07
80
8.02
8.02
3.64
1 -
6" x 0024 x 1 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE
LOAD (PSF)
MAX ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
23.00
21.24
21.47
20.85
20
18,06
18.06
18.06
18.06
30
15.13
15.13
15.13
15.13
40
13,34
33.34
13.34
13.34
50
12.10
12.10
12.10
10.91
60
11.17
11.17
11.17
8.43
70
10.44
10,44
10.30
5.95
80
9.85
9.BS
843
3.47
3' x 0032 x 1 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE MAX ALLOWABLE SPAN (FT)
LOAD (PSF) L/80 I L/120 I L/180 I L/240
1 20 1 16.64 1 15.96 1 14.06 1 12.16 1
40 13.69 12.16 8,36 4.56
50 12.22 10.26 5.51 0.76
60 1 10.75 1 8.36 1 2.66 1 -
80
4° x 0,032 x 1 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE
LOAD (PSF)
MAX ALLOWABLE SPAN (FT)
L/80
I L/120
L/180
L/240
10
20.50
20.50
20.11
19.24
20
19.61
19.24
17.49
15.74
30
18.17
17.49
14.87
12.24
40
16.72
15.74
12.24
8.74
50
15.28
13.99
1 9.62
5.25
60
13.84
12,24
1 7.00
1.75
70
12.40
10.49
1 4.38
-
80
10,951
8.74
1 1.75
1-
6" x 0032 x 1 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE
LOAD (PSF)
MAX ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
24.00
24.00
24,00
23.42
20
23.34
23.21
21.82
20,22
30
22.10
21.63
19.42
17.02
40
20.86
20.05
17.02
13.82
50
19.62
1B,47
1 14,62
10.62
60
18.38
16,89
12.22
7.42
70
17.14
15.30 1
9.82
4.22
80
15.91
13.72 1
7.42
1.02
3" x 0024 x 2 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE
LOAD (PSF)
MAX ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
19.33
18.95
18.31
17.66
20
18.11
17.66
16.36
15.06
3D
16.80
16.36
14.41
12.46
4C
15.49
15.66
12.46
9186
50
14.18
13.76
10.51
7,26
60
12.87
12.46
1 8.57
4.67
70
11,57
11.16
1 6.62
12,07
80
10.26
9.86
1 4.67
1-
4' x 0 024 x 2 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE
LOAD (PSF)
MAX ALLOWABLE SPAN (FT)
L/BO
L/120
L/180
L/240
20
21.97
21.97
21.52
20.97
20
20.77
20.77
19.86
18.76
30
19.57
19.57
18.21
16,55
40
1 18.36
18.36
16.55
14.34
50
17.16
17.16
14.89
12.13
60
15.96
15.96
13.24
9.93
70
14.75
1 14.75
11.58
7.72
80
13.55
L 13.55
9.93
5.51
6" x 0024 x 2 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE
LOAD (PSF)
MAX ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
16
23.93
23.93
23.88
23.60
20
23.20
23.20
23.03
22.46
30
22.47
22.47
22.18
21.33
40
1 21.75
21,75
21.33
20.20
50
11.02
21.02
20.49
19.07
60
20,29
1 20.29
1 19.64
17.94
70
19.57
1 19.57 1
18.79
16.81
B O
18,84
1 18.84 1
17,94
1 15.68
GENERAL NOIES
1 Composite panels shall be constructed using type 3003-H154 aluminum facings, I or 2 PCF ASIM C-578 carpenter brand EPS
adhere to aluminum facings with Ashland Chemical 2020D ISO grip Fabrication to be by Elite panel products only in
accordance with approved fabrication methods.
2. Elite roof panels maintain a UL 1715 (int) class `B' (ext) rating and are NER-501 approved.
3 This specification has been designed and shall be fabricated in accordance with the requirements ofthe 2007 Florida Building
Code, composite panels comply with Chapter 7 Section 719, Chapter 8 Section 803, Class A interior finish, and Chapter 26
Section 2603, All local building code amendments shall be adhered to as required
4. The designer shall determine by accepted engineering practice the allowable loads for site specific load conditions (including
load combinations) using the data from the allowable loads tables and spans in this approval
5 Deflection limits and allowable spans have been listed to meet 2007 FBC including the HVHZ In HVHZ, this product shall be
used in structures "not to be considered living areas" per Section 161.3 unless impact resistance in accordance to the HVHZ
requirements are met
6. Safety factor of 2 0 has been use to develop allowable loads and spans from testing in accordance to the Guidelines for
Aluminum Structures Part I and conforms to the 2007 FBC Chapter 16 and 20.
7 Testing has been conducted in accordance to ASTM E72-05: Strength Iest of Panels for- Building Construction.
8 Reference test reports: HEII-05-1988, HEII-06-2104, HEII-06-2066, HETI-06-2105, HETI-06-2067, HETI-05-1002, HEII-
06-2107, HET1-05-1987, HETI-06-2069, HEII-06-2070, HEII-06-2071, HEII-05-1994, HEII-05-1991, HEII-06-2072,
HEII-06-2073, HET1-06-2074, HEII-05-1996, HEII-05-1989, HEII-05-1993, HEII-05-1985, HEII-05-1995, HEII-05-
1990, HETI-05-1997, HETI-05-2037, HEII-05-2029, HETI-05-2039, HEII-05-2030, HEII-05-2041, HEII-05-2048, HETI-
OS 2036, HEII-05-2031, HEII-052038, HETI-05-2065, HEII-05-2040, HEII-05-2042
9. Linear interpolation shall be allowed for figures within the tables shown.
10. Panels with fan beams shall be considered equivalent to similar panels without fan beams. Design professionals may include
the strength of the fan beam to exceed shown figures as Dart of site -specific en2ineerine.
SEAL JOINT WITH
CONTINUOUS CAULKING
SLOPE
3' x 0030 x 2 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE
LOAD (PSF)
MAX ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
20.I1
20.03
19.42
18.81
20
19.02
18.81
17.59
16.35
30
17.93
17.58
15.73
13.89
40
1 16.83
16.35
13.89
11.43
50
15.74
15.12
12,05
8.97
60
14,64
113.89
10.21
6.52
70
13.55
1 12.66
1 8.36
1 4.06
80
12.46
1 11.43
1 6.52
1 1.60
4" x 0030 x 2 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE
LOAD (PSF)
MAX ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
24.17
2T.17
24.17
24.17
20
23.64
23.64
23.41
23.11
30
22.57
22.57
21.90
21.01
4D
21.51
21.51
20.39
18.91
50
20.45
20.45
18,88
16.80
60
19.39
19.39
17.37
14.70
70
18,33
18.33
15.86
12.59
80
17.26
17.26
14.35
10.49
6" x 0 030 x 2 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
ALLOWABLE
LOAD (PSF)
MAX ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
24.00
24.OD
24.00
23.84
20
23.65
23.65
23.34
22.84
30
22.94
22.94
22,59
21.85
40
22.23
22.23
21.85
20.85
50
21.53
21.53
21.10
19.86
60
20.82
20.82
20.36
18.87
70
20.11
20.11
1
19.61
17.87
80
19.40
19,40
18.87
16.88
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BOTTOM FACINGS
INTERLOCKING CROSS SECTION
THESE PLANS AND ALL PROPOSED W
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THi
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODE
4- MAX WIDTH INTERLOCKING
PANEL (1/4'/FT MIN SLOPE)
0pp0 a w0�0�000
EPS CORE 1LB OR 2LB
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ENGINEER OF RECORD TO PROVIDE
O0
FOR ROOF CONNECTIONS &
ADD THICKNESS OF
00
SUPPORTING STRUCTURE DETAIL BY
WALL FOR TOTAL
00
THIS OR ANY OTHER ENGINEER
PANEL SPAN:
00
L OPTIONAL
0 H GUTTER OR
DRIP CAP
36' MAX IN FRONT & 25%
OF PANEL WIDTH @ SIDES
(12' MAX AT SIDES)
EPS ROOF PANEU SPAN DESCRIPTION
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO BOX 10039
Tampa, FL33679
Tat (813) 374-0321
Fax: (813) 374-0322
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DATE 9119/06
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MAY BE NECESSARY IN ORDER To
COMPLY WITH ALL APPLICABLE CODES.
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