239 Magnolea Park Trl - BR08-001951 (SCREEN ENCLOSURE) DOCUMENTS06/11/2008 03:34 4076781334
Application A : v
Job Address: Cl/Li
Parcel ID: UN- W
ARMSTRONG ALUMINUM- yPAGE 02
CITY OF SANFORD PERMIT
APPLICATION1.
RECE IID
JUN 1SubmittalD9tc: 7 008
Value Of Work: S_____
Zoning:
Description of Work:
Permit Type: Building • Electrical Ncchanical 13 Plumbing;
Historic District:
Square Footage: L.........................................
Fire Sprinkler/Alarm O Pool a Sign O
Electrical: New Service- 0 *(AMPS Addition/Alteration 13 Change of Scrvicc O Temporary Pole O
Mechanical: Residential Non -Residential CI Replacement 0 New O (Duct Layout & Energy Calc, Required)
Plumbing/ New Commercial: 0 of Fixtures 0 of Water Bt Sewer Lines q of Gas Lines
PlumbingfNew Residentiat: 0 of Water Closets _ Plumbing Repair - Residential D Commercial O
Occupancy Type: Residential Commercial 13 Industrial O Occupancy Use Group(s):
Construction Type: _ _.!_— (of Stories: _ _ # of Dwelling Units: Flood Zone: (FEMA,form required I
0.0...............• .........• ...... .............................
0.... 4.................
Property Owner: ,'t Contractor..r. TN .,/ 0) rw m C' j
2
Address:_ Address:ft, 7
Phone: E-mail: Phone: t l07 State License Number:Q-KO taipLO tiCja
Bonding Company: Mortgage Lender -
Address: Address:
Address:
Plan Review Contact Person: Phone:
Application is hereby made to obtain a permit to do the worl and installations av indicated, I cenW that no work or installation Iraq commenced Prior 10 the
issuance of a permit and do all work will be performed to neet standards of all laws regulating construction in this juricdictitm. I understand that a separate
permit no be seared for ELECTRICAL WORK. PLUME INS:, SIGNS. WELLS. POOLS, FURNACES, BOILERS. HEATERS. TANKS, and
AIR CONDITIONERS. etc.
o AFF D VIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicble laws regulating
construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT' MAY RESULT IN YOUR PAYING 7wTCE FOR
IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR
NOTICE OF COMMENCEMENT.
Z a'o
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03 ,-
in .0
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as
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In addition to the requirements of this permit. 11 mx : may be additicMal restrictions applicable o this property that may he found in the public records of
P. and tbete may be addkional permits required fro % other Vvcmmemal. entities Stich as wa r management dis T stare agencies. or federal agencies.
id ien w. FS 713.
Date
6A, 3WYNN
0' STATE
OF FLORIDA' DD484466
9
012312009 Q
t"SCJn/2 BO DED THgU 888-NO RY1 zed
Ow Agent isV Personally Known to xcu Contraetor/Agent is t%t
PerwnNiy
Cnown m e or Produced
ID bb _
Produced
lD APPROVALS:
ZONING: it t7TIL: FD: ENO: BLDG: Special
Conditions, Rev
07.07 I
wtll tify the owner of the prtrperty Date
4% (
END
tc 1
iemmole t ounty Property Appraiser Uet ntormation Dy rarcei lvumoer Oltp:/I W W W .JGpSl1. V b'/ wcuu c_wcu.aculululc_wny_uuc : r l c,uL.--...
DAvin JOHNSON, CrA. ASA
PROPERTY
APPRAISER
SEMINOLE COUNTY rL.
1 101 E. FIRST ST
ANFORD, FL 32771-1468 SANFORD . 407-665-
7506 i" GENERAL
Parcel
Id:
18-20-31-507-0000-0930 Owner: FRISZ
MICHAEL & KATHLEEN Mailing Address:
239 MAGNOLIA PARK TRL City,State,
ZipCode: SANFORD FL 32773 Property Address:
239 MAGNOLIA PARK TRL SANFORD 32771 Subdivision Name:
MAGNOLIA PARK Tax District:
S1-SANFORD Exemptions: 00-
HOMESTEAD (2005) Dor: 01-
SINGLE FAMILY SALES Deed
Date
Book Page Amount Vac/Imp Qualified CORRECTIVE DEED
08/2005 05872 0226 $100 Improved No WARRANTY DEED
12/2004 05607 0122 $238,300 Improved Yes CORRECTIVE DEED
11/2004 05514 1167 $100 Vacant No WARRANTY DEED
0512004 05402 0149 $63,000 Vacant No Find Comparable
Sales within this Subdivision 2008 WORKING
VALUE SUMMARY Amendment 1
impact not reflected. Value Method:
Market Number of
Buildings: 1 Depreciated Bldg
Value: $223,148 Depreciated EXFT
Value: $0 Land Value (
Market): $45,000 Land Value
Ag: $0 Just/Market
Value: 268,148 Assessed Value (
SOH): 227,190 Exempt Value:
25,000 Taxable Value:
202,190 Tax Estimator
Portability Calculator
2007 VALUE
SUMMARY Tax Amount(
without SOH): 5,062 2007 Tax
Bill Amount: 3,649 Save Our
Homes (SOH) Savings: 1,413 2007 Taxable
Value: 195,573 DOES NOT
INCLUDE NON -AD VALOREM ASSESSMENTS LAND
LEGAL
DESCRIPTION
Land Assess
Method Frontage Depth Land Units Unit Price Land Value PLATS: LOT 0
0 1.000 45,000.00 $45,000 LOT 93 MAGNOLIA PARK PB 63 PGS 54 - 59 BUILDING INFORMATION
Bid Bid
T Year Fixtures
Base Gross
Living Ext Wall Bid Value Est. Cost
Num Type
Bit
SF
SF SF New Building1 SINGLE
2004 13 1,520 4,311 3,445 CB/STUCCO $223,148 $227,702 Sketch FAMILY
FINISH Appendage I
Sqft OPEN PORCH FINISHED 1216 Appendage I
Sqft GARAGE FINISHED 1520 Appendage I
Sqft OPEN PORCH FINISHED / 130 Appendage I
Sqft UPPER STORY FINISHED 11925 NOTE: Appendage
Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch
Finished, Base Semi Finshed Permits NOTE:
Assessed
values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes.
If you
recently purchased a homesteaded property your next year's property tax will be based on Just/Market value. I of
4/18/
2008 7:15 AM
0% t4CA
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: v U
I hereby name and appoint, KP-" n
an agent of: )'.51-1 11M 114 Yff 1 I.A4tL-
Name of Company)
to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things
necessary to this appointment for (check only one option):
All permits and applications submitted by this contractor.
The s ecific pegmt and ap licato r work loc d at:
t V
Street Address)
Expiration Date for This Limited Power of Attorney:
L
S
My Commission Expires:
Rev. 3/27/07)
as
rig-iu i
MAGNOLIA PD PROPERTY OWNERS ASSOCIATION, INC., THEREVESTFORHOMEIMPROVEMENTAPPROVAL
Home Phone ,
owner's Name ., , n : _ l S_Ic Inn id
TiF; ,- 1? 3 Lot No. q
Address .j9i t l 0(°' • 5'
ij
ro values, we require that any homeowner considering improvements or alterations to their home or I
To protect each homeowner's rights and property Board PRIOR to beginning work. Receipt of county
property, submit a Request for Home Improvement Approval to the Architectural Review
oryou to beg
approvals does not constitute approval by the Association and if any
approv
changeaisfmade that has N07' rbeenpapproved by the Assoc at on, the Board of
applications and inspect material prior to processing the req yPlease com lete this form in detail and mail to: Sentry
Directors has the right to require you to REMOVE the improvements from your property. P nrovat.
M n¢ement Inc 2180 W. SR 434 Longwood FL 32779 All approved projects must be compteted wiihir: six (6) mondrs of receipt of ap,
M—
Brief description of improvement which you propose
n 1
s
Material to be used for improvement (brieflv describe) -
Paint Colors)
Screen Type(s)-
Pence: Height &: Wood Type(s)
Landscaping
Additional Materials (exel. Above)
Who will perform the work on this improvement? _-. q 1
Are permits required? Y N If so, Date obtained
Attach a copy of your plat map with your sketch or engineering drawing with all proposed additions, or changes
cludin measurements. If you are proposing exterior paint or new roofing, include paint samples or shingleingARB
Comments I
agree not to begin work until 1 have written approval. Date:
Signature
of Homeowner:''"" by/
Date: a —0 Received
by'Date: Notified
by/Date: Disapproved
by/Date:
AS RECORDED IN PLAT BOOK'
4W
0) 1j,
as PLOT RLAN
DESCRIPTION:(AS„ FURNISHED)
LO+T9J,l ACNOLIA P.-ARK
W
PAGEESSEET :h
94N 59 OF LIRAUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
N F R LTHNS
LOT SMUCTURE CONTAINS 0M
CONTAINS BOOS SOUARI SWARE FT'ET A.
A
PREPARED FOR:
DR HORTON
BUILDING SETBACKS
FRONT: 25'
REAR: 20'
SIDE: 5'
CORNER: 15'
ELEVATIONS SHOWN ARE PER LOT GRADING
PLANS PROVIDED BY THE CLIENT,
LL BVILIIND SETBACK LINES SNOW HEREON ARE PER
ATA FURNISHED BY CLIENT AND IS FOR INFORLIATNONAL
URPOSES ONLY.
THIS IS NOT A SURVEY
HAVE QIAIOI4LD THE FJ,NAI, YUI'eTY P
3 120282 0040 E DATED 4/17/95 AND FOWD
K SUS.ECT PRDPERTV APPEARS TO LIE IN ZONE A.
TEA WITHIN 100 YEAR FLOOD PLAIN,
E SUNVEYCR YAIES NO DUANANTEEI AS TO THE
eOVE INFORNAAON. P1lASE CONTACT THE LOLL
E.ILA ACCENT` FOR V,MnCARON,
EAR/W.9 SHOWN HERHQN AIM BASED ON
SCALL. I- - 30 FEET
APPROVED BY: SJ
JOB No. A3114443e
DRAVMI BY'
y ,
R
LEGEND
swum smAcl UNE uw Ntm w to w rm
mtwwE roe rONT ON mum"r
tow Cr 1NY INN: L Pon OI WE
ECO tow O W.?' N O/MA— NRoeorcl ncvAntN rm roNpr w
00 HI HIM WMAX NOW ro R nw oMILrYdt
1 W1 R A DONOIES eLLU ANpE
V riW 11NN1Jut4PH(QI1 L 0[A01EE AEC WWII
L1 Lw t1mm LL oucl EHote EPAREqI'm PONARENT pvaDw YOmma FC OE1OW /MW OF MAIVAE ECMF}T raw,ar aaaa raw ;m w E TCtV .
CAA
p" PLAT FT Ot Ci PWr a rNSpIC7.
1
n 1'AIX f
Y RA6ENROLE teAu
pe
mA71E/E PA/ CS U&TT tAAI
M PACES
NO AlURALL COADL £pp/qqt t:ppq qMlti4e+. e1NYA( I m pC /AiI a iMll s wa
1, THE "VEYOR HAS NOT ABSTRACTM THE
LAND SHOW HEREON FOR EASEMENTS, RWHT
OF WAY, RESTR1C/ION4 OF RECORD WHICH
uAr APFfCY TI4E 11715 OR USE OF THE LAMD
NO UNDERGROUND IMPROVENEANTS HAVE BEEN
LOCATED EXCEPT AS SHDVIK
HOT VALD WNTHOUT ,HE SICNAIURE AND THE OOMIAL
RAISED &M OF A FLORIDA UM NSED SURVEYORNAANDMAPPER.
1'I,A
FAX: (401) 42E—/111 JWILLIAM R.
THIS 14STRUMI NT PREPARED BY:
Nc'r'ne_
Address:`1
S ate of Florid
CA _ 1-1) 11 III I11 II III II i11 II Ili II Ili II III 11 Ili II ISM III 11111
W .. MARYANNE MORSE, CLERK (if:CiRCU11' COURT
10.f SEMINOLE COUNTY
k H BK 0'023 Pg 1,121981 ! 1 pg )
CLERK' S #1 200807F,976
RECC ROF D 07103/2008 09:3i2a02 AM
RE'CONDiNI3 FEES 10.00
RECORDED BY L McKinley
NOTICE OF COMMENCEMENT
Permit NumberLLLq=--,Parcel ID Number (PID)
r '"
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713,
Florida Statutes, the following information is provided in this Notice of Commencement.
GENERALDESCt1lPTI
OWNER INFORMATION-1 -o I S Name and address: `'
IV.
CER II-i tl Goer
CONTRACTOR 9ARYlJNE i1'ft RSF
prong p(uynhrum, Irte MercII:u; Or
a ,,Name and address:
rL" 4 M u uRT
llvnr+c"=-RIDA
by Section 713.13(1)(b), Florida Statutes.
Name and address:
Of
In addition to himself, Owner Designates To receive a copy of the Lienor's Notice as Provided in
Section 713.13(1)(b), Florida Statutes.
Expiration Date of Notice of Commencement:
The expiration date is 1 r from date of rec:ordi unless a different date is s ified.
WARNING TO OWNER. ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OFCOMMENCEMENTARECONSIDEREDIMPROPERPAYMENTSUNDERCHAPTER713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. ANOTICEOFCOMMENCEMENTMUSTBERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEYBEFORECOMMENCINGWORKORRECORDINGYOURNOTICEOFCOMMENCEMENT.
STA E ( LO I - A
COUNTY OF SEMINOLE
WNERS SIGNATURE
OWNERS PRINTED NAME
NOTE: Per Florida Statute 713.13(1) (g), owner must sign...... and no one else may be permitted to sign in his or her stead."
day of ` , 20 D
The foregoing instrument was acknowledged before me this y
by
Name of person making statement
OR who has produced identification
VERIFICATION PURSUANT TO SECTION 92.525, FLORIDA STATUTES.
Who is personally known to me
type of identification produced
UNDER PENALTIES OF PERJURY, 1 DECLARE THAT I HAVE READ THE FOREGOING AND THAT THE FACTS STATED IN IT
ARE TRUE TO THE BEST'OF MyA((YO))LEDG FsAND BELIEF
OF NATURAL PERSON SIGNING ABOVE
t RANDY L. ELLNIAN
Pour% Public. Slate of Florida
PJiy I;ornm expires Feb 09, 2009
No DD392861
Bonded thnr F Shlon ,y ;eii(N. inc 1800)451-4854
i
ISOMETRIC VIEW
Note:
Door location(s) are incidental to
the structural integrity of the
design and may vary from the
proposed locations.
m
m m m m
o a
X X TX2x2 H
Vi
X
N Girt
X
N
TYP)
1x2) O.B.
6-10" 6-10" IJ.6-10"1
22'-0"
LEFT ELEVATION
SCALE 1:96
MEMBER DEFINITION LIST
NAME IN DRAWING PROPER DEFINITION
2x4 SMB 2x4x 0.046x 0.100 Self -Mating Beam
2x5 SMB 2x5x 0.050x 0.116 Self -Mating Beam
2x6 SMB 2x6x 0.050x 0.120 Self -Mating Beam
2x7 SMB 2x7x 0.055x 0.120 Self -Mating Beam
2x8 SMB 2x8x 0.072x 0.224 Self -Mating Beam
2x9 SMB 2x9x 0.072x 0.224 Self -Mating Beam
2x10 SMB 2x10x 0.092x 0.389 Self -Mating Beam
2x5 TFB 2x5x 0.055x 0.210 Triple Flange Beam
2x7 TFB 2x7x 0.060x 0.072 Triple Flange Beam
2x9 TFB 2x9x 0.082x 0.276 Triple Flange Beam
2x2 H 2x2x 0.044x 0.044 Hollow
2x3 H 2x3x 0.045x 0.045 Hollow
2x5 H 2x5x 0.050x 0.050 Hollow
2x6 H 2x6x 0.225 Holow
2x4 H 2x4x 0.050x 0.050 Hollow
2x9 SMB(M)` I 2x9x 0.125x 0.485 Self -Mating Beam
PLANS REV
4 2x4,H CITY SANFORD
PERMIT # oe-1 j I
DATE:
20 H
Purlin
TYP)
n o M
c4
q p N o
N o N
Ui
2x3 H
ui
o X 2x2 H x X
N N Purlin r1 - Girt ^ ^ -+
TYP) (TYP)
0
00 Cd in- M
1x2) O.B.
x 6'-10" 2'-7"
ID ID
x
N
N
N
20 H I I RIGHT ELEVATION
8'-0" 8'-0^ 8'-01. 9i. s'-o° a'-o° s' o° SCALE 1:96
F CAN
SCAT 1:96
FRONT ELEVATION
SCALE 1:96
A B c
A B c
Contractor Project Information
Job #: 08-149ARMSTRONGALUMINUM v
a
2227 Mercator Dr. U.1 a
Orlando, FL 32807
239ZMagnolia Park Trl.
C- E
g n
Phone: 407-678-3352
Sanford, FL 32771 5 o n a
Fax:407-678-1334
18-20-31-507-0.000-0930 8 u ^ r
License Number: RX0066490 m o
v N
Wind Zone: 110 MPH
0
Exposure: g y U)
mm-
V
3DrawnBy: Ricky Clousing
Sheet: Al Date: 6/4/2008 00
Note:
There is not a section view for each
and every beam due to the fact that
the remaining beams are identical to
one of the existing section views.
SECTION A -A
SCALE 1:64
MEMBER DEFINITION LIST
NAME IN DRAWING PROPER DEFINITION
2x4 SMB 2x4x 0.046x 0.100 Self -Mating Beam
2x5 SMB 2x5x 0.050x 0.116 Self -Mating Beam
2x6 SMB 2x6x 0.050x 0.120 Self -Mating Beam
2x7 SMB 2x7x 0.055x 0.120 Self -Mating Beam
2x8 SMB 2x8x.0.072x 0.224 Self -Mating Beam
2x9 SMB 2x9x 0.072x 0.224 Self -Mating Beam
2x10 SMB 2x10x 0.092x 0.389 Self -Mating Beam
2x5 TFB 2x5x 0.055x 0.210 Triple Flange Beam
2x7 TFB 2x7x 0.060x 0.072 Triple Flange Beam
2x9 TFB 2x9x 0.082x 0.276 Triple Flange Beam
2x2 H 2x2x 0.044x 0.044 Hollow
2x3 H 2x3x 0.045x 0.045 Hollow
2x5 H 2x5x 0.050x 0.050 Hollow
2x6 H 2x6x 0.225 Holow
2x4 H 2x4x 0.050x 0.050 Hollow
2x9 SMB(M)* 2x9x 0.125x 0.485 Self -Mating Beam
SECTION C-C
SCALE 1:64
SECTION B-B
SCALE 1:64
Contractor Proiect Information
ARMSTRONG ALUMINUM
Job #: 08-149 o iv
2227 Mercator Dr. nsz
239 Magnolia Park Trl.
ry
uvWr m
w
Orlando,
FL 32807 Sanford
FL 32771 v
o
a Phone:407-678-3352 18-
20-31-507-0000-0930 N '
a
u
N U Fax: 407-678-1334 CDo y License
Number: RX0066490 E 0
U N Wind
Zone: 110 MPH o —
3 Exposure: B c c `
n Drawn
By: Ricky Clousing 3 Sheet:
S 1 Date: 6/4/2008 m
General Nabes & Desicm Statement
1) This strutixe has been designed in accordance with the requirements of the 2004 FBC - Residential, Chapter 3, Section
R301.2.1.1, with the 2006 supplements. Wind loading requirements were met in aeoordanee with 2004 FBC-Building, Chapter 20
Light Metal Allays) - Table 2W2.4 (DESIGN PRESSURES FOR ALUMINUM SCREEN ENCIDSURES).
a. I=0.77 for 110 MPH or higher \ I=0.87 for 100 MPH
b. Building Category = I (in accordance with 2004 FBC-Building Chapter 16 table 1604.5).
c. Applicable Internal Pressure Coeffident: t 0.00
d. Design Pressure for Exterior Components & Cladding: +14 PSF
e. Wind Speed is based on a 3 second gust wind speech. Wind speed and category are defined in the title block
2) This Structure is designed to be attached to block and wood frame structures of adequate Structural capacity. The contactor shall
verify that the host structure and foundation to which the ahurrirxum stricture 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 structural capacity then the
owner, at his own expense, shall hire an architect or engineer to verify the structural capacity of the host structure.
3) The structures designed with this master set of engineering shall not exceed the primary spans set forth in the beam span tables
and shall rot exceed 16' in height For structures with spars greater than those set forth in the tables and heights greater than
16' sitespedfic engineering is required.
4) Screen well and screen roofs are based on a 60% screen mesh density with a maximum density weave of 20x20 threads per
square inch.
5) Actual v,011 thickness of members shall riot be less than 0.040 in.
6) Concrete shall be a minimum 28 day compressive strength of 2500 PSI, and be in accordance with the requirements of ACI 318,
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 a new slab/footing by observing the
following procedure:
a. Clean and scabble all correcting edges
b. Drill and epoxy embed #5 (MIN) reinforcing bar placed @ 12" O.C. mid depth. The rebar should be embedded a ririrrium of T'
using Rawl R-KEA Epoxy Acrylate Resin System or approved equal), leaving 24" exposed to be incorporated into the new
slab/footing.
7) Doors and their locations are incidental to the structural integrity of the design.
8) Knee Brace lengths are given by their horizontal and Vertical dhspiacements and rat the actual cut length.
9) Screen mesh is incidental to the structural integrity of the design; ttnerefore, each panel is not required to be fastened in place
independent of other panels around it
10) When using Self -Drilling TEK screws in lieu of S.M.S., longer screm rest be used to compensate for drill head so that thhe required
embedment length of threaded parts of the screw are in positive contact with the host or connected material. TEK screws and
S.M.S. are used interchangeably. Aluminum Surfaces in contact with lime -mortar, , or other masonry materials, shall be
protected with alkali -resistant coatings such as heavy -bodied biturninous paint or water -white methacylate lacquer.
11) Mess otherwise noted, concrete anchors shall be placed no less than 2-1/2" from the edge of slab/footing.
12) Minimum edge distance and center -to -center distances for fasteners are as follows:
C4022 Low Cron Sbad SIAS & Self• ckillinlg 0EK smews
Fastener Noniral Diameter Mrimm ISU
Disblince
M r7unCer ter bD
Carter DLstw=
10 0.188 5116, 112'
12 0219 3r8' 518'
14 0.25 112' 7/9'
APPROXIMATE ••
GRADE
2500 PSI MIN.
CONCRETE STRENGTH
24" MIN. FROM
EDGE OF GRADE
10° SLOPE
COMPACTED OR
UNDISTURBED SOIL/SAND
2500 PSI MIN. STRENGTH
W/ 6x6x10 / 10 W,W.M, or
contractor confirmed) Propex
Fibermesh 650 fiber reinforcement
a '( 4 NOMINAL SLAB
mil VAPOR BARRIER
CONTINUOUS REBARS W/ COMPACTED OR
I 3" MIN. CONCRETE COVER UNDISTURBED SOIL/SAND
TREATED FOR TERMITES
x2
4 T1fP. SLAB FOOTING
CONTINUOUS
PERIMETER FOOTING
Allowable Beam Span for Perimeter Footing
Continuous Footer Size Rebar Size 100-125 MPH
xl x2 3 5 B C
8" 8" 2 1 15.4' 12.8'
12" 8" 2 1 23.0' 19.2'
8" 12" 2 1 23.0' 19.2'
12" 12" 3 2 24.0' 20.0'
12" 16" 3 2 37.9' 26.6'
12" 18" 3 1 2 36.0' 30.0'
12" 24" 4 3 48.0' 40.0'
12" 30" 4 3 57.6' 48.0'
12" 36" 5 4 69.V 57.6'
x1 and x2 dimensions may be switched.
Reinforcement bars to be grade 60 steel
MEMBER DEFINITION LIST
NAME IN DRAWING PROPER DEFINITION
2x4 SMB 2x4x 0.046x 0,100 Self -Mating Beam
2x5 SMB 2x5x 0.050x 0.116 Self -Mating Beam
2x6 SMB 2x6x 0.050x 0.120 Self -Mating Beam
2x7 SMB 2x7x 0.055x 0.120 Self -Mating Beam
2x8 SMB 2x8x 0.072x 0.224 Self -Mating Beam
2x9 SMB 2x9x 0.072x 0.224 Self -Mating Beam
2x10 SMB 2x10x 0.092x 0.389 Self -Mating Beam
2x5 TFB 2x5x 0.055x 0.210 Triple Flange Beam
2x7 TFB 2x7x 0.060x 0.072 Triple Flange Beam
2x9 TFB 2x9x 0.082x 0.276 Triple Flange Beam
2x2 H Wx 0.044x 0.044 Hollow
2x3 H 2x3x 0.045x 0.045 Hollow
2x5 H 2x5x 0.050x 0.050 Hollow
2x6 H 2x6x 0.225 Holow
2x4 H 2x4x 0.050x 0.050 Hollow
2x9 SMB(M)* 2x9x 0.125x 0.485 Seff-Mating Beam
Calculations are based on parameters
put forth by FBC table 2002.4 where the
wind load is 120 MPH (3 second gust)
and exposure B. Loads of 4 PSF for the
roof and 15 PSF for the walls, are
applied simultaneously; with all primary
members In the roof being separately
calculated for a 300# point load across
any (1) foot section.
Sheet: D 1
2500 PSI MIN. STRENGTH
W/ 6x6x10 / 10 W.W.M. or
contractor confirmed) Propex
Fibermesh 650 fiber reinforcement
NOMINAL SLAB
y
2: Cn 6 mil VAPOR BARRIER
f V-
COMPACTED ORIUNDISTURBEDSOIL/SAND
TREATED FOR TERMITES
2) #5 REBARS, CONTINUOUS W/
12" MIN. 3" MIN. CONCRETE COVER
TYP. TURNDOWN SLAB FOOTING
Note:
Turndown slab footing is only required on the load
bearing wall when the span of the roof beam exceeds
50.4' or on any wall when the average wall height
exceeds 16'
DAVIS & CLEATON
ENGINEERING, INC.
Civil
Structural
601 North Orlando Ave.
Maitland, FL 32751
PHONE: (407) 539-2353
FAX: (407) 407-539-2334
Design conforms to the FBC 2004 Building and the
FBC 2004 Residential, with the 2006
supplements, as well as the ASCE 7.
A(NK CLEATON, JR, P.E.
ENGINEER - FL. LIC, 35816
10 x 1/2" S.M.S.
EACH SIDE
QUANTITY FROM
TABLE)
UPRIGHT
BEAM
KNEE BRACE LENGTH VARIES WE SECTION VIEW)
sre
KNEE BRACE ATTACHED
USING STANDARD
0.050" H-CHANNEL
TYP.)
KNEE
BRACE
Seer
Size
10 x 1/2" S.M.S.
EACH SIDE
BEAM TO COLUMN
NO SPLICE BEAM SCHEDULE
M a x. B e a m S o a n
S e a m 4' 6' 6' 7' 8'
2 x 4 SMB 20.4 16.9 17.3 16.0 14.9
2x6 S M B 27.3 24.4 22.3 20.6
2 x 6 S M B 31.8 28.9 26.4 24.4 22.8
2x 7 S M B 36.2 33.3 30.4 28.1
2x 8 S M B 47.1 43.7 41 .2 39.1 37.3
2 x 9 S M B 55.9 51.9 48.8 46.4 44.4
2x 10 S M B 60.0 59.9 56.4 53.5 51 .2
2 x 6 T F B 28.5 26.0 23.7 22.0 20.5
2 x 7 T F B 38.5 35.7 33.4 30.9 28.9
T F B 51.1 47.5 44.7 42. 40.62x9
Spans are vaeo for up to lbcolumn height. For larger negnts, see site specinc engi-Ing. Beam
lengths shown reflect "dear spare" when used In eon)-tion with diagonal
braces/knee braces. See "Dom Roof Gear Span" deta4. Column
Schedule Max.
Column Height Column
4.0' 4.5' S.0' 5.6' 6.0' 6.5' 7.5' 8.0' 2x4
SMB 13.9 13.1 12.4 11.8 11.3 10, 10.5 0.1 9.8 2x5
SMB 17.2 16.2 15.3 14.6 14.0 13.5 12.5 2x6
SMB iT6 18.5 17.6 16.7 16.0 15.4 14.8 14. 13.9 2x7SMB
22.0 20.7 19.7 18.8 18.0 17.3 16.6 16, 15.5 2x8
SMB 30.3 28.9 27.4 26.1 25.0 24.0 23.2 22.4 2x9
SMB 36.0 34.6 33.2 31.6 30.3 29.1 28.0 27.1 26.2 2x10
SMB 41.5 39.9 38.5 3TO 35.4 34,0 32.6 31.7 30.7 2x5
TFB 18.2 17.1 14.2 13.7 13.3 12.8 2x7
TFB 24.2 22.8 26.
7 18.
9 18.2 17.6 17.1 2x9
TFB 32.8 30,9 25.7 24.8 23.9 23.2 Column
heights based on a 47 beam span. For
longer spans see site specific engineering. This
table applies to bearing and non -bearing wags
for horizontal wind bads Control In design. Chair
Rail Schedule Max.
Snan Rail
6' 7' 8' 2x2x0.
04j 8.4 7.4 6 6.0 5.6 2x3x0.
060 9.0 8.3 7.8 2x
3x 0.070 12.7 1 1 .8 1 1 .1 10.6 10.1 2x4x0.
060 13.1 11._ 10.7 9.9 9.3 2x5x0.
050 15.0 13.4 12.2 11.3 10.6 Tributary
Load Width
Ntirber
ot#t o s.Ms, Faiac4rad 4rV1
sire at4
2 1 3 1 4 1 4 1 5 6 7 2x6
4 6 e 12 14 6
9 12 18 21 ac7
6 9 12 18 21 6
12162426 f8lbS10158l3036 2x19
12 18 24 36 Q Ntirber
of #14 S.MS. REi fired L041
sire / 47
2x4
2 2 3 1 4 1 5 5 1 6 2h6
2 2 3 4 6 at6
4 4 B B f0at7 669912am881212162K9X26
8
8 16 t6 2) ZM
V W X X 24 PURLIN
EAVE
RAIL
1x2
O.B. • • e
10
x 1-1/2" S.M.S. • FASTENED
EVERY 16" O.C. TO
CONNECT 1x2 O.B. TO
EAVE RAIL 1/
8" THICK GUSSET
PLATE 10
x 1/2" S.M.S. FASTENED
INTO PURLIN
AND BEAM QUANTITY
AS SHOWN) TYP.)
COLUMN
PURLIN
TO COLUMN DCdIII
LCIlyLII 71
Span
Referenced by No -Splice Table D
Knee Brace Length Knee Brace Length See
site -specific Layout See site -specific Layout for
sizes for sizes No -
Splice Flat Beam Span Definition Notes:
1)
Beam member size is chosen by the span between
the knee braces. 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. 8' in horizontal
or vertical distance) unless the site -
specific layout has been approved and Tributary
Load sealed
by a licensed professional engineer. Width"
Secondary Roof Member Schedule Tributary
Load Width
Knee
Brace Schedule Size
Lerlp 2x3x0.
050 Lp to 4 N40.
050 4 to 6 2x4
0.048x 0.100 SNE 6 to 7 2x9c
0.050x 0.120 SI`/B 7 to 8' Size
4' 5' 6' 7' Wx0.
050 7.0 7.0 7.0 2x3x0.
060 9.4 9.4 8.9 8.4 2x4x0.
050 10.6 10.2 9.9 Tributary
Load Width
10),
2" S.M.S. EACH SECONDARY
MEMBER, FASTENED
INTO SCREW BOSSES PRIMARY
MEMBER ELEVATION
SECONDARY
MEMBER
10
x 1/2" S.M.S. FASTENED
@ 24" O.C. PRIMARY
MEMBER TO SECONDARY MEMBER No -
Splice Sloped Beam Span Definition Calculations
are based on parameters DAVIS & CLEATON pert
forth by FBC table 2002.4 where the ENGINEERING, INC. wind
load is 120 MPH (3 second gust) CIVII andexposureB. Loads of 4 PSF for the roof
and 15 PSF for the walls, are Structural E
appliedsimultaneously; with all primary members
in the roof being separately 601 North Orlando Ave. calculated
for a 300# point load across Maitland. FL 32751 J any (
1) foot section. PHONE: (407) 539-2353 FAX: (
407) 407-539-2334 Design
conforms to the FBC 2004 Building and the Sheet:
D 2 FBC 2004 Residential, with the 2006 CLEATON, JR, P.E. 4GINEERsupplements, as well as the ASCE 7. FL. LIC. 35816
DIAGONAL ROOF BRACE
1/8" 0 STAINLESS STEEL
NOTE,
CABLE (MIN.)
1) Braced (dde) walls that e,tceed 250 S.F."have (1) cable; with w
WWI(onaI cable for every 250 S.F. beyond that. 3/8" 0 CONCRETE ANCHOR
2) Unbraced wags Mall have a mtnlnum of (1) pair of oppoahq cables With, WITH 2-3/8' EMBEDMENT
an addhb., pair for every.250 S,F. 45° (: 1- INTO CONCRETE
3) Any one of the bur cable M deck attachments owntsMmay be used. TYP.)
s
O
O O O
e
ALT. CABLE TO DECK 1/
0' PLATE - CUT
AT 45' 1/8' 0 STAINLESS STEEL 45' (:
15') CABLE (MIN.) 1/
8" 0 STAINLESS STEEL 1/
4" 0 CONCRETE ANCHOR CABLE (
MIN.) WITH
2-3/8" EMBEDMENT INTO
CONCRETE 45° (
3 15') EYE -
BOLT FOR CABLE
TENSION P
F
1.
1/4" x 5.112" x 1/8" THICK ALUMINUM
FLAT BAR ALT. CABLE TO DECK PURLIN
OR EAVE RAIL 1/
4" 0 CONCRETE ANCHOR 1/
0" 0 STAINLESS STEEL 1/
8" 0 STAINLESS STEEL WITH 2.3/8" EMBEDMENT CABLE (
MIN.) CABLE (
MIN.) INTO CONCRETE AND 1/4" 0 CONCRETE ANCHOR 45° (
x 15°) 1.
1/2" MIN. EDGE DISTANCE WITH 2-3/8" EMBEDMENT INTO
CONCRETE 3„
STEB. hIS-)I. CAMELBACK
1 '
CLIP 3" STEEL CAMELBACK
CLIP
ALT.
CABLE TO DECK PRIMARY CABLE TO DECK CABLE
CONNECTION DETAILS 10
x 1/2" S.M.S. BEAM
EACH SIDE QUANTITY
FROM TABLE) UPRIGHT
ee
eae
GUTTER
ATTACHES TO 10
x 1/2" S.M.S. EACH SIDE FASCIA
WITH #14 x T' Bey WOOD
LAG SCREWS Size QUANTITYASSHOWN) SPACED @ 12" D.C.(MAX) FASTENED
THROUGH STANDARD ALONG GUTTER AND (2) SPACED 0.
050" H-CHANNEL (TYP.) EVENLY AT EACH REINFORCEMENT
BRACKET KNEE
BRACE
H
Beam BOTTOM
OF KNEE BMCE TO Size BE
NO MORE THAN 6" ABOVE H-
Channel Profile THE TOP OF THE GUTTER OR
LIP of SPLASH GUARD HOUSE FASCIA IF
KNEE BRACE IS MORE THAN
6" ABOVE EITHER, SEE
LOOKOUT ARM DETAIL) GUTTER REINFORCEMENT BRACKET LENGTH
OF KNEE BRACE TO BE PLACED AT EACH BEAM LOCATION REFER
TO SECTION DETAILS OF SCREEN ENCLOSURE 6 AND CUT @ 6" IN LENGTH. ALSO TO BE FOR
LENGTHS GIVEN) PLACED IN BETWEEN EACH BEAM LOCATION
AND CUT @ 3" IN LENGTH 10
x 1/2" S.M.S. (FOR UP TO 2x7) OR #14 It 3/4" S.M.S. FOR
2X8 AND HIGHER) FASTENED THROUGH 2'
k2"x1/8" ANGLE EACH SIDE QUANTITY
AS SHOWN) SUPER
GUTTER CONNECTION DETAILS 10
x 1/2" S.M.S. FASTENED THROUGH
FLAT BAR INTO DIAGONAL
BRACE (TYP.) 10
If 112" S.M.S. FASTENED THROUGH
FLAT BAR INTO PURLIN
OR EAVE RAIL OR
BEAM (TYR) PUR,
11 10
x 112' S.KS. FASTENED THROUGH
BRACKET INTO - ROOF "
LIN (TYP.) 1G
x 112" SM.S. FASTENED
INTO J DIAGONALBRACEBRACE
NOT SHOWN FOR
cuam) (TYP .; FRONT
VIEW SINGLE
SIDED BRACKET) ALTERNATE
DIAGONAL ROOF
BRACING CONNECTION Number
of #14 SAS. Required Upright
Size L ..
P r i'L2x4
2 2 3 4 5 5 6 2x5
2 2 3 4 5 5 6 2x6
4 4 8 6 10 10 12 20
6 6 9 9 12 12 15 2x8
8 8 12 12 16 16 20 2x9
8 8 16 16 20 20 24 200
10 10 20 20 24 24 28 ISOMETRIC
PURLIN
1,
10
x Ul" B.M.S. FASTENED URR
THROUGHBRACKET
INTO ROOF
PURLIN (TYP.) 1C
x 1/2' S.M.$. FASTENED
INTO q
DIAGONAL
BRACE P(
BRACE NOT SHOWN FOR
CLARITY) MP,) FRONT
VIEW DOUBLE
SIDED BRACKET) r10
x 1/2" S.M.S. FASTENED
INTO DIAGONAL
BRACE BRACE
NOT SHOWN FOR
CLARITY) (TYP.) 1"
S.M.B. ASTENFD
BRACKETINTOIN
TP.) SIDE
view TYP.)
ACING
CHED
PURLIN-
TOAURLIN OR BEAM -
TO -BEAM. ALSO,
ORIENTATION OF DIAGONAL
BRACE IS INCIDENTAL
TO DESIGN. 10
x 1/2' S.M.S. FASTENED HROUGH
CHANNEL INTO DOF
PURLIN (TYR) 10
x 1/2" S.M.S. FASTENED
INTO DIAGONAL
BRACE BRACE
NOT SHOWN FOR
CLARITY) (TYP.) ALTERNATE
DIAGONAL BRACE CONNECTION C-
CHANNEL) DIAGONAL
ROOF BRACING CONNECTION UPRIGHT
10
x 112" S.M.S. - HOUSE FASCIA FASTENED
THROUGH O O O O 2'
x2"x1/8" ANGLE O EACHSIDE
O e
O
O T QUANTITY
AS SHOWN) I
O
O
O O O e
e
o 10
x V2" S.M.S. (FOR LIP TO 2x7) J OR # 14 x 3/4" S.M.S. (FOR 2x8 OR HIGHER)
FASTENED THROUGH 1/8" GUTTER REINFORCEMENT BRACKET SPLICE
PLATE AND INTO UPRIGHT TO BE PLACED AT EACH BEAM LOCATION QUANTITY
FROM TABLE, AND CUT (@ 6' IN LENGTH. ALSO TO BE PLACED
IN BETWEEN EACH BEAM LOCATION
AND CUT O 3" IN LENGTH LOOKOUT
ARM Calculations
are based on parameters put
forth by FBC table 2002.4 where the wind
load is 120 MPH (3 second gust) and
exposure B. Loads of 4 PSF for the roof
and 15 PSF for the walls, are applied
simultaneously; with all primary members
in the roof being separately calculated
for a 300# point load across any (
1) foot section. Number
of Gusset Plate Screws Upright
Size',2x4 2x5 2x6 2x7 2x8 2x9 2x10 of
Screws 1 16 1 18 1 20 1 24 1 26 1 30 1 30 10
x 112" S.M.S. (FOR UP TO 2x) OR
If 14 x 3/4" S.M.S. (FOR 2x8 OR HIGHER) FASTENED
THROUGH 2"x2"x1/8" ANGLE AND INTO
UPRIGHT QUANTITY
FROM TABLE) Number
of Angle Screws Recuired Upright
Sizel 2x4 2x5 2x6 2x7 2x8 2x9 2x10 HOUSE
WALL # of
Screws 1 3 1 4 1 5 1 6 1 7 1 8 1 9 I'_
ANCHOR (
QUANTITY FROM 0
x 2-i,2" CONCRETE LOOKOUT
A R M TABTABLE) CONNECTION
DETAIL DAVIS &
CLEATON ENGINEERING,
INC. Civil
Structural
601
North Orlando Ave. Maitland,
FL 32751 PHONE: (
407) 539-2353 J FAX: (
407) 407-539-2334 Design
conforms to the FBC 2004 Building and the Sheet'
D FBC 2004 Residential, with the 2006 FRA < CLEATON, JR, P.E. supplements,
a5 well a5 the ASCE 7. ENGINEER - FL. LIC. 35816
BEAM Number of Fasteners Requlred
Beam Size
2x4 2x5 2x6 2x7 2x8 2x9 2x10
2x4 2, 3 5 7 9 11 13
13 119 2x62. 4 7 10; 6'i Updght
2x6 2 4 8 Y 12 16 20 24 Size
2x7 2 4 9 14 19 24 ' 29 W
2 4 9 15 21 27 i 33 O
O O 2x9
2 4 9 15 23 30 37 WO
2 ; 4 9 15 ; 23 . 30 ' 37 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 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 xS.M.S. EAVE
RAIL 2)
1/4" LAG SCREWS 0 EACH GUTTER STIFFENER
AND FASTENED EVERY / 24"
O.C. EVERYWHERE ELSE BEAM
O
0 #
10 x 1/2" S.M.S. (IF BEAM IS 2)(4 - 2x7) OR #
14 x 3/4" S.M.S. (IF BEAM IS 2x8 OR LARGER)
FASTENED THROUGH 2"xTN1/8" 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
of An le Screws Required Upright
Size j2x4j2x5j2x6j2x7j2x8 j2x91 2x10 of
Screws 2 3 4 5 6 7 l3 Spliced
Beam Schedule (3' Rise) Max
Beam Span Max Beam Span MaxR244'.
3 pan
Max Beam Spun Beam
4' S 6' 7 8' Beam 4' 5' 6' 7 8' Beam 4' 5' 7 8' Beam 4' S. 6' 7 8' 2x4
SMB 18.1 14.3 11.1 7.9 2x4 SMB 15.7 11.4 6.7 2x4 SMB 13.2 7.6 2x4 SMB 5.5 2x5
SMB 25.9 21.8 18.6 15.9 13.5 2x5 SMB 23.9 19.6 16.2 13.1 . 10.2 2x5 SMB 22 17.4 9.7 2.9 2x5 SMB 18 12.6 4.3 2x6
SMB 31.4 26.9 23.5 20.7 18.3 2x6 SMB 29.6 25 21.4 18.4 15.8 2x6 SMB 27.9 23.1 16A 13.1 2x6 SMB 24.4 19.2 14.8 9.5 2x7
SMB 36.5 31.7 27.9 25 22.5 2x7 SMB 34.9 29.9 26.1 Z3 20.4 2x7 SMB 33.3 28.2 21 18.1 2x7 SMB 30.1 24.3 20.5 16.7 12.3 2x8
SMB 50.1 46.7 42.8 39 35.9 2x8 SMB 50.1 46.1 413 37.5 34.3 2x8 SMB 50.1 44.6 1 35.9 32.7 1 2x8 SMB 47.6 1 41.4 1 36.8 32.9 29.6 2x9
SMB 58,9 54.9 51.8 49.1 1 45.4 1 2x9 SMB 58.9 54.9 51.8 47.6 44 2x9 SMB 58.9 54.9 50.7 46.2 42.5 2z9 SMB 58.9 53.3 47.8 43.4 39.8 2xI0
SMB 60 60 59.4 56.5 54.2 2x10 SMB 60 60 59.4 56.5 53.1 2x10 SMB 60 60 59.4 56 51.8 2x10 SMB 60 60 58.5 53.4 49.2 2x5
TFB 28.1 23.9 _ 20.6 17.9 15.6 Zx5 TFB 26.2 21.8 18.3 1SA 12.7 2x5 TFB 24.2 19.8 16 1 12.7 9.1 2x5 TFB 20.6 15.4 10.7 2x7
TFB 40.9 35.7 32.7 28.6 26 2x7 TFB 39.3 34 30 26.8 24 2x7 TFB 37.7 32,4 1 28.3 I 74.9 22.1 2x7 TFB 34.3 29.2 24.8 21.2 18 2x9
TFB 54.1 50.5 1 46.5 42.5 39.2 2x9 TFB 54.1 50.1 45 41 37.7 2x9 TFB 54,1 48.7 43.6 39.5 36.2 2x9 TFB 52.4 45.8 40.8 36.6 33.2 8'
Column Height 10' Column Height 12' Column Height 16' Column Height Table
applies to mansard, nalt mansard, and A -Tame roots. For
larger heights see sight specific engineering. Spliced
Beam Schedule (4' Rise) Max
seam span Nax4 Seam Span Max Span Max. Beam Span Beam
4' 15' 1 6' 7 8' Beam 4' 5' 6' 7 8' Beam 4' 5' 6' 7 8' Beam 4' S 6' 7 8' 20
SMB 15 10.2 20 SMB 11.3 2x4 SMB 5.1 2x4 SMB 2x5
SMB 23.6 19.1 1S.4 12 8.1 2x5 SMB 21.1 16.1 11.6 5.2 26 SMB 18.4 12.7 4 2x5 SMB 12.2 2x6
SMB 29.5 24.7 20.9 17.8 14.9 2x6 SMB 27.2 22.2 18.1 14.4 10.3 2x6 SMB 25 19.6 14.9 9.5 2x6 SMB 20.3 13.6 20
SMB 34.8 29.7 2S.8 Z2.5 19.7 20 SMB 32.8 27.5 23.3 19.8 16.7 20 SMB 30.8 2S.3 20.8 16.9 12.5 2x7 SMB 26.7 20.5 14.8 6 2x8
sme S0.1 46.3 41.3 37.4 34.2 1 2x8 SMB 50.1 44.5 39.5 35.5 1 32.2 1 Zx8 SMB 49.4 1 42.7 37.7 1 33.5 1 30.2 2x8 SMB 4S.7 39.3 1 34 29.7 26 2x9
SMB 58.9 54.9 51.8 47.7 44 2x9 SMB 58.9 54.9 50.6 46 42.3 2x9 SMB 58.9 1 54.8 49 44.3 40.5 2x9 SMB 58.9 51.5 45.8 41 37 2x10
SMB 60 60 59.4 56.5 53.3 2x10 SMB 60 60 59A 56 51.7 2x10 SMB 60 60 59.4 S4.4 50.1 Zx10 SMB 60 60 S6.7 51.4 47 2x5
TFB 26 21.4 17.7 14.5 11.6 2x5 TFB 23.6 18.7 14.5 10.5 3.9 2x5 TFB 21.1 15.7 10.6 2x5 TFB 15.8 6.7 2x7
TFB 39.4 34 29.8 26.4 Z3.6 2x7 TFB 37.4 31.9 27.6 24 21 2x7 TFS 35.5 29.8 25.3 21.6 18.2 2x7 TFB 31.8 25.7 20.6 16 10.1 2x9
TFB S4.1 50.3 45.1 41 37.6 Zx9 TFB 54.1 48.6 43.3 39.2 35.7 2x9 TFB S4 46.9 4L6 37.3 33.8 2x9 TFB 50.6 43.7 38.2 33.71 29.9 8'
Column Height 10' Column Height 12' Column Height 16' Column Height Table
applies to mansard, haft mansard, and A -frame roofs. For
larger heights see sight specific engineering, Column
Spacing
Column
Spacing Mansard
Rise
NksTber
of Scmve red BBam
Sine scrum 2x4D(
6 12 2(
7 16 W
18 2(
9 20 2K10
22 Len
th of S llce Plate Beam
Size Length 2x4
8 2x5
10 2x6
12 2x7
14 2x8
16 2x9
18 2x10
18 10
x 1/2" S.M.S. (IF BEAM IS 2x4 - 2x7) OR #
14 x 3/4" S.M.S. (IF BEAM IS ZxB OR LARGER)
FASTENED INTO 1/8" GUSSET 1/2" MIN. AND PLATE
ON INSIDE OF BEAM 2" MAX. SPACING QUANTITY
FROM TABLE) EACH
SIDE) 00 e • • 4 k • • o
o • o •
e • e• •
e e e
o • e•
eo•ee e•
e • ' e•
eV
PEES BEAM
1/
2" MIN. EDGE
DISTANCE MANSARD
SPLICE DETAIL Beam
Span Reference Mansard
Beam Span Definition Calculations
are based on parameters put
forth by FBC table 2002.4 where the wind
load is 120 MPH (3 second gust) and
exposure B. Loads of 4 PSF for the roof
and 15 PSF for the walls, are applied
simultaneously; with all primary members
in the roof being separately calculated
for a 300# point load across any (
1) foot section. Sheet:
D4 DAVIS &
CLEATON ENGINEERING,
INC. Civil
Structural
601
North Orlando Ave. Maitland,
FL 32751 PHONE: (
407) 539-2353 FAX: (
407) 407-539-2334 Design
conforms to the FBC 2004 Building and the FBC
2004 Residential, with the 2006 supplements,
as well as the ASCE 7. ANK
CLEATON, JR, P.E. ENGINEER -
FL. LIC. 3S816
10 x 3/4" S.M.S.
W/ 1-1/4" NEOPRENE
WASHER FASTENED
EVERY 12" O.C.
10 x 3/4" S.M.S.
FASTENED EVERY 8" O.C.
THROUGH MIN. 0.044" C-CHANNEL
AND INTO ELITE ROOF PANEL
HOUSE WALL rIFW0OD,FRAME
2-1/4" TAPCON IF CMU
4 x 2" WOOD LAG SCREW
FASTENED
EVERY 8O.C. THROUGH MIN.
0.044" C-CHANNEL AND
INTO HOUSE WALL ELTTE
ROOF TO FASCIA IGUTTER
STIFFENER
ATTACHED
W/(2) 10
x 3/4" S.M.S. ONE
EVERY 24") 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 12"
O.C. the site -specific design layout. r-
FLASHING 10
x 3/4" S.M.S. W/
1-1/4" NEOPRENE WASHER
FASTENED EVERY
12" O.C. 1/
4" x 2-1/4" TAPCON IF CMU #10 x 3/4" S.M.S. OR #
14 x 2" WOOD LAG SCREW FASTENED EVERY 8" O.C. IF
WOOD FRAME FASTENED THROUGH MIN. 0.D44" C-CHANNEL EVERY
8" O.C. THROUGH AND INTO ELITE ROOF PANEL MIN.
0.044" C-CHANNEL AND
INTO HOUSE WALL HOUSE
WALL ELITE
ROOF TO HOUSE WALL ELITE
ROOF. 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 ate
parch 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 410
x 3/4" S.M.S. FASTENED
EVERY 8" O.C. THROUGH
1"x214.12S" 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 1"x2"x0.125" ANGLE INTO
7' SUPER GUTTER NOTE'
FASCIA L'
11F1RECTION NOT SHOWN
FOR CLARITY ELITE
TRANSOM WALL CONNECTION
DETAILS Gutter
Stiffener every 48" O.C. along
super gutter. Fastened with 2) #
14 wood lag screws Into fascia and (
2) #100/4" S.M.S. through face of
gutter Into face of stiffener. 10
x 4'I S.M.S. W/
1-1/4" NEOPRENE WASHER FASTENED
EVERY 8" O.C. THROUGH Elite
Roof should have a ELITE ROOF PANEL AND INTO CARRY BEAM minimum
pitch of 1/4" per foot.
For type and size of elite see 2) #10 x 1/2" S.M.S. FASTENED the
site -specific design layout. 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" 0 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 SEE
COLUMN TO DECK DETAIL W/ #10 x 3/4" S.M.S. EVERY 12" O.C. FOR
POST TO DECK CONNECTION
DETAILS POST 1Dx4"
S.M.S. w/ 1-1/4" neoprene washer hastened
every 8" O.C. through elite roof
panel and IntD lip of super gutter 7"
Super Gutter Elite
Roof to Super Gutter flop
Attachment) ff
vr..
ric2x7
TFB Carry Beam attache to
3x3 column as per typical carry
beam detail. Br (
MIN)/ 2x2 (H) Knee Brace (MIN) a1"
A beamandcolumneevia0 0_ Sx0.050" U-
Channel with (4) #10 x 3/4' S.M.S. for
each U-channel. Length of brace
is given on layout drawing and may
be used to reduce the span between
columns'r__
j11o(3x
Cerro
Bear 0.
092 column (MIN) we
Braces 9I9
Carry
Beam Schedule for Screen Roofs Beam
W 5' 6' 7' 8' 9' 1 10' 12' 14' 16' 18' 20' 22' 24' 2x4
SMB 16.3 15.1 14.2 13.5 12.7 12.0 11.3 10.4 9.6 9.0 8.4 8.0 1 - 2x5
SMB 20.1 18.7 17.6 16.6 15.5 14.6 13.9 12.7 11.7 11.0 10.3 9.8 2x6
SMB 23.4 21.7 20A 18.9 17.7 16.6 15.8 141,4 13.3 12.5 11.8 11.1 2x7
SMB 26.7 24.8 22.7 21.0 19.7 18.5 17.6 16.0 14.8 13.9 13.1 12.4 2x8
SMB 34.7 32.2 30.3 28.8 27.3 25.7 24.4 22.3 20.6 19.3 18.2 17.2 2x9
SMB 41.2. 38.2 36.0 341.2 32.7 31.0 29A 26.8 24.9 23.2 21.9 20.8 2x10
SMB 47.5 44.1 41.5 39.4 37.7 3 31.3 29.0 27.1 25.6 24.3 2x5
TFB 21.0 19.5 18.4 17.4 i6A 7 13.4W22.
01 10.
9 10A 9.9 9.5 2x7
TFB 28.3 26.3 24.7 23.1 21.6 q20.319.3 17.6 14.4 13.613.0 12 4 B
37.7 35.0 32.9 31.1 29.1 0 23.7 19.4 18.4 17.5 16.8 Beam
Schedule for Elite Roof/Screen Enclosure Combo" m
4' S' 6' T 8' 9' 10' IT 14' 16'Tributary Width
Bea
2x4
SMB 8.9 8.3 7.8 7A 7.1 6.8 6.5 6.0 5.5 5.2 2x5
SMB 11.1 10.3 9.7 9.2 8.8 8.4 8.0 7.3 6.8 6.3 2x6
SMB 12.9 11.9 11.2 10.7 10.2 9.6 9.1 8.3 7.7 7.2 2x7
SMB 14.7 13.6 12.8 12.1 11.3 10.7 10.1 9.2 8.6 8.0 2x8
SMB 19.1 17.7 16.7 15.8 15.1 14.5 14.0 12.8 11.9 11.1 2x9
SMB 22.6 21.0 19.8 18.8 18.0 17.3 16.7 15.5 14.31 13.4 2x10
SMB 26.1 24.3 22.8 21.7 20.7 19.9 19.2 18.1 16.7 16.6 2x5
TFB 11.5 10.7 10.1 9.6 9.2 8.8 8.5 7.8 7.2 6.7 2x7
TF8 15.6 14.4 13.8 12.9 12.3 11.8 11.2 10.2 9.4 8.8 2x9
TFB 20.7 19.2 18.1 17.2 16.4 15.8 15.1 13.7 12.7 11.9 Calculations
are based on parameters put
forth by FBC table 2002.4 where the wind
load is 120 MPH (3 second gust) and
exposure B. Loads of 4 PSF for the roof
and 15 PSF for the walls, are applied
simultaneously; with all primary members
in the roof being separately calculated
for a 300# point -load across any (
1) foot section. Sheet:
D 5 Beam
load for Aluminum Roofs = 10 PSF Live Load Table
gives max. beam span for given beam bad DAVIS &
CLEATON ENGINEERING,
INC. Civil
Structural
601
North Orlando Ave. Maitland,
FL 32751 PHONE: (
407) 539-2353 FAX: (
407) 407-539-2334 Design
conforms to the FBC 2DO4 Building and the FBC
2004 Residential, with the 2006 supplements,
as well as the ASCE 7. Width
FRANK
CLEATON, JR, P.E. ENGINEER -
FL. LIC. 35816
3x3x0.092 Column Schedule (for open walls w/ solid aluminum roofs)
Col. Spacing 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
4 21.3 19.1 17.4 16.1 15.1 14.2 13.5 12.9 12.3 11.8 11.4 11.0 10.7 10.3 10.1 9.8 9.5
5 19.1 17.1 15.6 14.4 13.5 12.7 12.1 11.5 11.0 10.6 10.2 9.8 9.5 9.2 9.0 8.7 8.5
6 17.4 15.6 14.2 13.2 12.3 11.6 11.0 10.5 10.1 9.7 9.3 9.0 8.7 8.4 8.2 8.0 7.8
7 16.1 14.4 13.2 12.2 1L4 10.7 10.2 9.7 9.3 8.9 8.6 8.3 8.1 7.8 7.6 7A 7.2
8 15.1 13.5 12.3 11.4 10.7 10.1 9.S 9.1 8.7 8.4 8.1 7.8 7.5 7.3 7.1 6.9 6.7
9 14.2 12.7 11.6 10.7 10.1 9.5 9.0 8.6 8.2 7.9 7.6 7.3 7.1 6.9 6.7 6.5 6.4
10 13.5 12.1 11.0 10.2 9.5 9.0 8.5 8.1 7.8 7.5 7.2 7.0 6.7 6.5 6.4 6.2 6.0
11 12.9 11.5 10.5 9.7 9.1 8.6 8.1 7.8 7.4 7.1 6.9 6.6 6.4 6.2 6.1 5.9 5.7
12 1L3 11.0 10.1 9.3 8.7 8.2 7.8 7.4 7.1 6.8 6.6 6A 6.2 6.0 5.8 5.6 5.5
14 11.4 10.2 9.3 8.6 8.1 7.6 7.2 6.9 6.6 6.3 6.1 5.9 5.7 5.5 5A 5.2 5.1
16 10.7 9.5 8.7 8.1 7.5 7.1 6.7 6.4 6.2 5.9 5.7 5.5 5.3 3.2 5.0 4.9 4.8
18 10.1 9.0 8.2 7.6 7.1 6.7 6.4 6.1 5.8 5.6 SA 5.2 5.0 4.9 4.7 4.6 4.5
20 9.5 8.5 7.8 7.2 6.7 6A 6.0 5.7 5.5 5.3 5.1 4.9 4.8 4.6 4.5 4A 4.3
Table gives max. column height for given column spacing and tributary width
4x4x0.092 Post Schedule (for open wails w/ solid aluminum roofs)
Col. Spacing 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
4 33.2 29.7 27.1 25.1 23.5 22.1 21.0 20.0 19.2 18.4 17.8 17.1 16.6 16.1 15.7 15.2 14.9
5 29.7 26.6 24.3 22.5 21.0 19.8 18.8 17.9 17.1 16.5 15.9 15.3 14.9 14.4 14.0 13.6 13.3
6 27.1 24.3 22.1 20.5 19.2 18.1 17.1 16.4 15.7 13.0 14.5 14.0 13.6 13.2 12.8 12A 12.1
7 25.1 22.5 20.5 19.0 17.8 16.7 15.9 15.1 14.5 13.9 13.4 13.0 12.6 12.2 11.8 11.5 11.2
8 23.5 21.0 19.2 17.8 16.6 15.7 14.9 14.2 13.6 13.0 12.6 12.1 11.7 11.4 11.1 10.8 10.5
9 22.1 19.8 18.1 16.7 15.7 14.8 14.0 13.4 12.8 12.3 11.8 11.4 11.1 10.7 10.4 10.2 9.9
10 21.0 18.8 17.1 15.9 14.9 14.0 13.3 12.7 12.1 11.7 11.2 10.8 10.5 10.2 9.9 9.6 9.4
11 20.0 17.9 16.4 15.1 14.2 13.4 12.7 12.1 11.6 11.1 10.7 10.3 10.0 9.7 9.4 9.2 9.0
12 19.2 17.1 15.7 14.5 13.6 12.8 12.1 1L6 11.1 10.6 10.2 9.9 9.6 9.3 9.0 8.8 8.6
14 17.8 15.9 14.5 13.4 12.6 11.8 11.2 10.7 10.2 9.8 9.5 9.2 6.9 8.6 8.4 8.1 7.9
16 16.6 14.9 13.6 12.6 11.7 11.1 10.5 10.0 9.6 9.2 8.9 8.6 8.3 8.1 7.8 7.6 7A
18 15.7 14.0 12.8 11.8 11.1 10.4 9.9 9A 9.0 8.7 8.4 8.1 7.8 7.6 7.4 7.2 7.0
20 14.9 13.3 12.1 11.2 10.5 9.9 9.4 9.0 8.6 8.2 7.9 7.7 7A 7.2 7.0 6.8 6.6
Table gives max, column height for given column spacing and tributary width
Tributary
width
c
Tributary
Width
Car OnBeamScheduleforEliteRoof l
TributaryBeam456789101112width
2x4 SMB 11.6 10.7 9.9 9.1 8.6 8.0 7.6 7.3 7.0
US SMB 14.3 13.3 12.1 11.2 10.5 9.9 9.3 8.9 8.6
2x6 SMB 16.6 14.8 13.5 12.5 11.7 11.0 10.5 10.0 9.6
2x7 SMB 18.0 16.0 14.6 13.6 12.7 12.0 11.4 10.8 10.4
2x8 SMB 23.2 21.4 20.2 19.1 18.4 17.6 17.0 16.5 15.9
2x9 SMB 26.0 24.1 22.7 21.2 19.8 18.6 17.7 16.9 16.2
2x 10 SMB 32.4 30.1 28.3 26.9 25.7 24.8 23.9 23.2 22.5
Screen Insert Notes:
1) Inserts are framed in by 1"x2" O.B. or 1/2"x2" O.B. members
2) Framing members are fastened using 1/4" 0 concrete anchors or wood screws
3) Framing members are fastened @ max. 36" O.C.
4) There shall be a fastener within 4" of every 900 corner or upright
5) Inserts may be as large as desired, the type of insert used is chosen by the designer
and is incidental to structural integrity
OPl
HOST STRUCTURE
I I11IN Kw' -iv L KW'
SECTION SECTION
DIAGONAL ROOF BRACING PLAN
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
1.
1/4" 0 CONCRETE ANCHOR
WITH 2-3/8" EMBEDMENT -
EACH SIDE (TYP.)
PLAN
3/8" 0 CONCRETE ANCHOR
Wrni 2.3/8" EMBEDMENT
EACH SIDE (TYP.)
QUANTITY FROM TABLE)
2"x2"x 0,125" ANGLE
EACH SIDE (TYP.)
Number of Fasteners Required
Uoriaht I Deck
Upright
Size
2x4
I I11IN Kw' -iv L KW'
SECTION SECTION
DIAGONAL ROOF BRACING PLAN
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
1.
1/4" 0 CONCRETE ANCHOR
WITH 2-3/8" EMBEDMENT -
EACH SIDE (TYP.)
PLAN
3/8" 0 CONCRETE ANCHOR
Wrni 2.3/8" EMBEDMENT
EACH SIDE (TYP.)
QUANTITY FROM TABLE)
2"x2"x 0,125" ANGLE
EACH SIDE (TYP.)
Number of Fasteners Required
Uoriaht I Deck
Upright
Size
2x4 4 1
2x5 6 1
2x6 8 1
2x7 10 2
2x8 12 2
2x9 14 3
2x10 16 3
NOTE; SCREEN ENCLOSURE MAY SIT ON
TOP OF PAVERS AS LONG AS THE
MINIMUM CONCRETE EMBEDMENT
SPECIFIED IN THIS DETAIL IS ACHIEVED
UPRIGHT
Sx2 O.B.
EAVE
RAIL
10 x 1-1/2" S.M.S.
FASTENED EVERY 16" O.C.
TYP.)
10 x 1.1/2" S.M.S.
FASTENED EVERY 16"D.0
TYP.)
2"x2•'x 0.125" ANGLE
EACH SIDE (TYP.)
1/4" CONCRETE ANCHOR SPACED
CHAIR
MAx. 48" O.C. ATTACHES BASE
RAIL
PLATE
1x2 O.B.
TO DECK
Base Plate
10 x 1/2" S.M.S.
EACH SIDE (TYP.)
QUANTITY FROM TABLE)
10 x 1/2" S.M.S.
QUANTITY AS
ELEVATION ISOMETRIC SHOWN)
2x2X1/8" ANGLE (TYP.)
4COLUMNTODECK
1/4"000NCRETE
ANam wnm 2 w
EMBEDMENTINTO
CONCRETE (TYP.) ELEVATION
NOTE: SCREWS MAY BE ARRANGED IN ANY
PATTERN PROVIDED THERE ARE
THE CORRECT NUMBER OF
SCREWS GIVEN BY THE TABLE.
SECONDARY ROOF MEMBER
MAY BE 1x2, 2x2, 2x3, OR b
HOLLOW MEMBERS)
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)
3/8" 0 x 2-1/2" CONCRETE ANCHOR
QUANTITY FROM TABLE)
FRONT VIEW
SECONDARY ROOF MEMBER
MAY BE 1x2, 2x2, 2x3, OR 2x
HOLLOW MEMBERS)
Number of Fasteners to Beam
Beam Size 12x4 12x5 12x6 12x7 j2x8 2xF.] of Screws 3 4 5 6 6
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)
3/8"0x2(
QUANTITYFRFROM Number of Fasteners to Host StructureQUANTITYFROMTABLE)
SIDE VIEW Beam Size 12x4 12x5 12x6 12x7 2x8 2x9 12xl0
of Screws 1 21 31 4 51 51 61 6
BEAM TO HOST STRUCTURE
CONNECTION DETAIL
Calculations are based on parameters
put forth by FBC table 2002.4 where the
wind load is 120 MPH (3 second gust)
and exposure B. Loads of 4 PSFfor the roof
and 15 PSF for the walls, are applied
simultaneously; with all primary members
in the roof being separately calculated
for a 300# point load across any (
1) foot section. Sheet:
D 8 EAVE
RAIL
1x2
O.B. 1x2
O.B. TOP PLATE
2x2x0.
04S l
HoRow CHAIR
RAIL
1/
4" 0 CONCRETE #10 x 1-1/2" S.M.S. ANCHOR
WITH 2.3/8" FASTENED EVERY 16" O.C. EMBEDMENT
INTO (TYP.) CONCRETE (
TYP.) #10
x 1/2" S.M.S. 1x2
O.S. BASE PLATE (QUANTITY AS 5F t (
TYP.)
1/
4" 0 CONCRETE ANCHOR f WITH
2-3/8" EMBEDMENT • INTO
CONCRETE FASTENED A MAXIMUM
OF 48" O.C. 1/
4" 0 CONCRETE ANCHOR
WITH 2-3/8" EMBEDMENT
INTO CONCRETE
FASTENED A
MAXIMUM OF 48" O.C. ISOMETRIC FRONT
WALL TO SIDE WALL DAVIS &
CLEATON ENGINEERING,
INC. Civil
Structural
601
North Orlando Ave. Maitland,
FL 32751 PHONE: (
407) 539-2353 FAX: (
407) 407-539-2334 Design
conforms to the FBC 2004 Building and the FBC
2004 Residential, with the 2006 supplements,
as well as the ASCE 7, FRANK
CLEATON, JR, P.E. ENGINEER -
FL. LIC. 3S816