2380 W 25 St - BC08-000772 (ALUMINUM AWNING) DOCUMENTSr_ _
CITY OF SANFORD PERMIT APPLICATION
Application #: ( Submittal Date: <A
Job Address: }
y
Value of Work: $
f s
i Parcel ID: / 41 MOW 0 Zoning: Histori District:
Description of Work: ` ltv NkA\r\ L4 A' Qi W ' Square Footage:
I......................... V...................................................................
Permit Type: Building.4 Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Sign
Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential Commercial
Occupancy Type: Residential Commercial Industrial Occupancy Use Group(s):
Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required),
Property Owner: Contractor:
MEW
Address: Addre , )
Phone: _ E-mail Phone: State License Number: -4
Bonding Company:
Address:
Address: VAJ D r)1 '*-'l
Plan Review Contact Person:
Q,
Mortgage Lender:
Address:
N
Phone: Fax:
Phone: 1 7'
Fax:
E-mail:
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and.
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE 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.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acce ce of it is verification that I will notify the owner of the
Gill, JAN a 0 9
Signature of Own ate
ZUMA)R, E8RA N )nti
Print er/A 's Name i
Signature of No -State of Florida Date
i MICHAEC R. WAIDEN
NW40 PUWO - State of Florida
Idy Cftftft Expbee Jun 18, 2011
06. o aini I a DO
APPROVALS: ZONING: f UTIL: FD:
Special Conditions:
Rev 07.07
Print
Lien Law, FS 713.
z"
Date
w7CVf7`yq=C`=18 of Florida
W Can Expire$ Jun.18, 201
Commleslon p DD 686396
San" TMough National Naf . A.
Contractor/Agent is
Produced ID
NEWTVLva
Personally Known to Me or
ENG: BLDG:"
Permit #: Project Name:
08-772 1 Aluminum Parking Canopy 25 x 60
Address:
2380 W. 25t6 St.
Plans Reviewed By:
Richard Denman 02/22/2008 407330.5656
The Permit Is Subject To The Following Comments
THE FOLLOWING ARE PLAN REVIEW COMMENTS COMMENTS:
Notice: In addition to the requirements of the Permit, there may be additional restrictions
applicable to this property that may found in the Public Records of this County and
there may be additional Permits required from other Governmental entities such as Water
Management Districts, State Agencies or Federal Agencies.
I. Any connections that may be hidden during the installation shall be inspected prior to covering.
2. Inspections shall not be given unless the Approved Plans and Permit are posted in a prominent
location and protected from against the elements until all inspections are complete.
3. All permits require final inspection. Failure to do so may result in charges being fled with
the Department of Business And Professional Regulation.
4. Permits shall expire if work has not begun within six months of date of issuance.
5. All 2004 Florida Building Codes are to be complied with.
6. Any error or omission in this plan review shall not be construed to
grant approval of any violation of any adopted Codes or Municipal
Ordinances of this Jurisdiction.
7.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE
OF COMMENCEMENT MAY RESULT JN YOUR PAYING TWICE
FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO
OBTAIN FINANCING, CONSULT YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT. SECTION 713.135:FLORIDA STATUTES.
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SECT 1bM
ATTACHE® & FREE-STAND5MCOVERS AN UTIL117Y
SHEDS General
Notes and Spedifications: 1.
Certain of the following structures are designed to be married to site built block, wood frame, or DCA approved
modular structures,of adequate structural capacity. The contractor / home owner shall verify that
the host structure is in good condition and of sufficient strength to hold the proposed addition. i 2.
If the owner or contractor has a question about the host structure, the owner (at his own expense) shall hire an
architect, engineer, or a certified home inspection company to verify host stricture capacity. 3.
The structures designed using this section shall he limited to a maximum projection of 20' from the point of connection
to the host structure. Structures with larger limits than these shall have site specific engineering. i Freestanding
structures shall be limited to the maximum spans and size limits of component parts. 4.
The following rules apply to attachments / additions involving mobile and manufactured homes: a.
Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This
applies to all utility sheds, carports, and / or structures to be attached. i Fourth
f
wallconstructionmeanstheadditionshallbefreestandingwithonlytheroofflashingofthetwonits
being attached. The most common "fourth wall construction" is a post & beam frame adjacent to the
mobile / manufactured home. The same span tables can be used as for the front wall beam. All fourth
wall frames shall have knee braces on both fourth wall frame and outer wall frame @ each. end when
attaching to a slab. If post is set in concrete isolated footing, no knee brace is required. c.
If the mobile / manufactured home manufacturer certifies in writing that the mobile home maybe attached
to, then a "fourth wall" is NOT required. 5.
Section 7 contains span tables and attachment details for pans and composite panels. I 6.
When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head. 7.
For patio covers or carports the following rules apply to knee brace requirements: a.
Freestanding structures wil:h posts set in concrete footings do not.require knee.braces. b.
Freestanding structures with surface mounted posts require knee braces in both directions. Cross beams
can be used for the lateral bracing. c.
Patio covers or carports attached to a host structure do not require knee bracing. 8.
For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. Ig.
Spans may he interpolated between values but not extrapolated outside.values._ 10. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite
panel roof shall have a minimum 2" diameter hole in all gutter end caps. 1'
I . All aluminum extrusions shalt/ meet the strength requirements of ASTM B221 after powder coating. 12.
For Design Check List and Inspection Guides for Attached & Free -Standing Covers and Utility Sheds, see Appendix (
Section 10). s
13. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. I
Example: 6063-T6 after treatment and paint process. s 2-
i
Section 1 Desk n Statement:
The structures designed for Section 1 are frarning systems with screen roofs & walls and loads have
been determined by wind tunnel test that include any negative internal pressure coefficient: Since these
structures are open, the negative internal pressure coefficient is considered to be 0.00. The design
loads used are from Chapter 20 of the ?_004 Florida Building Code wl 2006 Supplements. The loads
assurne a mean roof lieigtlt of less than 30'; roof slope of 0' to 20°; 1 = 0.87 for 100 MPH and 0.77 for
110 or higher. All loads are lased on 21) / 20 screen or larger. Multiply Wall heights by 1.10 for members
controlled by benditig(b) and 1.07 for' Inennbers controlled by deflection(d) when using 18 / 14 screen.
All pressures shown in the below table'are in l='SF SF . All frarnino colnr one s are considered to be
6063-T6 alloy. For components of 6005-T5 and 6061-T6 multiply spans by 1.1
General Notes and Specifications For. ection 1 Tables.
SECTION 1 Uniform Loads for Structures With Screen Roof & Walls
Basic:
Wind Velocity
MPH
Wind
Pressure
Exposure'B' Exposure'C'
Roofs Windward
Walls
Leeward
Walls
Roofs Windward
Walls
Leeward
Walls
100 13 3 12 10 5 17 13
110 14--- 4, - 13-- 18 14
120 17_ - 4 15 13 6 21 17
123 1>i - 4.3 15.9 13.3 6.3 22.2 17.G
130 20 - 5 18 14 7 25 19
1401 & 2 T 23- -- 6 - 2.1 15 - II 29 23
150 26 -- 7 24 18 9 33 27
Loads per table 2002.4
Multipliers only apply to members when spans I heights are controlled by wind pressure, not by point load.
Conversion Table 1/1
I Wind Zone Conversion Factors for Screen Roof or Wall Frame Members
eon Alms VU:...t 7-n to 1_)th - FYnnSttre'B'
Roofs Wails
Wind Zone
MPH
Applied
Load #/ SF
Conversion
Factor '
Applied
Load It/ SF
Conversion
Factor
100 3 -- 1 15 12- 1.12
110 4
f -
1.00 13 1.07
120 4 - 1.00 15 1.00
123 4 3 _- 0.96 15.9 0.97 .
130 T 5 - 0.89. 18 0.91 -
1401 & 2 6 0.82 21 0.8!i
150 7- F_ - 0.76 24 0.79
Note:
I Mullipliers are for wall loads only.
I Multipliers only apply to rnernbers when spoils / heights arecontrolled by wind pressure, riot by
i point load.
i
Conversion Table 1 G3
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & " U"
Exposure "B" to "C" Exposure "B" to "D"
Mean Roof
Height"
Load _
Conversion
Factor
Span Multiplier Load
Conversion
Faclor
Span Multiplier
Bending - Deflection_ Bending beflectio+i
0.94 1.47 0.83 0.88
15' - 20' 1.29- 0.88 0.92_ 1.54 0.81
20' - 25' 0.86 0.91 1.60 0.79 0.86
25' - 30'
1.34--
1.40 C.85 0.09 1.66 0.78 0.85
30'-40' 1.37_- 0.85 0.90 71.61 0.79 0.85
Use larger mean roof Ineight of host structure or enclosure
Values are from ASCE 7-02
Multipliers only amply In inernbers when spans / heights are controlled by wind pressure, not by point load. Conversion
Example (Convert span for Exposure "B" to ' C'T If
max span found from span tables for Exposure "B" = 31'-1'I = 31.92' and
the mean roof Height of the structure is 0-15' then multiply span by 0,9I the
span for Exposure. "C" is 31.92' ., 0.91 29.05' = 29'-V; i
AlTACI-IrD & f4Zr:,.E-STANDING COVER§ AND u'riuTy SHED."; SECTION
DC) NOT BLOCK
FIRE EXIT WINDOWIRE
FOLlf-Iffl-i WALLIFRAME
iff REQUIRED) 2" X.1-1--BEAM OR PURLINS
SELECT'l-'FROM BEAM SPANf3F-AM,'-iELf::CT 12' FROM
TTACHEDTABLEGFORTABLES1:70R ABI-'-/'AM:SPAN
COVEl^?.S USE'A2'= W/2 + 0.1-1. ATTACI-IED COVER-S) USE 7x -F -
At-,rf:-I*RNATF.-BEAM LOCATIONS
Fi-RUCTUREE)j,TING
I IU ,
2" x::.V MIN. (SEE TABLE 2.2,
AND. OR TABLE 22,2)
A
W'VAP
CR()SS BEAM
SINGVLE CARPORT - PLAN VIEW
SCALE: 3/16"=V-0"
3" RECE]ViNG CHANNEL
ANC11-100,S W/ (3) EACH 48 ROOFPANELS
Nfl, S. 0) 12" O. G. (SEE ROOF (SEE TABLES SECTION 7)
110,N1,4ECTION DETAILS
ECTION 7) 7-
POSTTO BEAM (SELECT FROMFOURTIAWALL. FRAME
TABI E 2.3) IF: REOUIP
EX11` 1ING.1-1051" STRUCTURE A2 = POSTSI
I
ZFAND SPACINGI -Al `W/2-7--- WAI -L OR FASCIA (SEE TABI-1-72,2.1 AND/ OR
2.2.2)
PROJECTION SEE FOOTING DETAILS
VARIES PAGES 2-25
SIP4GLIH, CARPCIRT - ELEVATION VIEW
SCALF: 3/16" =V-0"
Lawr(.nce E Bennett, P. E. FL It 16644
CIVIL & STA'UCTURAL. ENG,1NEERING
11.0- Box 214368, South Daytona, 1-132121
Telephone 0: (3186) 767-4774 Fax It: (386)767-6556
Ei iaif: leb not
PAGE
2-3NOCl0111-- ('1r.ozolloca) II I VI/I JOLE OR ON PART VVITI IOUT TI 1E VVRI 1-1 FN PERMISSION Of I-AVI/RFOGIE E. HENNE IT, PAL
RI'C U9F C:D) SPAN] AQLk=S I=(]iz A l I AI;r-tit !
2" i f" x O.OfiO" COVE,-RS
t
SEE (SEAM :SPAN TABLES FOR Al`I-ACHED COVERS
AFTER COMPUTING "A" FROM PAGE
2-1, 2-2 t)t' 2-3)
i°' CA t`II EVER I
SPAN W/POST ADDED
I I
1111 POST SIZE (SE-E TABLE 2.2.1,
Ii
2.2.2 AND 1 OR 'I ABLE 2.3) _ "
It ti 'IE'!SI 1',.- B Y_OR DOUBLE BAYCARPORT C C UIVI'h1_WA I_ F It IWIE 0
Aiin'
Wahlc CrOss t=1t arrr SF arr kw
Attached t arjwrts cJr Patin Gbvers ,at Various Wind Loads JSlilnlhmmAlloy6063
Sr
ap >s.r:tiotl Y
6— Wind
lone andlyesf it Load 100
M1''H 1'1i)N1iF'FI 120 MPH 123 MPI.1 130 MPH 1A0 1 MPH 140 2 MPf l 1 10 NfPf l 16.
t1 FsF 17.7 p' 21. f PSF 22 1 U?SF 24.$ FSF 28.7 P5F 30 PSF 111 jj 0 PSF W.... _ _
h$
11" b Allowable
2"
li Span
t_ ! bending 7
11 ' b W
or 1'-
7"ff-5773- deflection
7.
0" _ b 6 Q— b 6 7 b O.
04 1' 1" b 11 9" b 10'-9" b 10 6 h 9'-11"-1, Ei 11" h E3'-1" h 1`
t'-fi" h 10 fi" t b
14. 1' b 13'-f1" b 8.,, h 12 s1) h_
24'-10' b 22'-r9` b 22 11 b 21'-0" h 19'-6" b 1 WA O_ 1) I E3'-2 0.
l)G? 6 3'_ Ei T=4" b 2. .l, b 21 6°—b 2O 9" h 0`-i b tiaif
Mating $eacrls 10fi Nif'I I 110 Mf'i I 120 MPH 123 INPi l 130 MPH 1A0 1 Mf {{ PAO 2 Nli'H 160 MPP P 16
i FSF 17 7 P` i . 21 1 P5F 22 ' P§ 2A $PSF 2$ 7 PSF 30 9 PSF 39 q 1?F- c5`
u0050 0 100 1$ 4 b 17-9" li 1rfi_3" i9 1i° h 13 0 b t,
i Ic e E. Bennett, P.E. FL It 16644 j (:;
IVIL & ,TFU)C ORAL ENGINEEiR'ING P.
O. 6nx 21b68, S W ll Oaylona, 17132121 t: (
386) 767-4774 f'ax it: (386) 76T 6556 f
q) all IeL1 era (1ellsnulli.net 4A
NO TC) BF RI -PROM IN WJIOLE OR IN PART WI TOUT I IiE WRlrft-N PFRMISSION 111 t PIVI&N(1 C HFNI. t f LYi' y M —
ATTACHE[) & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2 a
SELECT BEAM FROM BEAM i
SPAN TABLES FOR ATTACHED
KNEE BRACE (REQUIRED)
COVENS
2" x 3" x 0.050"
SEE BEAM SPAN TABLES FOR
Y -
SPAN ATTACHED COVERS
WITI { (AFTER COMPU TING
POST ADDED A„ FROM PAGE
2-1, 2-2 OR 2-3)
1XX
CROSS 13L-:AM (SEE TABLE
PREVIOUS PAGE)
ALTERNATE KNEE BRACE POST SIZE (SEE TABLC 2.2.1,
LOCATED AT FRONT WALL \ /
2.22 AND / OR TABLE 2.3)
9
I
i
SINGLE BAY OR DOUBLE BAY CARPORT FOURTH WA,LL_FRAME_
SCALE:: 3/1 G"
Lawrence E. Bennett, P.E. FL #t 16644
CIVIL & STRUCTURAL ENGINEERING
P.O. Box 21,1368, South Daytona, FI 32121
t elephone M (386) 767-4774 Fax 8: (386) 767-6556
Email: lebpe@be1150U111.net
PAGE
COPYRIGlIT 2006
l
nJ
NOT "O BF REPRODUCED IN WI-IOI_E OR IN PART WI11 IOUr -11 IE VVRII TEIJ PERMISSION OF I-AVVRENCI= E. I31=iyIJl.=:l-T, RE,- ----
i
I. 1"'ACIUL-D' & FREHE-STANDING Covr-IDS AND UTILITY -,qI-IE DCi SECTION 2
1.3EAM SP,t,N LENGTH "A" FOR T-ABLE 2 EQUALS 1-1-IE SHADING DENOTES MAXIMUM ROOF
Al = W, A2= W/2 + 0.1-1. AREA FOR COLUMNS AND FOOTING
Ir.-- -- - --- - - -- ,II(--------- ---- _III 111 Ilr---
61 tl Id 61 lil
I! L- . ICI I l - ----I
VV -_. 'I i _. --- W 111 I I .. -
W -
I I
MC)NO S?LOPED pl
il II OVERHANG II li! I;OOi= III
VARIES PI OVERHANG ,I
j I I I I I LI I I , I I
I .- VAI,IES
A2 it---: 1 _._...II- /,2..__ A2 -II
I j I I •-_ .__ II I I---- I
I'.I';,
i
Ii -
XI!Ij
SCALE: 3/16" = T-0" SCALE: 3/16" = T-0"
SLOPE
33F=,.h9 iI l/ 1,E(-' UIRED FOR
l ,
SLOPE
KNEE F:FtAC,ird 3 912 I__- _- - 12
1 --- - - -
KNL_E BRACE 'W FOR, BEAM SIZE'"
AFTER (:,C)MI"LJTING'A'
r,r t-ci; > r f.-AM SIZE - I-'W' FOE? BEAM SIZE .k;, LARGEST VALUE
I
i
F?OST cS-1.ZE AND ;:SPACING PER TABLE
MINIiAUINA SLOPE SHALL BE 1/2" PER 12" EXCEPT" FOR 2.2,1 AND / OR. TABLE 2.2.2
0.026"PAN S FOR WHICH THE SLOPE SHALL_ BE 3/4" NOTE: KNEE BI:ACES ARE REQUIRED
PF.R' 12" FOR3 SPANS EXCEEDING `12'-0" OR IF POSTS ARE W.)1 'REF' III CONCjRETI:-:
MANUFACTURERS RECOMMENDED SLOPE FOOTING
f;I::E I:ii=AI1A SPAL'J TABLES FOR (FREE STANDING :.STRUCTURES
ENO VIEW DOUBLEE CAI'L'CLR ((-4kFJL I=jp) END 't0'lEW SINGLE +t`ARPOR,r
C AI_E: 3/ 16" I'-0" SCALE. ;3/16" = 1'-o,,
I_awrence C. Bennett, FI.E. FL # 16644
CIVIL_ & S 1RIJC 7-(J)-'W- E)VGINEERING
F.O. Box 214368, Soullt Oaytona, A3.2121
I chaphone 91: (366) 767-47T4 Fax 11: (386) 767-6556
En al is IeVa;e(r_alhellsainh.net
PAGE
Gi'bnRic.14I I":2011F6
PJ(-ii iZ % (:tl. IiC:PRC;iiUGFaJ thi iNFE01_I? OR II'd {'AI:T WI fI10UT 71iE NIRITTEN PI-"RAAISSIf)h1 01= I.AWF:ENCE_ E. FSENNElT, P.IE- - 2_1 .1Y
L_.
i
FREE-S`I'ANDING COVERS AND d.l`I ILIW SHEDS SECTION 2
I 10 xi/2" W/ 3/4" WASHER FOP:
I 0 1 23 MPH WIND ZONES 'C' i
E 9,1 ' ( )R. -IM 2 x 1 /2" W/ 3/4 '
fir} WASHER FOR 130-140 MPH
WINE-) ZONES "C" EXP. c@r 8"
GROSS BEAM 2" x _' I
FAf,,rP=Nf_.E S (PER TABLE 2.3)
PAN ROOF PANFL
10
i
SI=E' fAE3l_E y 1=OR r31'AM SIZE
CONNECTION
U-CLIP - ---------- / i
j (1) Cis. )) ! TART OR END
OF BE -AM SPAN
COLUMN
k. t,11 1 BRA(F P,E QU IR'E D FOR CENTERi
t ;Ai F OR 15 IF fit- , I ', ARE NOT - ItiNI=E: BRf GE E l(: 1"k I
E E-
L31 ACC !
F
E • ARE -
1 ,`E:. E IN C C)P1CI E T E FOOTING / y
I
K' J1 L BRA(E NOT REQUIRED
r ,:Tk=:.l1(_ I IJE?i S /1T`r:1CHED ---- 2' x 3 x t) 050"MINIMUM KNEE
i-O 110S E ST RUCT L.)RE AND I //
BRACE (SEE TABLE 2-3)
R(I)OF F"ROJE TION FROM
H(iST LEr3,'; THAN 20' i 01 (: ONNt_C 1' KNE.E BRACE TO
j COLUMN AND BEAM WITH.
Kr if E:'. (3IlAr ES 11A1.1. BE nfllly: _ ----- --------- 0 0'50'-(Y CHANNEL_, 'IT
d.>F tr" MAX OF 30" I j — C'I IANNEI_, OR GUSSET- PLATE,
FASTEN WITH S.M.S. AT EACH
CONNECTION POIiVT
1---
V — -- (
PER TABLE_ 2.3)
KNEE BRACE TO POST DETAIL., w BEAM PERPENDICULAR '0 ROOF
SCIALE- 3" - 1'-0"
f.. _..... ,._ ,... _ _......__..... .
Lawrence E. Bennett, P.E. Ft t 16644
j C'IVIL & ` Tf`UC;7-Uf`;M1_ ENGINE "RING
i P.O. flax -l14366, Smith Daytona, EI 32121
Telephone ll: (386) 767-4774 Fax 4: (386) 767-6556
i -_. - Finail: lehpe:({ilhellsrniltt.net -
r
I PAGE
LC) Y (tY YiilGlJt ?On6
p
j I 1,10( Ti l NC. !'<!.F'ROi 9llia_U IN WI10J.[ Of IN PART Wfl i10U'f l fiG 4VIdIII f_tJ I'IcRMIS510N OF i P.WRE:NCh E.LiEI11Jt 1 I . 2 1 3, R
s
I.
k .
SED,C'TION 2 A.-FrACY EIr.) & FREE-STANDING COVERS AND UTILITY" SHEDS
ROOF PANEL
SEE SEC.;TIUP 7)
I-AILANCHORPERDl FOR PAN
i OR COMPOSITE, PANEL
Rf. A vIS r0,,\Y BE: ANt )LEI) FOR
11
i j j FOR NUMBER OF BOLTS AND
lOL L.ED SIZE OF POST (SEI:: TABLE 2.3) COLUMN
NOT -CI II D TO SUIT ---- — --- BI__:AM AND LOST SIIES I
a
SEE
TABLES SECTION 2) SIDE
NOT(',,Vl PQ -r TO BEAM CONNECTION SCALE:
3" = V-O" a
tlF=
At 9S MAY13E Alva I ECI t_-OR C
AF31.T.D '1"'F2AM1= r, u.
F ROOF I'ANL=1_ t SEE
SECTION 7) 9. '
i- 3/4 x 1 t/4" x, 0.063" lRo
ANCHOR PER DETAIL FOR PAN I
BOI'ED TO I OWtRU--- PANEL OLFS F
C-)R ,IDFH BEAM ABLE 7
L_
i .?
3 F O NUMBER --_ FOR NUMBER OF BOLTS AND E F
1: OL.1 S) SI1F CiF POST ('REF: TAI3t_l 2.3) BEAM AND
POST- SIDES SF`F_
TABLES SECTION 2) COLUMN MN
NO-i C:,t ED TO SUIT - ---- ----- - 1 C'
EINITE RNUTCH POST TO BEAM CONNECTION SCALE: 3" =.
V. O" F Et
1h
h i L jCIVIL& `
TA`UC'1 URAL. ENGINEERING 11.0.
box 21,1368, South Day1 n,a A 32121 I 1 itI
h lk (111F.) 76--47 -F Fax It: (366) 767.6556 rm ,f
IeC,F i t<,6alit;oulb.nel 1 d
9
6 1 MCI-( TO i BEREPF2f:.DUCEI IN WHOLE OR IN PART WITI10lIT7111' WRI fl E1J PERMISSIONt)I- L-AWRENCE F. 6F:NNI-1 1, P.E. A
ATTACHE[.) Xx FREE-STANDING COVERS AND UTILITY GYI'IEDS
r <&.ilvjF_ '-I'O[ MAY PIP (2)
SECTION 2
EX'TRU. SIONS W/ INTERNALANtrLE.S, wITE.RNAL.'1Y
SCREW 13OSSES MAY BE
C*HANNEL ON EXTE: RNAL_ U' - ---- \ (C)IVI,Ik C.`I-ED W/ (4) I/10 x '1-'1/2" C:
V
t IAfJI IE.I EACH i SIDE OF
INTERNALLY
CONNECTING BEAM W/ = -
CREWS (PE:R SECI-I(--)IV 9) I I{
Pr;IMA1:1' / F'RAMIIgG 13EAlVI
T m
SEE SPAN TABLES - --- L
F=:CTION 2) to
i-)
w
MINICthUIVI fdUMf3t_l S.M.S. 3/4"' %
LONG Rl. QUIRED t:_OLtAL. TO _. ,......_ __.._
BEAM DEPTH SEC' CINDARY BEAM /
S ._E SECTION 0) - -- - --- PUl-U.INS(SEE SPAN TABLES
SECTION 2)
BEAM TO BEA.-IM CONNECTION DETAIL
SCALE: 3"-= ,I'-0„------__.-----
BEAM11) WALL CONNECTION:
2) -" x 2" x 0,000"
EXTERN/ALLY MOUNTED
ANGL.F,, ATTAc.,I-IEU TO WOOD
FRAME:. WAIL W/, MIN. (2) 3/8",x
2 LAC', SCREWS PE=R SIDE OR
f`0 CONCRETE W/ (2) 1/4" x
2-1/4" ANC1-tORS OR MASONRY
WAL.L. ADD (1) ANCHOR PER
lTyt fC;TI IEdE N!ASC)NrtY SIDLE 1=0R EACH INCH OF BEAM
ORt 1 I2P 9J Ll WALL m i1 DEPTH LARGER, THAN 3"
1,3 LE I 1 A._,`EF_IVE-_RS f--ROM u,i a
ION 9 TABLES) it tt.t \ ALTERNATE CONNECTION:
x -1-,3/4." x '1-3/4" x '1 /8" i
IIVTL.E.NAL U-CHANNELtA '
ATTACHEDHED TO WOOD FRAME.
PF-?,1)IAf "Y BEAM / \ .,\\ WALL W/ MIN, (3) 318" x 2" L.AG
E:E: SI 1AN TABLES --- — SCREWS OR TO CONCRETE
SECTION 2) \., OR MASONRY WALL_ W/ (3)1/4"
AN( -';LE OR RECEIVING _ - — — x. 2--1/4 ANCHORS OR ADD (1)
CHANNEL ANG -K' R PER SIDE FOR EACH
INCH 017 BEAM DEPTH
LARGER THAN 3"
BEAM TO WALL CONNECTION DETAIL
SGALC: 3" = T 0"
Lawrence E. Bennett, P.l;:;_ 1;=L_ tt 16644
CIVIL & STAIUC7UF;AL ENGINEERING
P.O. flax 21.1368; South Daytona, R. 32121 -
Telephone fi: (38(;) 767-g77,I Fax & (3W) 767-6556 -
Email: Iebp e (rl b 0I Soulh.net
N01 -f(:) Bf: f,:EPRI i1'7U{;[p IN WHOLE OR. IN PART WITHOUT TIIE VVRITI I N PERmISS101A OF IAWHENCE F. FENNEIT,
t
1fvy T 4:C1-1IEL.) I I'REEE SIFANDING COVERSS AND UTILITY' SHEDS SECTION
A1-1`f1.CF-l(v1ENT DE"FAIL.Ss,
HOWN DIAC,ONAL --- - - - AL.l..1C,011L 1t_INI / STEEL COLUMN
j 131"AC'ING FOR -
I P\,l 8 APII )uJG COVERS
It 11 I I NAh EXTRUDED
ALUMINUM BASE OR BREAK
C;Gt;I c)?IC)IV'I E; 15T[VL STt:i L FL)F;1u1110U-CLIP
i F1f'11 130 r PER SCHEDULE r til i ;
4) MAX 1/4" X 2-`1/2` WEDGE.
5l..Al3 C•12 FOOTING BOLT OR EQ: (SEE: TABLE
BELOW F' OR' Nt.1MBER OF
BO1 T,>
TYPE I POST TOCONCRETE TECONNECTION TIME ("'
C:)LUIVIN BASE SCI-IE MATIC INTERNAL A
1 j AC1-lMENT DLTAILS IIF'
QUIRC DIAGONAL ------ ALUMINUM / STEEL COLUMN BRAGING
FOR 1
Ptir:.E-STANDING COVERS t - Jv
EXTERNAL
BREzAK FORMED ji — --
ALUMINUM BASE OR BREAK t ;Ot I tO iION RE;!,I`> 1 !Vi > I E 1=I ( I F=t 1 Mf=l l 1._C' LIP 1I - aI11 (J RCN I PF. R SC1- EDU1_1_ 3)
MAX.1/41" a 2 1/2' WEDGE C:
111C.t;[ "fL_ c'A AP OR FOOTINC.3 BOLT OR I (;1.`(SLE TABLE BE-
L.bW FOR NUMBER OF TYPE
II POST TO CONCRi]-rE CONNECTION IIRII_
AK FOIV2II E'D COLUMN FIASE SCHEMATIC ATIC: EXI'EIMA ')=IMsE I
t fl, PC) T TO WOOD DICK (MIN. 2" NOMINAL LUMBER) USE THESE DEIAI1_8 W/ V\/(-")C)D FASTENERS. NOTE,
ALL
kiA`z[ PLA iE S ;311AL_L: BE A MINIMUM OF 2 -1/8" IN HEIGHT AND SHALL_ BE 0 'I 25" 6063 T-6 9
J. f1dL.1DF.(:) Al-L.(Y 0F) 0.,125" 5052 1-L-32 BREAK, FORMED ALLOY Number
of Wedge Bolts (POWERS or Ecitial) for Stiper Base Coltrtectiorp Wirlrt
Wtnd F'0st Staciiij / IAfrnUer of Fasteners 2,
01.1e (PMP11) tlp litt (PSF:) g'_1y' 10'-0" 12'•0" 14'-t7" W-O" i8 -(F 20-'"4 " f
01 _ 16.6 2 2— 3 i3 4 tl, .- y- 71
ti 17.7 - 2 3, 3- 0
123 -
21.
1 2 3 3 4 5" 5 E. 22.
2 2 3: 4 4 - 5 5 13i7
2C1 3 3 4 5, 5" d ` 28.:
3, L _
Jeo 33_0 For
connections that require more than (4) fastenera use type 11 base. For
connections that require more than eight Molts use the "Super Base". Nole:
Allowable load on 114" x 2 112" Wedge Bolt or Ecjuiv. Q 5d is 87811. Lawrence
E.. Bonm t, I"'.E F1_ tt "1 hC44- GWIL
k 7 fi'CICTUR;II_. t:_N VNEF_RING P.
O. Box 214368, Soulh ITy Iona, F132121 Telephone
It: (366) 767-177,1 Ftix #: (386) 767.6556 Small:
lebpc i Letlsnulh.net j
f;Uf"'/FIGFtTLi11iJ6 PAGE W----
E.
OFIr•I WN2 2ry1 PJ a7t. 8[::PtliiF'ROL)UCI5 r.71_G FJ121W PART WI'rF101.rf TFIE V IG2rVZ"Ehl PERMISSION l.AW13LNCL= i3EMJPIE`17, rT.t=. C.°'S 1 -
ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2
Table 2.1.3-120 Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or freestanding Gabled Carports
For 3 sec. witted gust at 120 MPN; using design load of 21.1 #/SF (48.3 4/SF for Max. Cantilever)
Aluminum Alloy 6063 T
2 x 7" x 0.055" x 0:120"Sell' Mating Beam 2" x 8" x 0.072" x 0.2.24" Self Mating BeamLoad _ Max. Span 'L'1'(hendiltg 'b' or deflectlon 'cl') Load Max. Span 'l '/(bendinil 'b' or deflection 'd')
Width (ft.) 1&2 Span 3 Span 4 SpanP
Max
Cantilever Width (fL) 1&2 Span 3 Span 4 Span Max.
t IT-11" b 15 , J" b 15'-0" b P fi" d
Cantilever
4 la'-9" cl 23'-2" rl 23'-0" h 4'-0" di124i" h 13'-11" h 13'-5" b
6 - '12
3 3" d 5 '17'-5"_ .I 21'-4'-4" b 20'-7" b 3'-11" d11A" b 41" 6 1 d 6 16' 4" c1 '19'-6" I)' U-10" `h T-8' d10'-E" b 11'-9"h 1.1,„ b 2'..11 - d 7 ---- — d -! W-0 h 1 T_5„ b 3'_6„ d89'-10" b 10'-11" b 10 8" b Z-9" d 8 '14'-10" d W-10" b. 16'-3" h TA" d9 -3" ri 10' b f 0'-0" I) 2'-0" d g — -_ 19'-3" b 15'-11" b 15'-4" b 3'-3" d1D8 -10" b 9'-10" h T-6" b 2'-7" d 10 13 -6" b 1 T-1 " b_ 14'-7" b 3'-1" d1'1 8-5" b 9'-5" b 9--1" b 2'-6", d 11 12'-10" b I4'-5" } 13'-11" b 3'0" dt28'-0" b 8'-11 " b 8'-e" b 2 -5" d 12 — " ` _ 13'-9" 1) 13' 4" li 2'-`11 ° d21, x J' x 0 071 x 0.224" Self Mating Beam 2" x 9" x 0.082" x 0.306" Self Matin l Beam -' Load Max. Shan 'I_'/(trending 'b' or deflection 'dI Max. Span 'l_'/(bending 'h' or deflection 'd'
Wtiifti (ft.) 182 Span 3 Shan 4 Span 1v1ax.
Cantileverp2Span3Span1 S . at Max.
4 21'-1 ` d 24' 4i' :b ?3' 6" b 4 .p„ d2'-5"
Cantilever
d _ 2T-8" d 27'-5" bS195" 20-11" b 4 0" d0'-10" d 25'-5 1 21`-Fa" h 4' 0" d6179" li 19`-2" b 4 -0" d 9,_7 d 2- -2" bq,p„ d716-5'' b 18' h47--9" b 3'-'I I" d8'-7" j 41d2'
1'-5"t1 20'-9"- b4' 0"d 1 h -4" h 1 T-2' b 1 f>'-7" b 3 9" d T-10" d 20'- I" b 19,_5„ q,_p„ it11'-6" b16'-2" ii5'-8" b 13 3'..
7„
d6'-11" b 18'-11" h 18'-3" Li 3'-10"d 9"b14'-10" b 3'-- 6'-1'1 b 1 T11" b 1 TA" 1): T-9"13-1"b144'-2" h 3 5" ii5'-4" b 1T-1" h 16'-6" h. :3'_7"1?` 12 7b14'-0"b 13'-7" b 3 -3" d T-8" b 1 Fi'-5' b10" b 3'-6" d x 1 U" x0.092 x 0.369" Self Mating Beam Load Max. Span '
L'/(brncling 'b' or deflection 'd') Width'(ft.) 1&
2 Span 3 Spi:3n 9 Span Max. CantileverXY 4 263"
cl 32'-5 d 33 1 ' d 4 0' d 5 24 5'
cl 30'-2 i1 1 I) Ci 22-11"
d 28'-2'. b 2/_2" b l-I.1, 7 21' 10"
d 2fi'-1„` ti 20-10"
d 24' 2:al't) d
4-(
1"
d
r - 9 20
1"
d 22'-11 b 2 4'-(-(„dl 1(1 19
4" ii 2.1'-10 b 214'-O"d18 6t 7" b
20'-
9 b 2C.4'_(!" d'3IT-10" b 19'-11" b icJ4`-0" d Gabled sloped roofs
include gables with a roof slope greater [hall 1" in 12". Notes: 1. Aho've:
spans do not include length of knee brace. Add horizontal distance from upriglit to center brace connection to theabovespansfortotalbeamspans. of to beam
Lawrence-E. Bennett,
P.E. FL16644 CIVIL & STRUCTURAL ENGINEERING P.
O. Box 2L1368,
South Daytona, FI 32121 Telephnrie tl: (366) 767-
4774 Pax #: (366) 767-6556 Email: lebpe@bellsouth.net COPYRIGHT
26131i ir) PAGE
TO 131- RFPHOr) OCf_
D IN Wh101_E OR IN PART WITHOI)T THE WRITI FN PERM SS ION OFI.AWRENCE E. BENNETr• P.E. 2-51
ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2
Table 2.2.2 Allowable Attributable Roof Area per Post for Carports & Patio (Covers
ALUMINUM (POSTS
Conversion Milltiplii:rs for Freestanding Carports with (Mono Sloped Roofs
100
1120 1 150
1.27 -1.25 1.23 14 71 —' j40 1—
1:2 323
Example:
Find Rool"Area Needed; Area = 'A'; Post Spacing ='S'; Sbucture Projection = 'W`.
A = x (W/2 i. W-L); If'S' = 20', W = 24% and O.fi. = 2' then: 'Area = 280 Sq. Ft.
a. Fo'a 13'-10" post and 120 m.p.h. wind load of 14 # / Sq. Ft. post choices are:
1. 3" x 3" x 0.125" Hollow Extrusion
2. All post sizes listed helow the 3" x 3" x 0125" Hollow Section
h. If job conditions dictate a post hieght of 20'-7" for A = 280 Sq. Ft. and 120 MPH wind cone, then a .
3" x 3" x 0.125" Hollow ExII LlSion canNOT be used since it can only support a roof area of 216 Sq. Ft. Thus, (](;
sign must satisfy bolts height and area requirements. Note:
1.
Spans may he interpolated. 2.
For free standing covers, mullipl'.y above roof areas by '125 (except for 100 MPH). Lawrence
t=. Bennett, P.E- FL # 16644 CIVIL- &
STRUCTURAL ENGINEERING P .
O. Box 214368, South Daytona, FI 32121 l
elephone li: (386) 767_4774 Fax lk (:386) 767-6556 Email:
Iebpet7bNlsouth.net PAGE
COPYRIGHT
2D6 A
NO
r TO BE REPRODUCED IN WI101-I° OR IN F'AR'r IP/ll'I IOIIT TIiL WRI I-fEN I'EfRMISSION OF IAWRENCE E. f3ENNETf, P.I°. 2-61 Alulminutn
Post --_ ----- Wind
Load (MPFI) _ IOQ 110 120 123 130 140-itt2 150 1Ei.
6 #ISF 17,7 11/SF 2'1.1 22.2#7SF 24,8 itt:iF J/SF 32.99 #/SF 28.7 Steel
Post --------- Wind
toad (MPH) = il)0 110 120 123 13Q Id0 182 156 16.
fi !/SF 17.7 #/$F 21.1 22.2#/$F' 2R.7 /1/SI 32.93'#/SF Maximum
Allowable Roof Area in Square Feet for Vat'iaus Loads on -Post Hef
ht Load (Ibs.) 3" c3" x i t Gafipe Post -46 ks.i. Steel 10,
050 33f3 ." flfl2 744 708 632 546+ 595 21'-
9--- 7,430 619 _ 6,52 550 523 , 4fi7 404-- 440 23'-
9" -_ 5t63R 470 4 J5 41R 397 355 306 334 25'
9" 4,371 364 3II3 324. 308. 275 - 23II 259 Height
Load (Ihs.) 3" u,3" x 11 Gauge Post_-d6ks.i. i
s
n r
p
Cn
File 2 .3i .L`ii r1 1 of Dr. t f Bea C e- and AI ber of Thr `7...1 Possible, l F.F' 'Id a C• a._..0e t• A/7.J
18' cvwc v i vS. w a:ii v:a,. u l uii:..J ..i vi i i u- vc S voa:vtc 'vi%/ o:: rl. u:, iS:c:luc vs
r„ < Aluminum Alloy 6063 T-6
I \ J
I
o .M
Or+ x 1
m y .-
i r1 iJ
m
71
W T
m N
O
Z
1
EJ
7-1
M
M
1
I
n + um u
iMinimumpost/beam may be used as minimum Knee brace Number of bolts required for 120 IJPri,'B" exposure, Attached (Enclosed) structure; Z
Fasten extemal screws or clips. See Details tIAVVFRS Design Load 1!4 PSF I 0 I
For screw size see wind zone chart Z
The minimum size and swaging Of stitching screws shall be the load width of post 12, post spacing = 10', w2 = 14 PSF
same; as table 3A.3. Post Uplift = 12 x 10' x 14' 1580f
From Table 9.4A* Use W211 thickness of lesser member
Example: use Twali = 0.60"
i
Beam
i2"x'8"x0.072"x0.224"
Minimum
Min. # Thru-Bolts Wn. i- Thru-Bolts I Minimum_
Miminum r
I @. Beam (a) @ Post Base I Knee Brace
Size
I
Post Size
1(4 5116 3/8" l 1/2" 1/4" 5116" I 3/8 1;2'
Knee Braze° Screws**`
1 Hollow Sections
2 -x' ' x 0 0<4' Cross
Beam
NfA NrA`* NIA' N/A" I N/A" N1A- N/A' Ni. I 2 X2 ( 3
2' x 3' . 0.050' Hollow Tilt 2 x 2> 0.044" or 5 i 3 i 3 2 j 3. j 2 i 1 T i 2" x 3 x 0.050
2' x 0.045" SnaD i
x ' x 0 n5n" Holed i x 3' x 0.045' Hollow or 4 3 4 3. i 3 i 3 3 I " 3 n 0 0" 3
2 x 3" x 0.045' Snaa I-i i I` I I
Self Mating Beams
2" x 4" x 0.038" X 0.100" 3" x 3"x 0.060" Scalloped 5 4 2 2 5 3 j 3 2 12" x 3" x 0.050" 3
y x ,- n n rn X 0 1 nn" 1 3" x 3' x C 060 g Ilo ed 5 3 1 I 3 3 o 12 x 3' - 0 050" 1 3
2" x 6" x 0.050",X 0.1.20" 13" x 3"x 0.060" Scalloped 8 6 3 3 1 5 1 3 3 2 12" x 3" x 0.050" 3
12'x_ 7" x 0.055" x 0.120" 3" x 3".x 0.093" 10 7 4 14 5 3 3 12 12" x 4" x 0,050" l 3
nrJoj3"x 3"x0:0 3 ej1 9 1 » i151 5 i1 5 o -i. 1, 3 2 4' rn'n12" xO. o", 1 3 1
2" x 9" x 0.072" x 0.224" 3" x 3" x 0.125" 13 10 16 6 15 3 1 3. 1 2 1`2" x 4" x 0.050" 3
2" x 9" x 0.082" x 0.306" 4" x 4" x 0,125" 13 11 6 6' 7 5 1 4 3 12" x 4" x 0.050" 3
2" x 10" x 0.092" x 4369" 4" x 4" x 0,125" _ 15 5 1 7 17 1 19 5 1 4 3 12" x 4" x O.C50" 4
Knee Brace j Min. Length l Max. Length
2' x2 x D 044' 4' i 2'-0"
2' x 2 x 0 055 4" 2'-0"
2' x 2 x 0.00.c1'
2' x 3 x 0.050" I 1'-c' I 2'-6'
2" x 4' x 0.050" 1'-8"
Allowable Loads If Bolts Req'd * Oa post base @ beam ill
1/4 = 468# / bolt 3.52 use 4 yes yes 0
l I I5116' = 610 TM 1 bolt 2.75 use 3 yes yes 1
3/8'' = 7.513 / Dolt 2 _9 use 3 ( yesi yes
1,2 = 1,004 rr 1 bolt 1 67 use 2 I ves yes
These values are good for post base & beam bolts I
I -1
j
0
N
SOLID ROOF PANEL PRODUCTS
PAN ROOF ANCHORING DETAILS
SECTION 7,
RIDGE CAP SEALANT
PAN HEADER BREAK -
FORMED OR' EXT.)
1/8 x 9/-1 6" TEK SCREWS I
PA N R113S EACH SIDE HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
CAULK ALL EXPOSED SCREW I GABLED APPLICATION
4-'AD,'-, & WASHERS
8 x 1/2" 'S.M.S. (3) PER PAN
AND (1) AT PAN RISER
ALTERN , A'YE CONNECTION:
PAN OR COMPOSITE ROOF
im X,1-1/4" SCI:,EWS (3) PER PANEL
PAN INTO B EAM THROUGH
BOXED ENE) OF PAN AND 118 x 1/2" S.M.S. (3) PER PAN
HEADER ALONG PAN BOTTOM
ROOF PANEL. TO BEAM DETAIL
WI-I,E'N FASTENING TO; SCALE: 3" V-0"
ALUMINUM USE I-RU17AST HD x
1:" + 3/4") AT 8" O.C. FOR UP
J0130IMPI-I WIND SPEED
E.'/<POSURE "D"; 6' O.C. FOR
FOR PAN ROOFS:
3) EACH 1/8 x 1/2" LONG S.M.S.
AROVE 1 -130MPI PER 12 PANEL W/ 3/4" AND UP TO
150 ,MI'31-1 WIND SPEED
4 . ......
ALUMINUM I --AN WASHER
EXPOSUR E "D"
CAULK ALL EXPOSED SCREW
HEADS, & WASHERS ROOF PANEL
F-OR COMPOSITE ROOFS: PER TABLES SECTION 7)
1110 x. (t 1- 1/2") S.M.S. W/
SUPPORTING BEAM
1 -1 /4"0 F ENDER WASHERS
PER TABLES)
12" O.C. (LENGTH = y
PANEL TI--IICKNESS4- 1")
@b ROOF BEARING ELEMENT
SHOWN)' AND 24" O.C. 0
NON-BEARINGELI-MENT (SIDE
WALLS)
ROOF PANEL TO BEAM FASTENING DETAIL
Lawrence E. Bennett, F).E., FL It 16644
CIVIL & STRUCTURAL ENGINEERING
P.O. Box 214368, Soull) Daytona, Ff 32121
Telephone It: (386) 767-4774 , Fax it: (386) 767-6556
Email: lebpeC(pliellsoijill.riat
i7, COPYRIGHT2006 PAGE .
1- B F 1-1 E PRODUC F 1) IN WHOLE' OR IN PART WITHOUT TI-1 E Wl i TEN PERMI SSION OF LAWRENCE E. HEN11r, Fl-, P.F. 7-21
Table 7.2. 1 Elie Aluminum Corporation Roof Panels Allowable Spans and Design i ,Applied -Loads' #1SF)
Manufacturers' F mpriefary Products: Statewide Product Approval #FL1049
I 3" x 48" x 0.024" Panels Alurninum Aliov 3105 i-f-14 or H-25 1.0 EPS Core Density Foam
ram
i ii
I
I
Ia M
n
T
v -D full
Wind1 Open Structures Mono -Sloped Roof I Screen Rooms &Attached Covers G1zss &Modular Rooms wnclosedi Overhang cone-
l- MPH)
I 1&
2 1 3 4 1&2 3. 4- spanlioad*_
j. span/load* ! span/load* ; spanlioad* .soanlload* i soanlload"'• 1&
2 1 3 spanlioad'
I soanlload' 1
41 Cantilever I
span/load* 100
10.
18'-
10" I ?3 21 1" ?3 120'-5' ?3 1 16'-4" 117 1 8'-3" 117 1 17'-B" 117 145" i'i 19 1U 1" 5 F1:' 1 _p: +1 i''2 1 !B 12'-
11" 127 1 15'-8" 123 i " [ "-
i32 15'-
2" 123 1 4'-0" i2
i0'i32l 145
155:
120
i6 7` ; it 1 .8-7" ?7 ! ?7-!?" { ?7 I i2-11" 27 1 16-1" 122 1 15-6' 22 10-9" 139 I 12'-?' I 39 I I : -8" 139 1 4-0" 165 123
2" 1 17 'I 1 F-1 117 171-5" ? 7 112'-8" 128 15 -8' 23 I 15'-1 ' 23 10'-7; i 41 1 11'-10" 41 1'-5" 141 1 4'-0" 169 30o -3 20 1 7 - i 2 i ! au 12 - i ' 31 i 1 a -61 i S i l 13'-1 31 9 b" o • I ! 1'-3' 145 J 10'-10" 45 3'-10" 77 1
140•11 1 12 ! 27 1 15-11' 123 i 15 123 1 11'-3'' l3o I 12'-7" 136'1 12'-2' 136 9-5' S, 1 11'-311 145 1 i0 ?0" 145 1 3'-7" 89 140-
2 12 11" 127 1 15'-11 ` 123 1 15'-4" 123 1 11'-3" 36 ? 2 -7" ( 36 1 12'-2" 135 1 8 -9'59 1 10'-4" 153 9'-5" 159 1 3'-7" 189 150
1 i 2'-0" 132 1 13'-5' 132 1 2'-11" 32 i 0 -5", 142 1 ? 1 -7" 142 ? 1'-3" 142 I 8 -2" 165 1 9'-2" 168 8'-22LJ 68 1 3'-4" 102 I -.
m Z 3 x 4B x 0.030 Panels Aluminum Allo ' 3105 H-14 or H-25 1.0 ePS Core Density Foam n _
T io
w. O vWCDAMA
a -
w
I
L"
I
z
z
7
C n
70 gyp M
n rn
m G
E
rn I N
r I T
rnN
ur—
n
H H- m
Z 1 C4
CM
vti
nd Open Structures Bono -Sloped Roof I Screen Rooms & Attached Covers 1 Glass & nodular Rooms Enclosed 1 Overhang ZoneMPH
1 &
2 3 4 1 &2 3 4 span/
load*( span/load" spanlioad* spanlload* spanlload* soanlload* 1 &
2 scan/
load* 3
Iscan/load* 4
Cantilever Ispanlioad` 1100
1221-2" 113 1 24'-9" 1 13 i 23'-1 ' 13 i 9'-2" i 7 21'-5" 117 1 20'-9" (? 7 1 16' 6" 123 I 18'-5" 123 1 17'-10" 123 1 4'-Y 45 110
21'-6' 1 14 24'-1" 114 1 -3" 14 1 18'-8" 18 1 20'-10" 118 I 20'-2" 18 15'-3" 27 1 17'-0" : 27 1 16-5" 127 1 4'-0" 55 120
117 1 21'-9". 117 1 21'-0" 117 1 16-10" 122 1 18'-10" 122 1F-2" 122 12'-B" 139 1, 15'-7" 132 1 15'-1" 132 4'-0"' 65 123
1 18'-11" 117 1 21'-2" 117 1 20'-6" l 17 1 16-5" 123 1 18'-4' 123 1?'-9" 23 12'-5" 141 1 15'-2" 1341 13'-4' 41 1 4'-0" L2Lz, i3017'-1. 1 " 120 l 20 -0" 120 1 19 - :" 1201 1! b b '- 26 1 17'-4° j 26 1 16-9.- 26 11'-9" 45 3 -2" 45 12 9' 140 1 4 -0" 177 y ;
1 -2" ' 3 j ' S 7 30 1 9 i 4 I J'-G 40 a' 140-
21 16' 8" 123 i ! 8 -8' 23 1 B'-0 23 3'_2' 136 1 ? 6'-2" 130 ( 15 •T - 30 10 -10" 153 11'-2' 153 11 9 53 I '
150 Art .-
I— 1
15'-B" 126 1 ` 7 -5" n —
lr: n--_l- t t.._._. 126
1 16'-11 " 125 , 12'-2" I . ..
142
1 15'-2" 134 1 13 -2" 142 1 9 -7 " 168 I ? `-5' 60 1 0" i 60 1 3 -1 ? "1102 Wind
IOpen Structures Mono-Slooed Root I Screen Rooms & Attacned Covers Glass & Modular Rooms Enclosed Overhang ZoneMPH)
1&:
2 1 3 j spanlload*
I spanlload* I 4
soanlload*
1&
2 1 ., 3 I span/
load` spanlload* J 4
soanlload*
1&
2 span/
load" 3 -
4 Cantilever I.
scan/load* span/load'' 100
1 20'-B" 113 23'-2" 113 22'-4" 1113 17'-11" . 17 1 20'-1" 17' 1 191-4" 17 15-5" 123 I 17'-3" 123 16-8" 123 1 4'-0" 145 110
1 20'=1" 114 22'-6' 1 -14 1 2V-9"_ 14 17'-5" 18 1 19'-6" 118 1 18'-10" 1$ 13'-l" 132 15'-11" 27 1 15'4" 1:27 ! 4:-0" 155 12018'-2" 117 1 20'-4" 117 19'-B" 117 15'-9" 122 17'-7" 122 17'-0" 122 11'-1C" 139 13'-3" 39' 1 12'-9" 39 1 4'-0" 65ii 123130
1-
t•a-i 1
140-2.1 1"-
9' 117:I 9 10" 17 1 1 2 -!7 I 15-4 23 17 2 123 10'-7' 23 1
16'-9" i 20 18 9' 120 ? 8 1 20 13 3 ` 131 1 16 2' 1 20 I 10' B" 126 i
i15-e 123 ' r -5 73_ 16-'v' 12J -. 12-136 1 1.^"-I" 130 _i 3-4" i Jb 15'-7"
I23 1 17'-5". 123 1 16-10" 123 1 1 -4" 136 1 15;-VI 130 1 13'-4" 135 11'-7'
141 11'-0"
145 5 1
9'-
7 159 12'-11"'
41 f 12'-5" 141 4'-0" 169 1 12'-
4" 45 f ' 1'-11" 145 1 4'-0" 177 1 i ?
2'=:'.i45 i t 1i" 145 i 3-1'i`'i69 1 11'-
a' 153 1 0 ?1" { 53 13-11" 89 150 13-2 { 2 1 i fi + { 26 { 10 -10 { 20 I 11 -0 142 { 12 -9" . f 4 I 12'= 142 1 8 -11 " 168 10' 8" 160 { 10'-4"TO 13'-B" 1102 Wind Zone
MPH)
I
I Open
Structures Mono -Sloped 1 1&
2 1s span/load* ,
spanlioad* Roof f
Screen Rooms & Attacned Covers 4 1&
2 3 - 1 4 spanlload* l
soan/load* ! snan/load* ( span/load*`I I Glass &
R,edular rooms Erclosed I Overhang I 1&2
1. 3 1 4 1 Cantilever! scan/load*`1
soa slload* I span/load' I 1.00_. 1
23'-10" 113 I 26-8" 113 1 20'-B" 117 23'-1" 1117 221-4- 17 i T-9' 23`1 0" i 23 t 19'-2" 123 1 4'-0" 145 ' 110 23'-2"
114 1 25'-11" 1 ?4 25-1" 114 1 20'-111 1 T8 1 22-5" 1 16 1 .21'-R" 18 1 5-5" 27 1 18'-4" 127 1 17-9" 1,27 4'-0" 55 120 20'=11"'
17 1 .23'-5' 17 22 -B" 17 1 18'-2" 22 20 -4" 22 19'-7" 22 i 5 -l" 32 15'-10" 32 16.3" 32 . 4' 0" 65 123 20'-71
7 , 22'-10" 17 22'-1 " 1 ? 7 1 T-8" 123 i ? 9'-9" 23 19'-1" 23 13'-4" 1 41 16'-5" 134-C" 69 130 19' 4"
20 121'-7" 20 20'-10" 20 16'-8" 126 18'-A" 26 18;-1" 26 12'-8" 45 15'-5" 38 13'-9" 145 4'-0" 77 140-1 17'-
11" 23 1 20'-1" 123 1 19'-5" 123 1 15'-7" 30 17'-5" 130 16'-10" 30 12'-8" 45 15'-5" 38 13'-9" 145_I 4'-0" 89 140.2 17'-
11" 23 1 20'-1" 123 1 19'-5' 23'1 15'-7" 30 1 17'-5' 130 1 16'-10° 30 11'-B" 153 13'-1" 531 12-8' 53 1 4'-0" 89 150. 16-10"
126118'-10" 1261 18'-3" 126 13'-2" 42 6'-4" 34 1 15-9" 1.34 10'-11" 160 124, 60 1 11'-11" 160 1 4'-0" 11,02 cn M 0
Z
Note:
Total
roof
panel width = room width +wall width + overhang. *Design or applied load based on`the affective area of the panel v I.
Design Check List for Carports &, Patio Covers (Page 1 of 2t
I: Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with the 2004 Florida Building Code Edition with 2006
Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part 1--A & II -A and. ASCE
7-02; Exposure'_ or'C'II or uo; Enclosed Building-, Importance Factor 0.87 for 100 MPH and
0.77 for 110 MPH and higher; Negative 1.P..C. 0.00; 0.18 for mono-slo ed roof; 0.18 for attached; fourth
wall structure and gabled carports. Roof live load 10 or 30 PSF or MPH for 3 second wind gust
velocity load; Basic Wind Pressure ; Base design pressures are ___PSF for Roofs and PSF
for walls.
Notes: Wind velocity zone and exposure category are determined by local code. "Enclosed" refers to
attached covers & "open" refers to free standing mono -sloped covers. Pressures &
Conversions multipliers are on page 2-ii & iii.
II. Host Structure Adequacy Statement:
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid.
7 V -7 ,a sv) Plrone
Contr t %/Aut iz d e ` Name( I se print)
r 'v Dater
C tractor ( Aut orized Rep* Signature }
Job Name & Address
Note: Projection from host structure shall not exceed 20'.
III. Building Permit Application Package contains the following: Yes No
A. Project name & address on plans ..... ...... ............. ...
B. Site plan or survey with enclosure location ............. ......
C. Contractor's / Designer'sname, address, phone number, & signature on plans D.
Site exposure form completed ... .. ................................. ... .....-1 E.
Proposed project layout drawing @ 1/4," scale with the following: 1.
Plan view with host structure, enclosure length, projection from host -structure, .: and
all dimensions EJ
2. Front and side elevation views with all dimensions & heights ........... LA
3. Beam location (show in plan & elevation view) & size ..... . .... .... .. Select
beams from appropriate 2.1 series tables) 4.
Upright location (show in plan &elevation view) &size .............. :...... . Select
uprights from appropriate 2.2 series tables) Check
Table 2.3 for minimum post size) ci 5. Knee braces length, location, & size ...... . Check
Table 2.3 for knee brace size) Must
have attended Engineer's Continuing Education Class within the past two years. b-
5
Desicp Check List for Carports, & Patio Covers (Page 2 of 2
R IV. Highlight details from. Aluminum Structures Design Manual Ye4
i
No
A. Beam & purlin tables w/ sizes, thickness, .spacing, & spans / lengths ............. I ED i
Tables 2.1.1, 2.1.2 and/or 2.1.3)
Beam allowable span conversions from 120 MPH wind zone, 'B' Exposure to
MPH wind zone and/or'C' Exposure for load width
Look up span on 120 MPH table and apply the following formula:
Span / Height ( Required Span
@ 120 MPH V @ 130 MPH; 4
0.00 (b or d) x 1.00 (b or d) x 1.00 (b or d)
Wind Zone P p Exposure Multiplier** Multiplier
B. Upright sizes, thickness; spacing; &heights / lengths (Tables 2.2.1 & 22.2)
Ye No
Allowable upright height conversion from Exposure "B" for any wind zone to a
C",catagory exposure. Multiply height from table by 0.71.
Also, check Table 2.3.for minimum post size
To convert roof area for any wind zone from '13' to 'C' exposure catagory;
multiply by 0.71.
Area from Table 2.2.1 or 2.2.2 ft.' x 0,71 = 0.00
C. Table 2.3 w/ beam, upright, & knee braces combination, type, & size of anchors....
D. Connection details to be used such as:
1. Carport / cover plan view & section (Example Page 2-3 & 5) ..................
2. Fourth wall or mobile home connection details ........ . ................... — .
3. Header to wall /fascia (Section 7)........:..::.......:..........: . ....:.. . i
4. Beam to upright, wall, or another beam (purlins) .....:........................
5. Knee braces .... ....... ...........:......`. ..::.........
i
E. Connection to slab / footing. ............................... :.......... ...:
i
F. Foundation detail type & size (Table 2.4)......................... ...:...
Notes:
s
3
s
i
i
Appropriate multiplier from Table 2A or 2B on page 2-ii or Table 2E on page 2-iii..
i
P
b..6 l
I loll 11 IN 11 lf1 11 fill If III If III 11 flf If IN 11 off It 11119 0111 fill
Permit No.
Parcel ID: S — 1 Gt -'3 CU ' 3 U i UL — O<v
State of Florida
County of Seminole
MARYANNE MORN, CLERK W CIRCUIT- L"T
SFMINOLE COUNTY
BK 06935 Rg 18331 ilpg)
CLERK'S # 2006021E36
RECORDED 02/25/2008 11t55t54 AM
RECORDING FEES 10.00
RECORDED BY L McKinley
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.
1. Description of property: (legal description of the pro erty and street address if _
available) /'f%T S&e j
General description of improvement: fiUjH// IMA &4 0116T' C
Owner Information
a. Name and address:
b. Interest in property:
c. Name and address of fee simple titleholder (if other than owner)
4. Contractor
Q/ a. Name and addre
b. Phone Number:
Surety
a. Name and addre
b. Amount of bonc
c. Phone Number:
6. Lender
a. Name and addre
b. Phone Number:
7. Persons within the State of Florida designed -by -Owner upon whom notices or other documents maybe served as. provided by
Section 713.13(1)(a)7., Florida Stagates FEB 2 5 oaT a.
Name and address: b.
Phone Numbed 8.
In addition to himself or herself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section
713.13(1) (b), Florida Statutes: a.
Name and address: b.
Phone Number: 9.
Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified)
WARNING
TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTINCE OF COMMENCEMENT
ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA
STATUTES, AND CAN RESULT IN YOUR PAYING TWICE 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 LENDEdORA AZat
BEfjf CING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT PREPARED
BY: NAME
Sj V ' Signature of Owner or Owner's A
DR. _ ' Officer/
Director/Partner/Manager 1
1. Signatory's Title/Office r The
orfjmg instrument was acknowledged w4v
dr _ (name; of persona as _LL fact)
for Sigdatu''
u--6fNotary Public, State of Florida Commission
Expires: s
day
of r-hU A,%Aq 1200 $ by 1 pi fC (
type of authority ...e.g. officer, trustee, attorney in name
of party on behalf of whom instrument was executed).