HomeMy WebLinkAbout327 Appaloosa CtCITY OF SANFORD PERMIT APPLICATIONoy • tic
Job Address: . • ,
O) Date: Z•
Description of Work: `'{ l ( \ ' Q —e
Historic District: l ` Zoning: Value of Work:
Permit Type: Building 'Elect ical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary PoleMechanical: Residential Non-Residerttial Replacement New Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or CommercialOccupancyType: Residential Commercial Industrial Total Square Footage:
Construction Type: # of Stories: # of Dwelling Units Flood Zone; FEMA form required for other than X)
Parcel #:
Owners Name &Address: 1 (Attach Proof of Ownership & Legal Description)
Z
Phone:
Contractor Name Addr:ess:
Phone & Fax: d J Qi )2
Bonding Company:
Address:
Mortgage
Address:
Contact Person:
State License
Architect/Engineer. -
Address: ..
Phone:
Fax:
Appliation is hereby made to obtain a _
J
issuance of a Ott tO dO v'O* ° installations as indicted. 1 cer* that no work or installation has commenced prior W thepermitandthatallworkwillbeperforatedtomeetstandardsofalllawsregulatiagon;tr.uction in this jurisdiction. I understand that a separatePermitmustbe. secured for ELECTRICAL: WORK, PL LS, FURNACES, BOILERS, HEATERS, AIR CONDITIONERS, etc. • f r RS, TANKS, and
OWNER'S AFFIDAVIT: 1
certWARNINGthat all O the forego g o an that all work will be done in compliance with all applicable laws regulatingconstructionandcaningWARNING70.OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT.
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 ofthiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal ageneia.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
Signature of Owner/Agent Date -
4 r` )
Signatureto ntracto gen Date
Print Owner/Agent's Namet
rint ntractor gent's Name
Signature of Notary -State of Florida Date nature,t@ ot,1Yy.Stala6f DE yE patCAT
MY COMMISSION # DD 164260
EXPIRES: November 12, 2006
Owner/Agent is _Personally Known to Me or 4 fOF r oBV4W Thv Burled Notary Smioaa Produced
ID Co ctor/Agent is erwnally Known to e or ProducedID LP {1,a . Sal • 3' APPLICATION
APPROVED BY: Bldg:i— -O Zoning: initial &
Date) Special
Conditions: Initial &
Date) Utilities:
Initial &
Date) FD:
Initial &
Date) 4
k-n Oo
TA
RAFTS NIE14
LvMiNv TM
Leaders of Innovation, Ovality, & Dependability
LICENSE # CGC-047465
Limited 1'' wi er ofAttor -me
I Hereby appoint '. Q .of Coastal
Craftsmen Aluminum;.I icorporated'to be my lawful attorney in fact to - act forme and
apply to O'' for a building permit or all things
necessary at th o 'on'des 'bed'as: :.
Lot 1 J,1 .Block ' Subdivisi6n - ,o
Address: 'awl: _IT
Property Owner
Y
N (n
And:tQ: sign i>iy.naine and do all things*necessary to this appointine t.
ham.`' ''::i . • '.. ..
William M. Woodard CGC 047465M?„y?. .: •` fir: .. _
Si:i Y; jai` vt: .X' :.'+'- "'. .:: .... •' _. .. ..
aud`subscribed befoie ;one this; : day of _
ii 1VI. Woodard' wlo. is personally known to me.
Signatilre of Notary
ANGIE•FlNCANNON
r " MY COMMISSION # CC 976003
g= EXPIRES: October 17, 2004
adp`'h '. BondedThruNotary Public Under iners 200'
1. 1-
800-878-8804 BOX
7319 • HUDSON, FLORIDA 34674-7319 LA''' ''•
ORLANDO • TAMPA BAY 0 SARASOTA
3LL%MJ /MA..: •Ffer'23,ui.KL
CRAFTSMEN4LUMINU0
L aders of renovation, qumiky, & Depaedabliftym
Ljrv4sE 9 CGC-047d85
ALUMWUU RAILINGS • SCAEn/ Rooms • PooL. ENaosuws
Serving F76nda Since 1984"
OCALA HUOSON aNLANNO
1406 S.W. 15th Ave. 8209 New York Ave. 4268 Smbaard Rd.
Ocala, FL 34474 Hudson, r - 34667 Orlando, Ft 32808
11h: 352-369-1444 Ph: 727-868-8802 RL 407-298-0096
Fax:352-369-1988 Fax 727-862-0483 Fax: 407-295-0507 f
Corporate Office: 1-800-8784804
JOb it
SOLD TO " : - ple— PH. # DATE l 1 ADDRESS
CITY ZIP 2
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ADDRESS D Zc% r-1146,I)Qi"Gr CITY 15; yAAlyL ZIPJCB
NAME / J1I p S G S/ % PH.# APPROX. DELIVERY HErREtNAFTER
REFERRED TO AS 'CUSTOMER', AND COASTAL CRAFTSMEN ALUMINUM, INC. REFERRED TOAS COASTAL t. Coastal agrees to furnish
labor and materials for the irn an the above reel propeny accorr8ng to the following specifications. TYPE
P/End S/Enc Lanai Railing Fencing Other i!!!
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T _ RECTIONS:
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SCRIPTION:-
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ilVEY +
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survey sheet or a plot plan and complete legal description is required on all pool and patio enclosures PERMIT
MUST REMAIN POSTED UNTIL FINAL INSPECTION CONTRACT
SUB.iECT TO COMPANY APPROVAL CONTRACT PR3(C_J
r•/+PR•roo•I rGauW..sro rA. wrw hrrer+/r WaW/A rr{rgA AM . "N4/0w MM z- I.14.rrA Crm•Ar. yw•rpr•e/r•I,/r•Mt••pf%iAm.q 6.wOr a rw,e air i 71rww/.f4pd w,er ru
a./r•Ara.. cwr..w.F.aresp.r..wcrerar..rwra+wvQare+,rroeA.w+...rs+nae DEPOSIT LYiEDVIYIRRAM/
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y.wrwrer•.dcoa/r r rArto/wn//w.rrForp/e mroMdrgC wopmam— o..000 4y+•wm rYfa,sYw/r 0 iC i r4a ea.rf e•yr inK a Y f1r w e dy.r AA/•eA wNt/ly/., go BALANCE DUE rtip•u ara wYrw Myfq! n"OArOEsdlarbl3KF.moF`WOONMvw fTf*W=ORWRYA',75, you CJ••Srl 7lfi AL N1 BM rNl4AMOTICfs T03iLLFR. TL7 NOTIrSc YI/STfQ 1E 711i1r 1'OU 00 MOTVIM1Yr 71E r:000S OR We
3-OUr,sreEPma/raenDUO* W04MfrOF1)*T MDWAFTERYO SM7MAGREEMerr proposal C
P a ' 9 bir a s o lkar if d is rid ieca ed ai pa Ri VNJ,be rid Maser ( L
r _ i`" LIC4
CGC474M atal Crallsnten
Akmirwm tfic., By: TIi1S PRICE GOOD FOR DAYS M. PLEASE
SIGN
WHITE COPY AND RETURN WITH DEPOSIT
01/14/2004 23:37 407-850-6871 SIGHATUPE POOLS PAGE 06
M UK HUMUN UfaHU tI UNLIMUHANul4UMfneedr. uc PLOT
XRIPT;
ON (AS FURNISHED) LOT
III, BAKERS CROSSING PHASE 2 A,
3 Rf' (()Fj ll l:) I a PLA ( fI GK 62, PnGFa 97-'19, Uf' THE Pl1SUC RECORDS UC SE>tiINOI.E COUNTY, FLORIDA L.
DT III f.l)NThICt: iT1:' SOUK C FEET t - II
Rfi S WO411.111t_COW FAIN!i 2107 SOU1 IF Fur t TG1'
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COURT _4 / TRACT
60'
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50.
62' — - Ifl
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5.7 LOT
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W: 50 1_
ELEVA'1101413 5:10IIYN ARE PCR LOT ORADINC 1,
1.N9 PI:OVIULU UY THE CLIENT. Tih%
6'xvi rI.AN IS tN1CNnn's itw VERMITIINC FURPOSES ONLY,
i11!s IS.NOI' INTENOI',0 irXI IIIE CONSTRur 10-4 or I1-
11 1' WOOSCD 11till`..F:, IWER TO 110U r; 1'I,m AND OPTION i
i ,,T rum C;iJN`iI ucnrw. ALL (
1011•Imu; S,rr CLACK LAIC;, !SI•ttim NERCON 15 1117,11 DATA F1jRPI!!;
11H) Oy CLIENT AND I; rYx'I 1141"ORMATIONAL PU(fPO9EE ONLY,
THIS
IS NOT A SURVEY THIS
IS A PLOT PLAN ONLY I
HAVC CXAMWD nil rJ.R.M. COMNIUNITY PANEL Na
t 202tS4 0015 I, I)A1Ch 4/17/05 AND FtlW40 TIIC
SOPOVCI' PROPERTY AFI'VAR1 TU UE IN COTTI ZONE
A. AI't:A WITHIN 100 r'll? FLOOD PLAIN & iGNf
X AREA OUT5111f 100 YEAR FLOW) PLAIN. TlfARINr.
S 5HOM I11.11FON ARC I3ASI:0 ON T11..
SAIJY1IERLY I INC CC LGT III AlS NFING
N'9,Y0n'()0"W (4.R PLAT. I--
1U ('CET r.
prwOvr'o JOB
Tut, -A5M 1111199 _ a:,rru cainelonr" r•s,- w ++- f
y FiY:. r1.0r PLAN 1-30. 03 mt, lea
X ,1.1 a 75.
00' 5'
TRACT "G" faAKERS
CROSSING Pt IAS5 I PLAT
BOOK 60, PAGES 27--29 PLANS
REVIEWED CITY
OF SANFORD LOT
110 LEGEND
CFNIMUNE
NONT
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a PROPOSKO ORA1NAot Low L.._,
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CC Pow; d' CWOUND CirVAOIRC r PPal"
ON cjow 2pA"Okp~..
11TPOAVEND -
MP, OFL A AWLC L KNOTFS
ARC LENGPI C.O.
0erwn.S a+arm TKAARG PC OORMOKx
POINT O/ CIRVAIURE PRO MODILS
POINT ,VkA CV'RVAn1Rt; rT Of
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Te usO A WALI. ry+ r
NADRI rOiNT If as
ILAQn,- AfhMu
Erma\! nfVW 1. THe
SURVEY(Al HAS NOT AO!'TRACIEO THE LAND SHOWN
IICIREON FOR CA!:PMENTS, RIr,HT Or wAY,
RES I UCTIONS or RECORD WRICH MAY AFFECT
THE TITLE OR USE: OF TiIC LAND 2. NO
UNOERCROUNr) IMPR014MENTS HAVE IIEEN LOCA1110 EXCEPT
A5 SHOWN, 3, MDT
VALID N1140 T THE 9:NATURr. AND 114E ORICINAL RAISCA SEAL
OF A rLORIDA IICF,N., SURVEYOR AND MAPPER,
I—iA1
FOR II it!
I
I C
NIJ WA R, Nl '
CATF„L 0 JR, #4913 DATE
SCREENED ENCLOSURES SECTION 1
H
SEE TABLE
K-BRACING (OPTIONAL)
GIRT (TYP.)
EXISTING STRUCTURE
ALUMINUM BEAM
JABLE 1.1 OR 1.8)
IZE MEMBERS PER
APPROPRIATE TABLES
K-BRACING (OPTIONAL)
GIRT (TYP.)
SCREEN (TYP.)
ALUMINUM COLUMNS (TYP.)
TABLE 1.3 OR 1.6)
1 " x 2" (TYP.)
PURLINS (TYP.)
SCREEN (TYP.)
CABLE CONNECTION
SEE DETAILS SECTION 1)
ALTERNATE CABLE
1" x 2" (TYP.)
GRADE
CABLE CONNECTION
SEE DETAILS SECTION 1)
TYPICAL DOME ROOF - ELEVATION
SCALE: N.T.S.
RISER WALL WHERE
QUIRED
JRLINS (TY-.)
AGONAL GOOF BRACING
EE SCHEMATIC SECTION 1)
kBLE BRF•CING
RIMETER WALLS FRAMING
E TABLES 1.3 AND 1.4)
TYPICAL DOME ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES.
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767-6556
I O
NOTPTO BE REP2003RODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I PAGER -3
ENGUTE,MG
DEVELapAUNTT CONSXTANT '
PO SCX 21436E
SOUTH 0AY70NA, FL 32121-4368
TELEPHONE 904/767-4774
Websft ht§JAvwwJebpc=m f
E-Mai , lebQe@bellaauttLnet
November 06, 2000
TO WHOM IT MAY CONCERN
Dear sirs,
This is to certify that when building a pool enclosure,
the use of eye bolts is acceptable in lieu of plate typecableconnectors . The eye bolts shall have the eye weldedshutandafenderwashof11/2 inches on both sides oftheextrusionthathotheeyebolt. Flease
call if you xa,e any questions. Sincerely,
Lawrence
E. 3 pnatt, P . i/
Civil &
Structural Engineering, Environmental Engineering, Land Planning
SECTION I SCREENED ENCLOSURES
STAINLESS STEEL CABLE
CABLE CLAMP
SEE TABLE)
1.
NOTE.
SEE PACE 1-38 FOR NUMBER
OF CABLES REQUIRED
lzu pul4%.V_.r_
IJT CONCRETE
MIN.)
FROM EDGE OF
1) OF SCREW
ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2S
SCALE: 3"= V-0'
SELECT ANCHOR FROM TABLE
9-1A MIN. SHEAR 607# FOR
1-0 3/32' CABLE AND 445# FCIR 1/8"
CABLE, FOR 3/32' CABLE
1/4"x 1-1/2- CONCRETE
ANCHORS (MIN.)
5d (MIN.)
5-1/2- (6- NOMINAL)
SLAB (MIN.)
5d (MIN.)
2500 P.S.I. CONCRETE
6 x 6 - 10 x 10 WEED WIRE
MESH OR FIBER MESH
CONCRETE
ALTERNATE CABLE CONNECTIONS 0 FOUNDATION - DETAIL 2C
SCALE: 3* = 1'-0'
Lawrence E. Sennefl, P.E.
CNX SVGAVEER - DEVe_CPUWr CONSULTAffr
P.O. BOX 21436& SOUTH DAYTON& FL =121
TELEM4CNE CJW 70-4n4
FAX M 71MMM
PAGE
COPYRJGKT 2003
1-40 NCTrC SE REPRMOUCED IN WHOLE OR IN PART WITHOUr'THE WRITTEN PEro=lCN OF t.AWREW:E E. SENNM. P.E.
SCREENED ENCLOSURES I SECTION 1
Table 1.6 Minimum Upright Sizes and Number of Screws for
Connection of Roof Beams To Wall Uprights or Beam Splicing
Beam
Size
Upright
Size
Minimum Purlin, Girt
Knee Brace Size"
Deck
Anchors
Notes Minimum Number of Screws' Beam Stitching
Screw @ 24" O.C. 8 x '/," 10 x 'A" 12 x '/i'
2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4
2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 B
2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full Lap 8 6 4 10
2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 8
2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 8 6 10
2"x6" 2"x4' 2"x2"x0.044" 4 Partial Lap 10 8 6 10
2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 14 12 10 12
2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lap 16 14 12 14
2" x 9" 2" x 6" 2" x 3" x 0.045" 6 Partial Lapj 18 16 1 14 14
2" x 9"" 2" x 7" 2" x 4" x 0.050" 8 Partial Lapj 20 18 1 16 14
2" x 10" 2" x 8" 2" x 4" x 0.050" 1 10 1 Partial Lapj 20 18 1 16 1 14
Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness
Edge To Center Center To Center Beam Size Thickness
8 5/16" 518" 2" x 7" x 0.055" x 0.120" 1116" = 0.063"
10 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 118" = 0,125"
12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125"
14 or 1/4" 3/4" 1-1/2" 2" x 9" x 0.082" x 0..306" 1/8" = 0.125"
5/16" 7/8" 1-3/4" 2" x 10" x 0.092" x 0.369" 1 1/4" = 0.25"
3/8" 1" 2"
Refers to each side of the connection of the beam and upright and each side of splice connection.
0.082" wall thickness, 0.310" flange thickness
Note:
1. Connection of 2" x 6" io 2" x 3" shall use a full lap cut or 1/16" gusset plate.
2. All gusset plates shali be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi.
3. For beam splice connections the number of screws shown is the total for each splice with 112 the screws on each side of the cut.
4. The number of screws is based on the maximum allowable moment of the beam.
5. The number of deck anchors is based on RAWL F1 Tapper allowable load data for 2,500 psi concrete and / or equal anchors may
be used. The number shown is the total use 1/2 per side.
6. Hollow splice connections can be made provided the connection is approved by the engineer.
7. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the
cut.
8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are
required for mansard or gable splice connections.
9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws.
10. The side wail upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam.
11. Connect beam to upright w/ H-bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut.
Table 1.7 Minimum Size Screen Enclosure Knee Braces
And Anchoring Required
Aluminum 6063 T-6
Brace Length Extrusion Anchoring System
0' - 2'-0" 2" x 2" x 0.044" 2' H-Channel With 3 #10 x 1/2" EACH SIDE
To 3'-0" 2" x 3" x 0.045" 2" H-Channel With 3 #10 x 1/2" EACH SIDE
To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H-Channel With (4) 3/4" long screws
size to be determined by beam size, see table 9.6)
See Table 1.6 For Number And Size Of Screws)
Note:
1. For required knee braces greater than 4'-6" contact engineer for specifications and details.
2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003
1NOTTOBEREPRODUCEDINWHOLEORINPARTWITHOUTTHEWRITTENPERMISSIONOFLAWRENCEE. BENNETT, P.E. I -59
SCREENED ENCLOSURES SECTION 1
SCREEN d' VARIES
4" SH OW
1" x 2" O.B. BASE PLATE (TYP.)
SECONDARY i
2" x (d - 2 ") x 0.063" ANGLE
EACH SIDE OF COLUMN W/ #10 1
S.M.S.
SEE SCHEDULE NEXT PAGE) a
G
a
CONCRETEANCHOR
SEE SCHEDULE NEXT PAGE)
a
NOTE: DETAIL ILLUSTRATES
a
TYPICAL 2" x 4" S.M.B. COLUMN
CONNECTION
2" 5d
MIN.) (MIN.)
SCREEN
CONCRETE ANCHOR THRU
ANGLE OR WITHIN 6" OF
UPRIGHT IF INTERNAL
SCREWS INTO SCREW
BOSSES
2" x 2" x 0.063" PRIMARY ANGL
EACH SIDE
10 x 3/4" S.M.S. EACH SIDE
SEE SCHEDULE NEXT PAGE)
5d* MINIMUM EDGE DISTANCE
FROM EXTERIOR OF COLUMN
TO OUTSIDE EDGE OF SLAB
BOLT 0 ' 5d DISTANCE
1/4"
3/8" 1-7/8"
GRADE
1-1/4" MIN. CONCRETE
ANCHOR EMBEDMENT
TYPICAL S.M. OR SNAP
SECTION COLUMN
2) #10 x 3/4" S.M.S. EACH SIDE
PRIMARY 2" x 2" x 0.063" ANGLE
1" x 2" BASE PLATE (TYP.)
a a
d
I4
a °
a
Q
a
a
1-1/4" MIN. CONCRETE
NOTE: SELECT CONCRETE ANCHOR EMBEDMENT
ANCHOR FROM TABLE 9.1— 6" (MAX)— 6" (MAX.) ---—
3000 P.S.I. CONCRETE MAX. SPACING 24" O.C.
FOR BOTH SIDES
FRONT VIEW
2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS
SCALE: 3" = 1'-0"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 7674774
FAX (386) 767-6556
IO NOTTO BPIEREPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE1 -47
SECTION 1 SCREENED ENCLOSURES
r--- STRAP ,-- SUPER OR EXTRUDED GUTTER
SPACING / 2 4 SPACING / 2
BEAM SET SPACING
SPACING / 2 # SPACING / 2
BEAM SET SPACING
STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT
SCALE: 3/8" = 1'-0"
ALTERNATE
TRANSOM
1 UPRIGHT
I
III
II \
SFCF SUPER OR
EXTRUDED
GUTTER
SCREW PATTERNS MAY VARY
SEE TABLES OR NOTES FOR
SIZE AND NUMBER OF
SCREWS)
BEAM CAP
2" x _" x 0.050" STRAP @ EACF-
BEAM CONNECTION AND @ 1/2
BEAM SPACING W/ (2) S.M.S.
PER STRAP
SEE SECTION 9)
2" S.M.S. OR LAG SCREWS
SEE SECTION 9)
ANGLE OR RECEIVING
CHANNEL (SEE SECTION 9 FO
DETAILS)
MAX. DISTANCE FROM FASCIA
TO HOST STRUCTURE WALL
24" WITHOUT SITE SPECIFIC
ENGINEERING
SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER
SCALE: 3" = V-0"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767-6556
COPYR GHT 2003IPAGE1 _20 I O
NOTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SECTION 1 SCREENED ENCLOSURES
BEAM - SCREEN ROOF
0.050" H-CHANNEL
OR GUSSETS
ww
45't Z Q
z>
cwnzc
Qw
l
LENG OF
r
KNEE B E
00
00
00
00
1 ol
HOST STRUCTURE NI
ROOFING
2) 2" LAG SCREWS
SEE SECTION 9 FOR SIZE)
2" STRAP - LOCATE AND EO
ASTEN PER STRAP LOCATION
DETAIL PAGE 1-20
FASCIA AND SUB -FASCIA
2" x 2" ANGLE WITH (4) S.M.S.
SEE SECTION 9 FOR SCREW
ZES) EACH SIDE TO BEAM TO
SUPER OR EXTRUDED
GUTTER
COMPOSITE 2" x 3" EAVE RAIL
POST TO BEAM FASTENING
SEE TABLE 1.6)
POST
SEE TABLE 1.3)
SCREEN
MAY FACE IN OR OUT)
REQUIRED KNEE BRACE
MINIMUM SIZE AND
CONNECTION (SEE TABLE 1.7)
IF KNEE BRACE LENGTH
EXCEEDS TABLE 1.7 USE
CANTILEVERED BEAM
CONNECTION DETAILS
Lrl
J
SUPER OR
EXTRUDED
MAX. DISTANCE TO
GUTTER
HOST STRUCTURE
WALL 24" WITHOUT SITE
SPECIFIC ENGINEERING
SUPER OR EXTRUDED GUTTER
RISER (OR TRANSOM) WALL A FASCIA - DETAIL 4
SCALE: 3" = 1'-0"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368. SOUTH DAYTONA. FL 32121
TELEPHONE (386)7674774
FAX (386) 767-6556
IPAGE1 .26 I O
NOTO BE R PRODUCEDIN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I
SECTION 1 I SCREENED ENCLOSURES
Table 1.1 Allowable Spans For Primary Screen Roof Frame Members
Aluminum Alloy 6063 T-0
For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30 30'-00" North (Jacksonville, FL)
Hollow Sections
Tributary Load Width W = Beam Spacing
3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 1 9'-0"
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 2" x 0.044" 9'-10" b 1 8'-7" b 1 7'-8" b 6-11" b 6'-6" b 6'-l" b 1 5'-8" b
2" x 2" x 0.055" 10' 9' b 9' 4' b 8'-4" b T-7" b 7'-1" b 6'-7" b 6'-3" b
2" x 3" x 0.045" 13'4" b 11'-7- b 10'-4" b 9'-5" b 8'-9" b 8'-2" b T-8" b
2" x 4" x 0.050" 14'-8" b 12'-8" b 11'-4" b 10'-4" b 9'-7" b 8'-11" In 8'-5" b
Self Mating Sections
Tributary Load Width '11V' = Beam Spacing
3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 1 9'-0"
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 1 15'-6" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b
2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5' b 19'-2" In 17'-6" b 16'-2" b 15'-2" b 14'-3" b
2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3" b 18'-9" b 17'-6" b 16-6" b
2" x 7" x 0.055" x 0.120" 32'-3" b 27%11" b 24'-11" b 22'-9" b 21'-l" b 19'-9" b 18'-7" b
2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'-9" b
2" x 8" x 0.072" x 0.224" 41'-7" b 36'-l' b 32'-3" b 29'-5" b 27'-3" b 25'-6" b 24'-0" b
2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-1" b
2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'4" b 28'-7" b
2" x 10" x 0.092" x 0.369" 59'-6" b 5V-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b 34'-4' b
Snap Sections
Tributary Load Width 'liY' = Beam Spacing
3'-0" 1 4'-0" 1 5'-0" 1 6%0" 7'-0" 1 8'-0" 1 9'-0"
Allowable Span 'L' / bending W or deflection 'd'
2" x 2" x 0.044" 1 V-9" b
15'-1" b
10'-2" b
13'-1" b
9'-1" b
1 V-8" b
8'-4" b
10'-8" In
7'-8" b
9'-10" b
7'-2" b
9'-3" b
6'-9"
8'-8"
b
b2" x 3" x 0.045"
2" x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-1" b 1 V-3" b 10'-8" b
2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" In 22'-1" b 20'-5" b 19'-2" b 18'-0" b
2" x 7" x 0.062" 34'-9" b 30'-l" b 26-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b
Notes:
1. Thicknesses shown are "nominal' industry standard tolerances. No wall thickness shall be less than 0.040".
2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and
a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering.
3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.
4. Span is measured from center of beam and upright connection to fascia or wall connection.
5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
6. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center puriin and one
pudin for each 14'-0' on each side of the center puriin shall include lateral bracing as shown in detail (48'-0") span with
pudins at 6'- 8" o.c. center puriin and (2) purtins each side of center pudin need lateral bracing.
Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'lIY' = 5'-0" = 11'4"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 7674774
FAX (386) 767-6556
I
PAGE
COPYRIGHT
1 54 I O
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SECTION 1 I SCREENED ENCLOSURES
Table 1.3 Allowable Post / Upright Heights For Primary Screen Wall Frame Members
Aluminum Alloy 6063 T-6
For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.*
Hollow Sections
Tributary Load Width W = Upright Spacing
3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 1 9'-0"
Allowable Height 'H' / bending 'b' or deflection 'd'
2" x 2" x 0.044" 81-4" b 1 T-3" b 6'-6" b 1 5'-11" b 5'-6" b 5-1" b 4'-10' b
2" x 2" x 0.055" 9'-l" b T-11" b 7'-1" b 6'-5" b 5'-11" b 5'-7" b 5'-3" b
2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b T-5" b 6-11" b 6'-6" b
2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b T-7" b T-2" b
Self Mating Sections
Tributary Load Width W = Upright Spacing
3'-0" 4'-0" 1 5'-0" 1 6'-0" 7'-0" 8'-0" I 9'-0"
Allowable Height 'H' / bending 'b' or deflection 'd'
2" x 4" x 0.044 x 0.100" 16-11" b 14'-8" b 13'-1" b 11'-11" b 11'-1" b 10'-4" b 9'-9" b
2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10" b 12'-1" b
2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18%9" b 1T-1" b 15'-10" b 14'-10" b 13'-11" b
2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-l" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b
2" x 7" x 0.055" w/ insert 36'-3" b 3l'-4' b 28'-1" b 25'-7" b 23'-9' b 22'-2" b 20'-11" b
2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 1 21'-6" b 20'-4" b
2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'-4" b 22'-0' b
2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8" b 24'-2" b
2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-l" b
Snap Sections
Tributary Load Width W= Upright Spacing
3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 9'-0"
Allowable Height'H' / bending 'b' or deflection 'd'
2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-0" b 1 6'-6" b 6-1" b 5-9" b
2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b 7'-10" b T-4" b
2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-l" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b
2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15'-3" b
2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 17'-11" b 16'-11" b
For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page
for tables at the beginning of this section and example below.
Note:
1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040".
2. Using screen panel width 'W select upright length 'H'.
3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over 20' in mean roof height.
5. Height is to be measured from center of beam and upright connection to fascia or wall connection.
6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they
are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span.
7. Heights may be interpolated.
CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS.
IF SPANS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE
EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION.
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4 74
FAX (386) 767-6556
PAGE
COPYRIGHT 2003
1 "56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E.
CJ
SECTION 9 FASTENERS
Table 9.1 Allowable Loads for Concrete Anchors
Screw Size
d = diameter
Embedment
Depth
in.)
Min. Edge Dist. 8
Anchor Spacing
5d (in.)
Allowable Loads
Tension Shear
ZAMAC NAILIN (Drive Anchors)
114" 1-1/2' 1 1-1/4" 1 273# 236#
2" 1 1-1/4" 316# 236#
TAPPER (Concrete Screws)
3/16" 1-1/4' 15/16" 288# 167#
1-314" 15/16" 371# 259#
1/4" 1-1/4" 1-1/4" 427# 200#
1-3/4' 1-1/4" 544# 216#
3/8" 1-1/2" 1-718" 511# 402#
1-3/4" 3-3/8' 703# 455#
POWER BOLT (Expansion Bolt)
1/4" 2" 1-114" 1 624# 261#
5/16" 3" 1-7/8" 936# 751#
3/8" 3-1/2" 1-7/8" 1,575# 1,425#
112" 5" 2-112" 2,332# 2,220#
POWER STUD (Wedge Anchor)
1/4" 2-3/4' 1-1/4" 812# 326#
3/8" 4-1/4" 1-7/8" 1,358# 921#
1/2" 6" 2-1/2' 2,271# 1,218#
5/8" 7" 2-1/4" 3,288# 2,202#
Notes:
1. Concrete screws are limited to 2" embedment by manufacturers.
2. Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to rawl may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are increased by 1.00 for wind load.
6. Minimum edge distance and center to center spacing shall be 5d.
7. Anchors receiving loads parallel to the diameter are shear loads.
8. A 133% increase has been applied because wind uplift is only load.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load.
For a 2" x 6" beam with: spacing = 7'-0" O.C.,
allowed span = 20'-5" (Table 1.1)
UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = 1/2(20.42') x T x 10# / Sq. Ft.
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 714.70# = 1.67
427#
Therefore, use 2 anchors, one (1) on each side of upright.
Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete.
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368. SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767.4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003
Allowable Load Coversion Multipliers
for Edct> Distances More Than 5d
Edge
Distance
Multipliers
Tension Shear
5d 1.00 1.00
6d 1.04 1.20
7d 1.08 1.40
8d 1.11 1.60
9d 1.14 1.80
10d 1.18 2.00
11d 1.21
12d 1.25
9"2 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
FASTENERS SECTION 9
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6063 T-6 Alloy Aluminum Framing
As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi; Shear 24,000 psi
Screw Allowable Tensile Loads on Screws for Nominal Wall Thickness ('t') (lbs.)
Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125"
8 0.164" 182 207 228 298 340 381
10 0.190" 211 240 264 345 393 441
12 0.210" 233 265 292 382 435 488
14 0.250" 278 316 347 455 518 581 789
1/4" 0.240" 267 303 333 436 497 558 758
5116" 0.3125" 347 395 434 568 647 726 986
3/8" 0.375" 417 473 521 682 776 871 1,184
i/2" 0.50" 556 631 1 694 909 1,035 1,162 1,578
Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') lbs.)
Screw Single Shear
Size Nd 0.044" 1 0.050" 0.055" 0.072" 0.082" 0.092" 0.125"
8 0.164" 175 199 219 286 326 366
10 0.190" 203 230 253 332 378 424
12 0.210" 224 255 280 367 418 438
14 0.250" 267 303 333 436 497 558 758
1/4" 0.240" 256 291 320 419 477 535 727
5/16' 0.3125" 333 379 417 546 621 697 947
3/8" 0.375" 400 455 500 655 745 836 1,136
11:_" 0.50" 533 606 667 873 994 1,115 1,515
Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (lbs.)
Screw Double Shear
Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125"
8 0.164" 350 398 438 572 652 732
10 0.190" 406 460 506 664 756 848
12 0.210" 448 510 560 734 836 876
14 0.250" 534 606 666 872 994 1116 1516
1 /4" 0.240" 512 582 640 838 954 1070 1454
5/16" 0.3125" 666 758 834 1092 1242 1394 1894
3/8" 0.375" 800 910 1000 1310 1490 1672 2272
1/2" 0.50" 1066 1212 1334 1746 1 1988 2230 3030
Notes:
1. Screw goes through two sides of members.
2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total
wall thickness of connection. Use tables to select rivet substitution for screws of anchor
specifications in drawings.
3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel.
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214268, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767r4774
FAX (386) 767-6556
I
PAGE
COPYRIGHT 2003
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 9-5
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