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305 Larkwood Dr
6-26-1996 9 : 25PM FR01`4 P. 1 MY OF SANFORD PURNUT APPLICATION a /U T Permit Na: ti Date: Job Address: Permit Type: "'- Building/ Electrical Mechanical Plumbing Firc AlarmtSpriukkller Description of Work: G�d aid 221 SctlX1—Ztsw : n212c& Za % 1Z -X 3 1/ /Qo / ,en c 11)5ct re, .h rear &f :E6C e" e1:7114Ci Additional Information for Electrical & plumbing Permits Electrical: 4gPAlteratioaWChange of Service _._Temporary Pole New AMP Service (# of AMPS ) Plumbing/Residential: Addition/Akeration New Construction (One Closet Pits Additional) Plumbing/Commereial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines Occupancy Type: v*'Resideatial —Commercial _Industrial Total Sq II'tg: Value of Work: S Type of Cvnstructivo• a -FhUeA,,Xlo9d Zone: Number of Stories: Number of Dwelling Units: Parcel ljo.:' 3 3 -/ 9- .:?/1- sL (Attach Proof of Ownership & Legal Description) 7/ Contractor/Address/Phcne: "7 A'�?/'�e_>-e RLJ &Zat,i TZyC -33 31 e2 9AI >C%s7%r. - 31=5y,,% _S �) 56 42 1 30 State License Nurnber: -7C CO f-" 70 Contact Person: ' Phone & Fax Number: s�,� .sw'n �� 30 ,30 Title Holder (If other than Owner): Address: Bonding Company: n(/A Address: - -- -- _ Mortgage Architect/Engineer Address: /� R1 .;2-7S/ Phone No. 3t' - 7 2-1 / 2/ Fax No.: 3 Fwl - 7a0 7 -loSS Appliatiert 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. 2M&S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable taws 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. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. N TICS: In addition to the requirements of this permit, )here may be additional restrictions applicable to this property that maybe found in the public reWds of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Fjprida Lien Law. FS 713. 33/0 „1 3 - -4:�F,3 Signature of—Owner/Agent Date pature of Contractor/Agent Date 0 (�nu Lr1�ff� GE?5 ,L , Goy Prirst mier/Agent's TxIs.,,.. Print Contractor/Agent's Name ca 3/.� 0' J1�2 3 -��9.3 of Notary -State of Florida Date'Signature of Notary -Stat Florida lute JEANS rrE R. BOWL ES MY COMMISSION s CC 836801 " EXPIRES: July 22, 2003 Bondad Thru Now Pubk Und"Ors Ow:wdAgent is Personally Known to Me or v„ Produced /(o O - 5-j?- ?S -S9 z - Q Xiscogrismal VEyor MIR'y Contractor/Asonalor Produced ID APPLICATION APPROVED BY: Date: Special Conditions: �S t' & 7, c Z -*) Permit Number Parcel Identification Number Prepared by: 01 a r-yecyloy O Return to: Bay Breeze Aluminum, Inc. 3339 County Road 721 Webster, FL 33597 NOTICE OF COMMENCEMENT VK NORSE, CLERK OF CIRCUIT COURT VOLE COUNTY 04808 PG 0120 RK'S # 2003075280 MW 05/06/2003 0205% ILII WIND FEES 6.00 W BY N Noldtn URIVED COPT - MARYANNE MOR92 CLERK OF CIRCUIT COUP SEMINOLE COUNT`l. FLORIDFI urr rLERIG State of ori. c% MAY 6, 2005 County of S,? The undersigned hereby gives notice that improvement(s) 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 property, and street address if available) '78.eo ve F -Z-ay // w. /01-e o .Lee/ f�� ��•'-Sec'�o�. 5 /p, Py y6 -3es LHh'�ru%��,� ac. sem,, :, o!•�<. �.� 771 2. General description of improvement(s) Dov= 3. Owner information Sfe&c t` .Co9ur'a Name ,SDS- ������ 7,e, Telephone Number Address .3 .z 77/ Fax Number Interest in Property: 4. Fee Simple Title Holder (if other than owner shown above) Name Telephone Number. Address Fax Number s. Contractor Bay Breeze Aluminum Inc. Name 3339 County Road 721 Telephone Number Address Webster, FL 33597 Fax Number 6. Surety (if any) N/� Name Telephone Number Address Fax Number Amount of bond $ 7. Lender (if any) Wells �a,.�G '4z,me 'Telephone Name p ,y. GI/fimore ec✓. s -le .200 Number Address Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Telephone Number Address Fax Number 9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in §713.13(1)(b), Florida Statutes. Name Telephone Number Address Fax Number 10. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified): 77 /%3MLo�urc,� Date Signed Sig ure of Owner [Note: Oer §713.13(1)(g), "owner must sign ...and no one else may be permitted to sign in his or her stead." Sworn to and,subscribed beforeAne this (3 day of , *0 by who is personally known to me OR e --produced C, /(oO-,,,5'j7- /7.5- as j as identification. ,IEIWETfE R. BOWLES - "P MV COMMISSION / CC 636801 Sign&e of Notary (notarial seal to appear below) EXPIRES: July 22, 2003 Form Revised: 3/98 E[eq , t eor&dThruNM.ryPublelhd• � Lawrence E. Bennett Civil Engineer & Development Consultant P.O. Box 214368 South Daytona, F1 32121 386-767-4774 386-767-6556 fax April 28, 2003 TO ALL BUILDING DEPARTMENTS Re: "Aluminum Structures Design Manual" Master File Engineering Dear Building Official, This is to certify that the following contractor is hereby authorized to use my current "Aluminum Structures Design Manual" for the year 2003. Charles Eaddy Bay Breeze Aluminum 3339 County Rd 721 Webster FL 33597 Thank you for youp"y-(ssistance. Sincerely, A- v awrence- . 'Sennet , P.E. Mar 10 03 12:17p Cooper Tile 407-321-0247 p.l , Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 2 PARCEL DETAIL < < a V CL . s✓DApj3EK CT �c•fninuli• L uur.!. r LARKWOOD, DR $' rJer,:« 5 11111 1'. F:r•[ \z. t o 1. IG FN CT 2003 WORKING VALUE SUMMARY GENERAL Parcel Id: 33-19-30-502-0F00-0020 Tax District: S1-SANFORD al Value Method: Market owner. HENDRICKSON LAURA Exem00- �ions: Number Buildings: 1 S 8 HOMESTEAD De Depreciated Bldg p g Value: $108,296 OwnlAddr: COOPER STEVEN P Depreciated EXFT Value: $600 Address: 305 LARKWOOD DR Land Value (Market): $21,300 City,StateApCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: 305 LARKWOOD DR SANFORD 32771 Just/Market Value: $130,196 Subdivision Name: IDYLLWILDE OF LOCH ARBOR SEC 5 Assessed Value (SOH): $116,325 Dor. 01 -SINGLE FAMILY Exempt Value: $25,000 Taxable Value: $91,325 SALES Deed Date Book Page Amount Vac/limp WARRANTY DEED 0972000 03935 1540 $117,500 Improved WARRANTY DEED 0311998 03397 0763 $103,800 Improved WARRANTY DEED 1111989 02131 0250 $100 Improved QUIT CLAIM DEED 04/1988 01951 1397 $100 Improved 2002 VALUE SUMMARY WARRANTY DEED 1211986 01818 1022 $94,000 Improved 2002 Tax Bill Amount: $1,572 QUIT CLAIM DEED 1211986 01804 0684 $100 Improved 2002 Taxable Value: $74,255 WARRANTY DEED 10/1986 01786 0882 $93,500 Improved WARRANTY DEED 09/1986 01773 0096 $93,500 Improved WARRANTY DEED 0111976 01090 0805 $46,000 Improved Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Untts Unit Price Land Value LEG LOT 2 BLOCK F IDYLLWILDE OF LOCH LOT 0 1000.O 21,300.00 $21,300 ARBOR SEC 5 PB 19 PG 46 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1976 6 2,856 2,286 CONC BLOCK $108,296 $121,681 Appendage t Sqft OPEN PORCH FINISHED / 18 Appendage ISqft GARAGE FINISHED/552 Appendage! Sqft BASE / 240 Appendage t Sqft BASE /180 EXTRA FEATURE Description Year BR Units EXFT Value Est Cost New FIREPLACE 1976 1 $600 $1,500 TE: 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 ears property tax will be based on JusWarket value. http://www.scpafl.org/pis/web/re_web.seminole county_title?parcel=3319305020F000020... 3/10/2003 BAY BREEZE ALUMINUM, INC. 3339 C.R. 721 Webster, Fl. 33597 (352)568-3030 State Lic. #SCC047021 I hereby name and appoint Mary Eaddy, Carol Howard, Roxann Hunter, Kim Starling, or Charles L. Eaddy Ill of Bay Breeze Aluminum, Inc. to be my lawful attorney in fact to act for me, to apply and receive a pemiit(s) for a screen pool enclosure, screen room, aluminum roof, etc. and to do all things necessary to this appointment. Lot A r Address 30,5- . Aft'4Cr21Q PCP Subdivision I'DY 4 L Charles L. Eaddy, SCC047021 This person, Charles L. Eaddy is personally known to me and did not take an oath. C/� ;��z e�2 S -Le ? Notary Signature Date r DAI'M MYERS MY COM:VlIa'3tON # CC 95096 OF Wt- E'(77r:^_ :,.:29.2004 1.800.1 -NOTA -W P. No%wy SgrOce 8 Bondinp, Inr, _ AVM JO 1HO16 ,os H,1I?IQ. QOOMXZjVj (YUM),00.00T E„1PT,9-�t,68 C, I N I N I ' 21.17' tp 23.4' o I r- r O Iw M1 8. ' , l'LZ 14.24' oovo-nK m w aon�D Z7C�Nr O I m-nZOOD O 0 r - O O .v ,� v v -CO 0 r -00Z: 21.16' v !°ZCOm �!. -n -n ZZN e O O mn �”v n �OODC X O ;ommn 1 -STORY RESIDENCE o ; vm ovS< zmm o v 5 X W Dm J, 0 oom D;N j 0. Z �Zz )mvz I O� .:. iwo f 44.7 n�D !T'0v O�r m- :E 11 Z nrrrn -+ r - THESE PLANS ARE REVIEWED AND CC ON O --, mxmm ACCEPTED FOR PERMIT. A PERMIT ISSU Z z(^ Z CONSTRUED TO BE A LICENSE TO PF K O__ THE WORK AND NOT AS AUTHORITY I CANCEL, ALTER, OR SET ASIDE A Z PROVISIONS OF THE TECHNICAL CODES ))ISSUANCE OF A PERrtrT PREVENT TF DEPT FROM THEREAFTER REQUIRING TION OF ERRORS ON THE PLANS, COI AXIOMS OF: O -1-- — — — — _______ I L__ _ 0 1N31"13SV3 .l8Vtl0dYV31 ,s l D mC r\ --- --- -- o-- r 0.3' n iN3r13Sv3 .l nun ,s'L OFFICE COPY 1,- ITI0,14LLY D SHALL BE ' ICEED WITH O VIOLATE, IY OF THE NOR SHALL E BUILDING A CORREC• (Y�I'8d),00'00T M„8-b,6So68S w N \ OD m PERMIT #c>30,18/4 1�:n 0a7Drr 0(,v ZLn0 ono oovo-nK m CjmCM O �5 aon�D Z7C�Nr p Xm m-nZOOD O 0 r - O =m .v ,� v v -CO 0 r -00Z: 2z Of7,�D v !°ZCOm �!. -n -n ZZN e O O mn �”v n �OODC X O ;ommn ; vm ovS< zmm o v 5 X W Dm J, 0 oom D;N j Z �Zz )mvz z n�D !T'0v O�r m- :E 11 Z nrrrn -+ r - ON O --, mxmm Z z(^ Z m COO O__ - , �,I w "W 1, zx � i h41 �z "W 1, i h41 �z g 0 i h41 �z g 0 i �z I 6ECTION I 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 3'-0" Tributary Load Width 'tM = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Span V/ bending 'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'-8" b 6'-11" b 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'4" b 8'4" b T-7" b T-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045" 13'-4" b 11'-7" b 10'-0" 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" bl 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 1 9'-0" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 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" b 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'-1" b 19'-9" b 18'-7" b 2" x 7" x 0 insert 42'-10" b 37'-1'• • b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'-9" b 2"-x 6" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b I 29'-5" b '_2T-3_5 b 25'-6" b 24'-0" b 2r -x 9" xx .224" 45'-1" b 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 0.08A x 0.310" 49'-6" b 42'-11" b ♦38'-0" b 35'-0" b 32'-5" b 30'•4" b 28'-7" b 92" x O2" x 0.369'• 59'-6" b 1 51'-7" b 1 4'-1" b 1 42'-1" b 38'-11" b 36'-5" b 34'-4" 7bl Snap Sections T -o" Tributary Load Width'W = Beam Spacing 1 4'-0" 1 T -O" 1 6'-0" 7'-0" 1 8'-0" Allowable Span V/ bending 'b' or deflection 'd' 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'4" b T-8" b T-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b 2" x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 34'-9" b 30'-1" 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 shell 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. Sppan lsmeasured4mff,-cente"f-beafnd.0 -aapdght�cor n_actio-w4ascitmrwaitonneeti 5!A' an spans do not include length of knee brace. Add horizontal distance from upright to center of brace o nection to the above spans for total beam spans. 6. Purlin spacing sha no excee - . or earn spans greater than 40'-0" the beam at the center purtin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W = 5'-0" =11'-4" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6555 I PAGE1-54 O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 Allowable Spans For Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-5 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) A. Sections Fastened To Beams With Clips Hollow Sections 3'-6" Tributary Load Width 'W = Purlin Spacing 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 1 6'-8" 3'-6" 1 4'-0" 4'-6" 1 5'-0" 1 5'-0" 1 6'-0" 2" x 2" x 0.044" T-8" d 7'-4" d 7'-0" d 6'-9" d 5'-6" b 6'-3" b 5'-11" b 2" x 2" x 0.055" 1 8'-1" d 7'-9" d 7'-5" d 7'-2" d 6'-11" d 6'-9" d 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" d 7'-5" d 7'-3" d 6'-11" d 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2" b 11'-4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections Tributary Load Width'W' = Purlin Spacing Tributary Load Width W'= Purlin Spacing Allowable Span'L' I bending'b' or deflection'd' 3'-6" 1 4'-0" 4'-6" 1 5'-0" 1 5'-0" 1 6'-0" 6' -8 - Allowable Span VI bending 'b' or deflection 'd' Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044 8'-5" d 8'-1" d 1 7'-9" d 1 T-6" d 1 7'-3" d T-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" di 10'-8" di 10'-4" di 9'-11" b 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 1 13'-6" d 1 12'-9" b 1 12'-2" b 1 11'-8" b 11'-1" b B. Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections Tributary Load Width'W' = Purlin Spacing Tributary Load Width 'W' = Purlin Spacing Allowable Span'L' I bending'b' or deflection'd' 2" x 2" x 0.044" 3'-6" 1 '-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 7'-8" b 7'-4" b 6'-11" b ii 6'-7" b 2" x 2" x 0.055" 9'-11" b 9'-4" 10" b 8'-4" b 7'-11" b 7'-7" b 7'- " b 2" x 3" x 0.050" 12'-4" #blO'�-11" b 11'-7" b 10'-4' b 9'-10" b 9'-5" 2" x 4" x 0.050" 13'-7" b 12'-8" -11" b 11'-4" b 10'-10" b 10'-4" b 9'-10" b Snap Sections Tributary Load Width'W' = Purlin Spacing 3'-6" 1 4'-0" 1 4'4" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-6" Allowable Span'L' I bending'b' or deflection'd' 2" x 2" x 0.044" 10'-11" bj 10'-2" bj 9'-7" bj 9'-,1" bj 8'-8" b 1 8'4" b'1 7'-11" b Notes: - 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center pudin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'W'= 5'-0" = 10'-2" 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 O NOT TO BIER P2003 RODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAG 1 "55 1 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 T -O" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Height'H' / bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 8'-4" b T-3" b 1 6'-6" b 1 5'-11" b 1 5'-6" b 1 5'-1" b I 4'-10" b 2" x 2" x 0.055" 9'-1" b T-11" b T-1" b 1 6'-5" b 1 5'-11" bl 5'-7" b 9'-9" b 12'-1" 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b 1 7'-11" b 1 T-5" b 1 6'-11" b 1 6'-6" b 2" x 4" x 0.050" Ti2'-5" b 10'-9" b 1 9'-7" b 1 8'-9" b j 8'-1" b 1 T-7" b 1 7'-2" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Height 'H' / nding'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 4• 2" x 5 -X0-050" x 0.100' 16'-11" 20'-11" b 14'-8" b 18'-1" b b 13'-1" 16'-2" b 11'-11" b 14'-9" b 11'- " b -1 3'-8" b 10'4' 12'-10" b 9'-9" b 12'-1" b b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-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'-1" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b 2" x 7" x 0.055" w/ insert 36'-3" b 31'-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" G 30'-6" b 27'-3" b 24'-10" b1 23'-0" b 211-6" 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 'r3F-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'-1'I" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0•'1 Allowable Height'H' / bending 'b' or deflection 'd' 9' -0 - 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-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 T-10" b T-4- b 2" x v" x 0.445" 15'-7" b 13'-6" b 12'-1" 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 anel width 'W select upright length W. ove 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 bea 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 maybe 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) 767-4774 FAX (386) 767-6556 j Pati 1 -56 1 O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights For Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-0 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.* A. Sections As Horizontals Fastened To Posts With Clios Hollow Sections 3'-0' 1 4'-0" Tributary Load Width 'W' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" F 6'-0" Allowable Heights 'H' / bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" 6'-10" d 6'-6" b 6'-1" b 5'-9" ba7'-5*b 5'-3" b 5'-0" b 2" x 2" x 0.055" T-3" d 6'-11" d 6'-8" b 6'-4" b 5'-9" b 5'-6" b 3" x 2" x 0.045" 7'-9" d 7'-5" d 7'-1" d 6'-10" d 6'-4" b 5'-11" b 2" x 3" x 0.045" 9'-4" 9'—T --9"b 8'-3" b 7'-10" b 7-2" b 6'-9" b2" x 4" x 0.050" 10'-3" b 9'-7"b 9'-0" b 8'-7" b T-10" b 7'-5" b Snap Sections Allowable Hel hts 'H' / bendin 'b' or deflection 'd' 2'" x 2" x 0.044" T-6" d 7'-2" d 6' -ll- d 6'-8" b 6'-4" b 6'-1" b 5'-9" b B. Sections As Horizontals Fastened To Posts Throuah Side Into Screw Bosses Hollow Sections 3'-6' 1 4'-0" Tributary Load Width 'W' 1 4'-6" 5'-0" 5'-0" 1 6'-0" owable H ights 'H' / bendin 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" T-9" b T-3` 6-10' b 6'-6" b 6'-2" b 1 5'-11" b 5'-7" b 2" x 2" x 0.055" B'-5" b -" b bF8'-2" T-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b b T-9" b T-5" b T-1" b 6'-8" b 2" x 3" x 0.045" 10'-5" b 9'-9" b'-2" b 8'-9" b 8'-4" b2" x 4" x 0.050" 11'-6" b 10 - " b0'-1" b 9'-7" Snap Sections Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b T-8" b 7'-4" b T-0" b 6'-8" b " For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. 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. 6. Girt spacing shall not exceed 6'-8". 7. Spans may be interpolated. IF HEIGHTS 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) 767.4774 FAX (386) 767-6556 I O NOT TO O BER PRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE1 "57 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 Deck & Knee Brace Size" Anchors Notes Minimum Number of Screws* #8 x'/a" #10 x'A" *12x%" Beam Stitching Screw OD 24" O.C. 2" x 3" 2'x 3" 2"x 2" x 0.044" 2 Full Lap 6 4 4 #12 2" x 4" 2" x 3" 2" x 2" x 0.044' 2 Full Lap 8 6 4 #8 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"x3" 2" x 2"x 0.044" 4 Full Lap 10 8 6 #10 2" x 6" 2"X 4" 2" x 2" x 0.044" 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 W x 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 Lap, 18 16 14 #14 2" x 9""" 2" x T' 2" x 4" x 0.050" 8 Partial Lap 1 20 1 18 1 16 #14 N72; 10" 2" x 8" 2" x 4" x 0.050" 1 10 1 Partial Lapj 20 1 18 1 16 #14 Screw Size Minimum Distance and Spacing Edge To Center of Screws Center To Center Gusset Plate Thickness Beam Size Thickness #8 5/16" 5/8" 2"x 7"x 0.055"x 0.120" 1/16" = 0.06F- #10 3/8" 3/4" 2"x 8"x 0.072'x 0.224" 1/8" = 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8"= 0.125" af14 or 1/4" 3/4" 1-1/2" 2" x 9" x 0.082" x 0..306" 1/8" = 0.125" 5/16" 718" 1-3/4" 2' x 10" x 0.092"x 0.369" 1/4" = 0.25" 3/8" 1" 2" Refers to each side of the connection of the be and upright and each side of splice connection. 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" to 2"x 3" shall use a full lap cut or 1/16" gusset plate. 2. All gusset plates shall 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 1/2 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 R 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 CUL 8. All beam to upright connections for 2" x 7" beams or larger shall have an.ipjernal 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 wall 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 T-0" x3" x 0. 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 Ofrews) 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 O NOT T O BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAG' _59 1. SCREENED ENCLOSURES 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6x6 -10x10 DED WIRE MESH OR FIBER MESH CONCRETE SECTION 1 POST SIZE 2" x 4" MAX. /'--Q1nF L POST TO PLATE TO CONCRETE DET 11- — - - ¢cAL-E:T_ 1" x 2" EXTRUSION ANCHOR TO CONIC, W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24'0. C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN, 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" 2" x 2", 2"x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C., MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF 7' USE: 1/2 x 17'-11' x 7'x 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX (386) 767-6556 PAGE @ COPYRIGHT 20031-45 NOT 70 BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. N SCREENED ENCLOSURES SECTION 1 LAB MIN. (2)1/4- OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A PRESSED.STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 SCALE: 3" = 1'-0" SELECT ANCHOR FROM TABLE 9-1A MIN. SHEAR 607# FOR SLAB FOR 1/8" CABLE SHALL 3/32" CABLE AND 902# FOR 1/8" p HAVE A THICKENED EDGE TO CABLE, FOR 3/32" CABLE 5/16" ACHIEVE AND A 3/8" x 2" x 2" CONCRETE ANCHOR W/ ANCHOR CABLE THIMBLE AND WASHER - o 5d (MIN.) 3-1/2" (4" NOMINAL) SLAB (MIN.) 1 2500 P.S.I. CONCRETE 6x6 -10x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS @ FOUNDATION - DETAIL 2A SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 274368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX (386) 767-6556 © COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-39 SECTION 1 I SCREENED ENCLOSURES (5) #10 S.M.S. (MIN.) 1 /8" x 1-1 /2" x 8" FLAT ::t:=! 0.125'PLATE OUT ON ' 45° ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS @ CORNER - DETAIL A ALTERNATE: USE (1) 1/4"x 1-1/4" FENDER WASHER EACH SIDE OF e ® FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED #10 x 3/4" S.M.S. EACH SIDE ®®®® (TYP.) FOR CABLES MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE(386)767-4774 FAX (355) TBT -6556 PAGE © COPYRIGHT 2003 '1 -38 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. u SCREENED ENCLOSURES I SECTION 1 CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3/32" 233 Sq. Ft. / PAIR OF CABLES 445 Sq. Ft. / PAIR OF CABLES * TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8'x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8'x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE " 3/32" ONE PER 233 Sq. Ft. OF WALL 118" ONE PER 445 Sq. Ft. OF WALL ' •' SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall. NOTE: For wall heights greater than 9'-8", a minimum of (2) wall cables are required. 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 20031 -37 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES 2"x4"OR2"x6" SELF MATING BEAM 1" x 2" SNAP SECTIONS ATTACHED TO 2"x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2" x 2" PURLINS TO SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) V * �� O�p,M 2 ---/'I �.00 00, I � �,M I ® ®� .00 �6,� 2" �r" _0.0-1 _ --------1 ALTERNATE FLAT ROOF SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL SCALE: 3" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 7674774 FAX (388) 7874556 PAGE © COPYRIGHT 2003 1-8 1 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 1.10 Allowable.Spans For Super Gutter and Self Mating Beam Screened Enclosure One Side/Solid Roof Other Side Aluminum Alloy 6063 T-6 For Areas with Wind Loads 150 M.P.H. or Less and Latitudes Below 301-30'-00" North Notes: 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0'. 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. r Table 1.11 K -Bracing Fastening Schedule 10'-0" 1 12'-0" 1/2 Screen Roof Beam Span 1 14'-0" 1 16'-0" 1 18'-0" 1 20'-0" 1 22'-0" Intermediate Post @ Chair Rail Beams And 5" Super Gutters 5'-0" 5'4" 1/2 Solid Roof Beam Span 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 2 2" x 6" x 0.050" x 0.120" 11'4" b 10'-11" b 10'-7" b 10'-3" b 9'-11" b 9'-9" b 9'-6" b 2" x 7" x 0.055" x 0.120" 12'-1" b 11'-8" b 11'-4" b 10'-11" b 10'-8" b 10'-4" b 10'-1" b 2" x 7" x 0.055" w/ Insert 15'-3" b 14'-8" • b " b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 2" x 8" x 0.072" x 0.224" 14'-10" b 14'4" b 13;1 b 13'-5" b 13'-1" b 12'-9" b 12'-5" b 2" x 9" x 0.072" x 0.224" 15'-11" b 15'-5" b .-11" b 14'-6" b 14'-1" b 13'-8" b 13'-4" b 2" x 9" x 0.082" x 0.306" 17'4" b 1 16'-9" b 1 16'-2" b 1 15'-9" b 1 15'-3" b 1 14'-10' b 1 14'-6" b 2" x 10" x 0.092" x 0.368" 1 20'-7" b 1 19'-11" b 1 19'-3" b 1 18'-8" b 1 18'-2" b 1 17'-8" b 1 17'-3" b Notes: 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0'. 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. r Table 1.11 K -Bracing Fastening Schedule Note: Maximum front wall height = 10'-0" Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. x Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELDPA4W.CONSULTANT P.O. BOX 214368, SOUTH DAYTOW FL 32121 TELEPHONE (386) 7Q 41774 FAX (386)767-OWg •:•s PAGE © COPYRIGHT 2M 1-62 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. Number of #10 x 3/4" S.M.S. Re uired Maximum Wall Width = Corner Post Diagonals (K) @ Top per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'-0" 2 2 4 2 2 40'-0" 3 4 6 2 2 50'-0" 4 5 8 3 3 60'-0" 6 1 7 1 12 3 3 Note: Maximum front wall height = 10'-0" Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. x Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELDPA4W.CONSULTANT P.O. BOX 214368, SOUTH DAYTOW FL 32121 TELEPHONE (386) 7Q 41774 FAX (386)767-OWg •:•s PAGE © COPYRIGHT 2M 1-62 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. � , SECTION 7 1 SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD )OD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE 1/4" x 1-1/4" MASONRY VCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ROOF PANEL TO FASCIA DETAIL SCALE: 3"= 1'-0" #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES ROOF PANEL EXISTING FASCIA x S.M.S. SPACED @ O. @ 8" O.C. BOTH SIDES wI•• . za. uj ..... �- ROOF PANEL ROOF PANEL TO WALL DEVAIL SCALE: 3" = V-0" NOTES: WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA. FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE(386)7674774 FAX (386) 767-6556 IPAGE7-4 I O NOT TO BER PRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTI?N PERMISSION OF LAWRENCE E. BENNETT, P.E. I VECTION 7 SOLID ROOF PANEL PRODUCTS Table 7.4.1 Structall Building Systems Inc. Snap & Lock ® Composite Roof Panels Allowable Spans for Composite Roof Panels @ Various Loads Aluminum Alloy 3105 H-14, H-25 Foam Core E.P.S. 1# Density Manufacturers' Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density 9" Y AR- Y n n9A" Rnnf Pnnal Glass Rooms Wind Region Open Structures Mono -Sloped Roof 182 3 4 span span span Screen Rooms Mono -Sloped Roof 182 3 4 span span span Partially Enclosed 182 3 4 span span span 182 span Enclosed 3 span 4 span Overhang / Cantilever All Roofs 100 MPH 21'-4" 23'-10" 23'-0" 20'4" 22'-9" 21'-11" 13'-6" 15'-1" 14'-7" 15'-1" 17'-9" 16'-3" 4--0- 110 MPH 24'-11' 23'-10" 23'-0" 18'-8" 20'-11" 20'-2" 11'-7" 13'-6" 13'-1" 13'-9" 164" 14'-10" 4'-0" 120 MPH 0' 22'-9" 21'-11" 17'-5" 19'-5" 18'-10" 10'-8" 12'-5" 11'-6" 12'-6" 13'-11" 13'-6" 4--0-- '-0"123 123MPH 9'-6" 21'-10" 21'-1" 15'-11" 18'-11" 18'-3" 10'-5" 11'-7" 11'-3" 11'-8" 13'-8" 13'-2" 4'-0" 130 MPH 18'-0" 20'-2" 19'-5"15'-1" 18'-8" 17'-9" 16'-3" 9'-10" 10'-11" 10'-7" 11'-1" 12'-11" 12'-6" 4'-0" 140 MPH 12'4" 13'-9" 13'-3" 12'-4" 13'-9" 13'-3" 9'-2" 10'-3" 9'-11" 10'-3" 11'S" 11'-1" 4'-3" 150 MPH 12'4" 13'-9" 13'-3" 12'-4" 13'-9" 13'-3" 8'-7" 9'-7" 9'-3" 9'-6" 10'-8" 10'-4" T-11- 2- .- A2-- - n n -an- a --f o ---i 1 Glass Rnnms 1 Wind Region A" Open Structures Mo -Sloped Roof 182. 3 4 span span span Screen Rooms Mono -Sloped Roof 182 3 4 span span span Partially Enclosed 182 3 4 span span span 182 span Enclosed 3 span 4 span Overhang / Cantilever All Roofs 100 MPH 24'-11" 27'-11" 27'-0" 23'-10" 26'-8" 25'-9" 15'-10" 18'-5" 17'-10" 18'-8" 20'-10" 20'-2" 4'-0" 110 MPH 24'-11' 27'-11" 27'-0" 21'-11" 24'-6" 23'-8" 14'-2" 15'-10" 164" 16'-2" 19'-3" 18'-8" 4-4- 120 MPH 23'-10" 26'-8" 25'-9" 20'-5" 22'-10" 22'-1" 12'-11" 14'-6" 14'-0" 14'-8" 17'-8" 15'-10" 4'-0" 123 MPH 22'-11" 25'-7" 24'-9" 19'-10" 22'-2" 21'-5" 12'-8" 14'-2" 13'-9" 14'-4" 16'-0- 15'-6" 4'-0" 130 MPH 21'-2" 23'-7" 22'-10" 18'-8" 20'-10" 20'-2" 11'-6" 13'-6" 13'-0" 13'-7" 15'-2" 14'-8" 4--0- 140 MPH 14'-5" 16'-2" 15'-7" 14'-5" 16'-2" 15'-7" 10'-9" 12'-6" 11'-7" 12'-8" 14'-2" 13'-8" 4'-0- 150 MPH 14'-5" 16'-2" 15'-7" 14'-5" 16'-2" 15'-7" 10'-0" 11'-3" 10'-10" 11'-2" 13'-2" 12'-9" 4--0-- '-0" A" r AR•' Y n n7A" Roof Panal I Glass Rooms I Wind Region Open Structures Mono -Sloped Roof 182 3 4 span span span Screen Rooms Mono -Sloped Roof 182 3 4 span span span Partially Enclosed 182 3 4 span span span 182 span Enclosed 3 span 4 span Overhang / Cantilever All Roofs 100 MPH 23'-5" 26'-2" 25'-3" 22'-3" 24'-11" 24'-1" 14'-9" 16'-6" 15'-11" 17'-5" 19'-0" 18'-10" 4'4" 110 MPH 23'-5" 26'-2" 25'-3" 20'-6" 22'-11" 22'-2" 13'-3" 14'-10" 14'4" 15'-1" 18'-0" 17'-5" 4'-0" 120 MPH 22'-3" 24'-11" 24'-1" 19'-1" 21'-4" 20'-7" 11'-8" 13'-7" 13'72" 13'-9" 15'-4" 14'-10" 4'-0" 123 MPH 21'-5" 23'-11" 23'-2" 18'-6" 20'-9" 20'-0" 11'-5" 13'-3" 12-10" 13'-5" 14'-11" 14'-6" 4'-0" 130 MPH 19'-9" 22'-1" 21'-4" 17'-5' 19'-6" 18'-10" 10'-9" 12'-7" 11'-8" 12'-8" 14'-2" 13'-8" 4'-0" 140 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 14'-7" 10'-1" 11'-3" 10'-10" 11'-3" 13'-3" 12'-9" 4'-0" 150 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 1 14'-7" 1 9'-5" 10'-6" 10'-2" 10'-5" 12'-4" 11'-4" 4'-0" A- . Aa- . n Mn" Rnnf D-1 1 Glass Rooms I Wind Region Open Structures Mono -Sloped Roof 182 1 3 4 span span span Screen Rooms Mono -Sloped Roof 182 3 4 span span span Partially Enclosed 182 3 4 span span span 182 span Enclosed 3 span 4 span Overhang / Cantilever All Roofs 100 MPH 27'-9" 30'-11" 29'-11" 26'-5" 29'-6" 28'-7"' 18'-3" 20'-5" 19'-9" 20'-8" 23'-1" 22'-4" 4'-0" 110 MPH 27'-9" 30'-11" 29'-11" 24'-4" 27'-2" 26'-3" 15'-9" 18'-6" 17'-11" 19'-1" 21'-5" 201-8" 4'-0" 120 MPH 26'-5" 29'-6" 28'-7" 22'-8" 264" 24'-5" 14'-5" 16'-1" 15'-7" 17'-6" 19'-7" 18'-11" 4'-0- 123 MPH 25'-5" 28'-5" 27'-5" 21'-11" 24'-7" 23'-9" 14'-l" 15'-9" 15'-2" 15'40" 19'-0" 18'-5" 4'-0" 130 MPH 23'-5" 26'-2" 25'-4" 20'-8" 23'-1" . 22'-4" 13'-4" 14'-11" 14'-5" 15'-0" 17'-11" 16'-3" 4'-0- 140 MPH 1 15'-11" 17'-11" 17'-3" 15'-11" 17'-11" 17'-3" 12'-5" 13'-10" 13'-5" 14'-0" 15'-8" 15'-2" 4'-0" 150 MPH 15'-11" 17'-11" 17'-3" 115%11-117'-11-, 17'-3" 11'-2" 12'-11" 1 12'-6" 13'-1" 1 14'-7" 14'-1" 4--0- Note: 1 oral rooT panel whin = room wloin . wan wain + overnang. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT S T R U C TA L L P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 350 BURBANK, OLDSMAR, FL 34677-4906 FAX (386) 787 6556 LOCAL (813) 855-2627 NATIONWIDE 1-800-969-3706 FAX (813) 854-2802 IPAG 7-42 I O NOT T O BIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN.PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 W', " SOLID COVER ATT.4 (PER SECT (2) #10 x 1/2" SUPER OR EXTR GUTTER ATTACHED TO WITH 2-1/2" LONG SELECTED FROM SECT FOR BEAM SIZE SPAC 24 SCREENED ENCLOSURES BREAK FORMED OR EXTRUDED END CAP W/ MIC11 a ATCPI 0AKI ROOF OR tOOF PANEL. AN ROOF. LEAK FORMED TRAP OR STRAP W/ (2) S. OR 1/4" THRU- " PVC OR EQUAL 4" ON CENTER. 'SECTION FOR ALLOWABLE SPANS OF SUPER OR EXTRUDED GUTTER AND CARRIER BEAM (SEE TABLE 1.10) )SION D WASHER We'(PER SECTION 9) NOTE: BEAM MAY BE ATTACHED TO SUPER GUTTER AND SOLID ROOF TO S.M.B. PROVIDED A STRAP OR 1/2" P.V.C. OR EQUAL FERRULE IS PROVIDED @ EACH BEAM. SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF COMBINATION 3" = 1'-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 PAGE © COPYRIGHT 2003 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E.