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HomeMy WebLinkAbout140 Wheatfield CirPermit # ; E Job Address: Description of Work. w1 Historic District: _ CQ�Y OF SANFORD PF,R"ff APFUCATION o� � Cc�cl_p.arC1 3a oat_ Off. Oq n 7 e1 A 1.1 Ch t ni i vv, ZOnb value of Wont: rermitType: Building- / Electrical M cclmnicaj Eleetrtcal: Now SaMce - # of AMPSply Fire SlIndkier/Aiarm _pool Mechanical: Resideo ---�. Addition/Altetation (�fangeofSeuvia-- TealpozmyPole tiat I�-Rasid PlumbloW New Co New ((DuctLeyou & Cie. Regioned) Commercial: # of Fixtutrs , # of Water &Sewer Li Plumbin n, # of Gas Lines g/New Reaideatial: # of water Closets Oceupauc8 Type: Residential Pluming Repair - Residential or Cam_ Commal Industrial Total Square Footage: Construction Type; #.%f e # of Dweiang Units: Parcel #: Owners Mame & Address: Flood Zone (MAMA totsn ngaired for otber than X) (Attach Prootoropip k L'OWa Contractor Nsma & Addrear / Y t i S33 zr n w Phone & Rax: Slato Lleeese Number. Bonding Company7L V-� Contact Person: —Phone: Address: Mortgage bender: Address: ArchittWEngiaeer: Address: Phone: Fax: APPlitation is hereby made to obtain a permit to do the work and instal ittusnce of a permit and that sit wesrlt wIII be ta8otts as hdicated i fY that no work or irWalletiou has commenced � to the pemtit must be. secured for $[ F GTRICA[ � mea nandarda of ant laws regdating ooncetapioa is ffiis jtuisdFcrion i �t a aeparafA AIR CONDITIONERS, ate. ' PLUMB[Nt}• SIGNS, WELLS. Pte. FURNACES, BOILERS, HEATERS, TANKS, and BR'S AFFIDAVIT: t certify that ant of the consttuctioa and ronin W faS information is aocueare and flan aU wont will be dime in compliance whit all TWICE FOR tMPROVRMENTS T�O YOU PROPERTY IEF. YOUR F YOU INTEND TO OBTAINILURE To RWORD A NANCOF INAG, CO COMMENCEMENT R LENDER iN OR PA ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NQ=. In addition to rbe this county mod thane may be> a adds u ot» required from other, f dw Pamik III= my ovenioaet nturkxinas �ple to this Ptnpetty that Wray be fomod to dw 8 test *rattles such as water matnagemeat distncls, $tft r f"ja records of , or tedatel agaocies. Acceptance of perm � verifiesti that tl of the of rpc rv*dromem of Florida Lien Law TIP 77 7 Siguamm Of�pOwner/Agent Da - f �� l 1a of CantractorlAgeu � l� , CJ`s r 1 S Punt OwnedAgent Nam 1 PrintContm=r/A erg,& Si e s 7 299997 �� Signature of M ry. w ry Expires March 20, 2008 t? M11 -h 20, 2gte Ow ,or/Agent iPmKnown m M D�eu17Produced Ia_ru I ContraetoNAgent is y town to Me or �� •` `— '1 — Produced I D APPLICATION APPROVED BY: Bldg: Zoning: U utilities: Itrtitial &bate) {Initial 8 FD: Dam) (Initial di: ro) (Initial 8 Aw Special Conditions: 1� Opo Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL, D"in JOHmsoNy.CFA, ASA PAGPERTY 3FIllibItISER SEMIN OL E _;COUNTY,F'L 41 i 01 `E. FI T ST sANFORa; FL 32771-1488 407-66ZS - 5W 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Number of Buildings: 0 Parcel Id: 32-19-31-518-0000-0070 Depreciated Bldg Value: $0 Owner: DANTZLER LOVELL SR & ETHEL M Depreciated EXFT Value: $0 Mailing Address: 140 WHEATFIELD CIR Land Value (Market): $41,000 City,State,ZipCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: 140 WHEATFIELD CIR SANFORD 32771 Just/Market Value: $41,000 Subdivision Name: CELERY LAKES PHASE 1A Assessed Value (SOH): $41,000 Tax District: S1-SANFORD Exempt Value: $0 Exemptions: Taxable Value: $41,000 Dor: 00 -VACANT RESIDENTIAL Tax Estimator 2007 Notice of Proposed Property Tax SALES 2006 VALUE SUMMARY Deed Date Book Page Amount Vac/imp Qualified 2006 Tax Bill Amount. $669 SPECIAL 03/2007 06649 1606 $233,400 Improved Yes 2006 Taxable Value: $34,000 WARRANTY DEED DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... 1 Method Units Price Value LOT 0 0 1.000 41,000.00 $41,000 LOT 7 CELERY LAKES PHASE 1A PB 67 PGS Permits 1 98 & 99 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.orglweblre_web. seminole_county_title?parcel=32193151800000070&c... 9/17/2007 �I h w � rl•l 4dI THIS INSTRUMENT PREPARED BY: Building & Fire Inspection*-', Y Name: 'P\1.0Q11--AI )•-\ TP�Wl,1101 East First Street:'; Address: f- Sanford, Florida 3277f..--.)> CSEMINOLEOUNTYjALCHOICE T' Ili State of Florida . .�p � County of Seminol�Y; -.-, YI NOTICE OF COMMENCEMENT Parcel ID Number (PID) The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance witF'; ?I Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTI N OF P OPERTY (Legal description of the property and street address) aA. VER31:11R U � 2 L 11 I I I I L U I MARYANNE MORSE GENERAL DESCRIPTION OF IMPROVEMENT CL K F CIRCUIT `r G ;�2T C; nFPIIAO m Fpx OWNER INFORMAT Name and address: _ OONTRACTOR Name and address �ot�(k � - (� - - kAh, 3 Rrhw� c 1'� ( 1 m Cl? I_IJ Ci CA Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served 0; as provided by Section 713.13(1)(b), Florida. Statutes. �I (r, Name and address: In addition to himself, Owner Designates Section 713.13(1)(b), Florida Statutes. of To receive a copy of the Lienor's Notice as Provided in Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date is specified. STATE OF FLORIDA COUNTY OF SEMINOLE Signature of Owner The foregoing instrument was acknowledged before me this t� day of tg .2001 by �by{' n 7 . I f .� Who is personally known to me Name of person making statement ,, 4 OR who has produced identification J �IC 11 i-J�'- "��� �& type of identification produced (SEAL) �r NancY Jo Gr" Notary Signa e ;P My commission D0298997 �d` Expires March 20. 2008 Permit #: Project Name: 07-2927 Screen Enclosure Address: 140 Wheatfield Circle Plans Reviewed By: Richard Denman 9/11/2007 407.330.5656 The Permit Is Subject To The Following Comments THE FOLLOWING ARE STANDARD 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. 1. 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 filed 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. PERMIT # O 7-,,2,171 z AIZZ // City of Sanford Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407.330.5656 Fax: 407.328.3859 PLAN REVIEW RESPONSE Date: 9/05/2007 Contact Person: Robert A. Griffith Contact Phone Number: 407.830.6747 Contact Fax Number: 407.830.5772 Contact E-mail Address: Reference Number: 07-2927 Project Description: Screen Room Addition Job Address: 140 Wheatfield Circle The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. STRUCTURAL S-1 Provide a detail, from L.E. Bennett P.E., for the attachment of the gutter to the roof panels. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Richard Denman at (407) 330.5656 or fax to (407) 328.3859. You may also contact me by E-mail at demnanr(a-),sanfordfl.gov . Sincerely, P"�, Richard R. Plans Examiner / Building Inspector -1- hp LaserJet 3015 HP LASERJET FAX Sep -5-2007 11:01AM Fax Call Report Job Date Time Type Identification Duration Pages Result 169 9/ 5/2007 11:00:12AM Send 94078305772 0:52 1 OK Leg!_od of Sjrnbols_and Abbreviations: Boundary Line Big Beating — - •—. Cemerite Caic Calculated ---- Rgnb�Jt•way Ltne C P. C: -onside Block — --- CherheadUWityOw Ch GnOW - -. - - - - - - - Las„ment Line Cu: v.- Ccncrew Cer:IralAnglc Cons' C"wr-r'llon " ARG - A,c Len,)lh 1 � C *,"(,oc. Slal- filk Nc�-.. —.4.1 `_ a.. L�el'a'a�fi Boundatry. Surv--ey_ �wSicJr�EA/i= _ "'�Cis,O GS-24,?4 ASEJ✓I� v 7 �5'S�pE.51 1� 1 wi I I ESI' \r IX oro T1 �. i Field Field AleaswLd and. Found Gov't Government L B Licensed Business 0 it 011"l Records r Pact Pavement P C Pan! oI Curve C. C Poin! ut Cornpouno C.nve 6D. 00 T 4- HEROD. Steel Rontwong 9011 PCP. Permam.nt Comaol Porro P I Point (It Interseclrun • PL S Professional Lana Surveyor POB Pan, of Begmmntl POC Poiril of Comm encemcnl PR C Porn' of Reverse Curve PR 111 Pmmar,eni Rtdewae Mcn„nli: n: P S I Pomt cf Svoe: ;+�:ei.c•:.Irn G if/tJcr•r IL:iLG � `� i I _7 i L — — { 4 e> 1 r; Had,us R 1 S i �L•V • /O. o Sec Section 5'T T_ �'ar.u7•s' S'�o.l >,v EASe¢-J►J�T� l e> 6y 4 PL kV,r •O. 11 P T 1 r; Had,us R 1 S i �L•V • /O. o Sec Section 5'T )9 �'ar.u7•s' S'�o.l >,v EASe¢-J►J�T� l 0 o S,s/ocii✓- 1 � 6y 4 PL kV,r •O. 11 P T Pant a' Tangency H Had,us R 1 S ReWsicred Land Surveyui R,'W Rlgnt.of-way Sec Section 5'T Septic lank T B FA Temporary Bench Mail, >,v W,Ih _ –. rr/ws/fc NCE GrF7SE•.MENT 5� n ,V 1!, /¢O jT/J'VEgTf/6tL� ^�.Pr'tE 2b a1 E`y a v) 7o C'EJVTiPi9L G✓ATE_R E lele48 Q �Nn s� ;PE.eao - - t'w /PG9TiF%�c�'� l ✓` i/a��L✓.vl-4 8 h ti{ Fano. IVA /4 t' TABi GS-2�9 �: r"tw7i JfifsO I� f9• _�� '✓ �iw/f EYP' Ar _ 60.00' Plivr{ f:��-?_O.00• /`'6GF� /1/OG'Z/'�3"ii%��G"', FiEely� i / J Sc7 JVAJ SEf Jt/A/[ fP�cvP _TF/EL G_:2GGE� o� r�►�B, �s z�9 t; '5736 ��A _ DaEaSC.�G //' �/r%�iJ : �So' .✓ • 24- /�SPNAGT rr✓'%• / 2 CaNc Go�rE�e f'CO''+rP3.7 �G 7 �; CEZ_, 2: �AAEs ,�'y�s� /�1 ; f� Svenirir sio v �ccn2oi vG T �R� //✓ AT �pOK �o �iIGES J� AA o j� j - �i�BG/G /t��-Co,Qp.S OF .7EM/.tIGLC CoLNT} FGO.Q/OAS CEPIJIED10 /v! zr G /f?o,EPTGvQG C _Zye-, ar— f C At/Of? 4ovEu 4QAnI7'24-E'JCA Shl I!e Er�ff(L ^'% pf+.✓rz SMITH DRAFTING & SURVEYING, INC. 311 E RICH AVE DELAND.FL DELTONA.FL (386) 7347047 (3861 784 2855 DRAWN BY, S _�– ���Tf/ REVISIONS' vEJ�saEQ CREW CHIEF / �PSr�-13o4?QrRay-� SCALE j//_ FiJ/gG QvE EL�u `� Fcrl3.PUA/IY .5 Zoo? / DATE � /✓L/A ey /% .27,0,06 I hereby certify that this map depicts a survey performed under my supervl Sion, and is correct to the best of my knOw+sJ3e and belief: and that thl; survey meets the mimmcm lechnir-al s4acriaros set forth by the Florid, Board of Profession: I a7d S.nveyor, in Chapter 611317-6. Floiide Administrative Code, ;,wsuant to Se_a(w. 1172,12/. Flcnda Statutes Sca y E Srroth 4F4.t4da,-RE ii..`terea L v,-2 Surveyor Cerlifica:e Nunwer 3736 NOT VALID UNLESS SEAL IS EMBOSSED Nute. No instruments of record reftecbng easements, limitations. owner- ships, reservations. restrictions and of Y. m -w -Kays, if any. have been pro- vided to this surveyor• except as shown. lino underground installations or 1!, /¢O jT/J'VEgTf/6tL� ^�.Pr'tE 7o C'EJVTiPi9L G✓ATE_R Qr SysTE.+�./JvrEQ/Y1lEY� m " GocoTEA /✓EJV E'/7' l Y�Pcrn/T Z,0 7- C'OP.t/EJQJ �5 o S,s/ocii✓- 1 � Q �Nn s� ;PE.eao - - t'w /PG9TiF%�c�'� l ✓` i/a��L✓.vl-4 8 h ti{ Fano. IVA /4 t' TABi GS-2�9 �: r"tw7i JfifsO I� f9• _�� '✓ �iw/f EYP' Ar _ 60.00' Plivr{ f:��-?_O.00• /`'6GF� /1/OG'Z/'�3"ii%��G"', FiEely� i / J Sc7 JVAJ SEf Jt/A/[ fP�cvP _TF/EL G_:2GGE� o� r�►�B, �s z�9 t; '5736 ��A _ DaEaSC.�G //' �/r%�iJ : �So' .✓ • 24- /�SPNAGT rr✓'%• / 2 CaNc Go�rE�e f'CO''+rP3.7 �G 7 �; CEZ_, 2: �AAEs ,�'y�s� /�1 ; f� Svenirir sio v �ccn2oi vG T �R� //✓ AT �pOK �o �iIGES J� AA o j� j - �i�BG/G /t��-Co,Qp.S OF .7EM/.tIGLC CoLNT} FGO.Q/OAS CEPIJIED10 /v! zr G /f?o,EPTGvQG C _Zye-, ar— f C At/Of? 4ovEu 4QAnI7'24-E'JCA Shl I!e Er�ff(L ^'% pf+.✓rz SMITH DRAFTING & SURVEYING, INC. 311 E RICH AVE DELAND.FL DELTONA.FL (386) 7347047 (3861 784 2855 DRAWN BY, S _�– ���Tf/ REVISIONS' vEJ�saEQ CREW CHIEF / �PSr�-13o4?QrRay-� SCALE j//_ FiJ/gG QvE EL�u `� Fcrl3.PUA/IY .5 Zoo? / DATE � /✓L/A ey /% .27,0,06 I hereby certify that this map depicts a survey performed under my supervl Sion, and is correct to the best of my knOw+sJ3e and belief: and that thl; survey meets the mimmcm lechnir-al s4acriaros set forth by the Florid, Board of Profession: I a7d S.nveyor, in Chapter 611317-6. Floiide Administrative Code, ;,wsuant to Se_a(w. 1172,12/. Flcnda Statutes Sca y E Srroth 4F4.t4da,-RE ii..`terea L v,-2 Surveyor Cerlifica:e Nunwer 3736 NOT VALID UNLESS SEAL IS EMBOSSED Nute. No instruments of record reftecbng easements, limitations. owner- ships, reservations. restrictions and of Y. m -w -Kays, if any. have been pro- vided to this surveyor• except as shown. lino underground installations or i Page 1 of 1 Denman, Richard From: Nancy [Ngriffith@ofl.rr.com] Sent: Monday, September 10, 2007 1:17 PM To: Denman, Richard Subject: 140 Wheatfield Circle- Sanford- screen room addition Dear Mr. Denman - In regard to the above referenced address — reference no. 07-2927- in which we are adding a screen room and per our conversation of 9-7-07. This email will confirm that there will be no gutter and trim attached to the aluminum roof. We will cap the edge of the aluminum roof with extruded header. If you have any further questions, please give me a call. Thank you. Robert A. Griffith Aluminum Man, Inc. (407) 830-6747 9/10/2007 SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS General Notes and Specifications: 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. 2. If the home owner /contractor has a question about the host structure, the owner (at his expense) shall hire an architect, engineer, or a certified home inspection company to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16' from the host structure. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 4. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to utiliy sheds, carports, and / or other structures to be attached. b. "Fourth wall construction" means the addition shall be free standing with only the roof flashing of the two units 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. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x 0.044" knee brace at each end of the beam. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. Sdption 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. For Design Check List and Inspection Guides for Sreen, Acrylic & Vinyl Rooms, see Appendix (Section 10). 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. 13. 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 or alternate water relief ports in the gutter. 6 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process. 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA / NPEA / NSA 2100-2 for catagory I, II, & III sunrooms, non -habitable and unconditioned. 3A -I General Notes and Specifications for Section 3A Tables: The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of the 2004 Florida Building Code w/ 2006 Supplements. The loads assume a mean roof height of less than 30'; roof slope of 0° to 20°; 1 = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific. All framing components are considered to be 6063-T6 alloy. For components of 6005-T5 and 6061-T6 multiply spans by 1.13. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure "B" Note: Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the above loads from Exposure "B" to Exposures "C" or "0" see Table 3A -C next page. Table 3A -A Conversion Factors for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others, Exposure "B" Basic Wind Pressure Screen Rooms & Vinyl Rooms Roof Walls Over Hang All Roofs 100 MPH 13.0 10.0 12.0 46.8 110 MPH 14.0 11.0 13.0 47.1 120 MPH 17.0 13.0 15.0 48.3 123 MPH 18.0 13.3 15.9 50.8 130 MPH 20.0 15.0 18.0 56.6 140-1 MPH 23.0 17.0 21.1 65.7 140-2 MPH 23.0 17.0 24.0 65.7 150 MPH 26.0 20.0 20.0 75.4 Note: Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the above loads from Exposure "B" to Exposures "C" or "0" see Table 3A -C next page. Table 3A -A Conversion Factors for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others, Exposure "B" Table 3A -B Conversion Factors for Over Hangs From exposure "B" to exposure "C" Wind Zone Applied Load MPH (#/SF) Deflection (d) Roof 100 46.8 Walls 1.02 Wind Zone Applied Load MPH(#/SF) Deflection (d) Bending Applied Load (b(#/SF) Deflection (d) Bending (b) 100 10.0 1.09 1.14 12.0 1.08 1.12 110 11.0 1.06 1.09 13.0 1.05 1.07 120 13.0 1.00 1.00 15.0 1.00 1.00 123 13.3 0.99 0.99 15.9 0.98 0.97 130 15.0 0.95 0.93 18.0 0.94 0.91 140-1&2 17.0 0.91 0.87 21.0 0.89 .0.85 150 20.0 0.87 0.81 24.0 0.85 0.79 Table 3A -B Conversion Factors for Over Hangs From exposure "B" to exposure "C" Wind Zone Applied Load MPH (#/SF) Deflection (d) Bending b 100 46.8 1.01 1.02 110 47.1 1.01 1.01 120 48.3 1.00 1.00 123 50.8 0.98 0.97 130 56.6 0.95 0.92 140-1 65.7 0.90 0.86 140-2 65.7 0.90 0.86 150 75.4 0.86 0.80 3A -ii General Notes and Specifications for Section 3A Tables (cont.): Conversion Table 3A -C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Use larger mean roof height of host structure or enclosure Values are from ASCE-02 3A -ii Exposure "B" to "C" Exposure "B" to "Y Mean Roof Height* Load Conversion Factor Span Multiplier Bending Deflection Load Conversion Factor Span Multiplier Bending Deflection 0-15, 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20'- 25' 1 1.34 0.86 0.91 1.60 0.79 0.86 25'-30- 1.40 0.85 0.89 1.66 0.78 0.85 1.37 0.85 0.90 1.61 0.79 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE-02 3A -ii SCREEN, ACRYLIC & VINYL ROOMS INTERIOR BEAM (SEE TABLES 3A.1.3) SECTION 3A HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM PER SECTION 7 HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL RIDGE BEAM (SEE TABLES 3A.1.4) TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214388, South Daytona, FI 32121 Telephone #: (386) 7874774 Fax It (388) 7876558 Email: lebpe@bel Isouth.not © COPYRIGHT 2006 PAGE q NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 3A-1 SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS EDGE BEAM (SEE TABLES 3A.1.1 & 3A.1.2) 'LW' FOR MAX. H' / UPRIGHT HEIGHT (h) 1" x 2" Imo— .,IN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING Ik TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS W/ SOLID ROOF TYP. FRONT VIEW FRAMING PAGE 3A-37) ' (HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) 'LW' LOAD WIDTH FOR ROOF BE ALTERNATE CONNECTION P/2' 'P/2' @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) (SEE TABLES) LU O.H. �' v SOLID ROOF w NO MAXIMUM / U (ELEVATION SLAB OR GRADE) P =PROJECTION FROM BLDG. VARIES VARIES LW =LOAD WIDTH NOTES: 'P' VARIES 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100-123 130 140 150 #8 1 #10 #12 #12 TYPICAL SCREEN ROOM SCALE: 3/16" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, A 32121 Telephone M (386) 767-4774 Fax #: (386) 7676556 Email: labpe@bell south.net PAGE @ COPYRIGHT2006 3A-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 3A ALTERNATE CONNECTION DETAIL 1"x 2" WITH (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSS (2) #10 x 1 1/2" S. M. S. INTO SCREW BOSS ANCHOR 1" x 2" PLATE TO CONCRETE W/ 1/4"x 2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE SCREEN, ACRYLIC & VINYL ROOMS BEAM/HEADER ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL SCREW SYSTEMS MIN. (3) #10 x 1 1/2" S.M.S. INTO SCREW BOSS 1" x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLt'iW UPRIGHT TO BEAM DETAIL ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH 1/4" x 2-1/4"CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6x6 -10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE SCALE: 3"= V-0" HEADER BEAM (4) #10 x 1/2" S.M.S. EACH SIDE OF POST H -BAR OR GUSSET PLATE 2"x2"OR2"x3"OR2"S.M.B. POST MIN. (4) #10 x 1/2" S.M.S. @ EACH POST 1" x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 3"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214366, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email; lobpe@bellsouth.not PAGE A @ COPYRIGHT 2006 3A4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 3A EDGE BEAM 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ #10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. FRONT WALL GIRT 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ #10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. SCREEN, ACRYLIC & VINYL ROOMS ALTERNATE CONNECTION: '2) #10 x 1-1/2" S.M.S. HROUGH SPLINE GROOVES )IDE WALL HEADER \TTACHED TO 1"x 2" OPEN LACK W/ MIN. (2) #10 x 1-1/2" ;.M.S. ;IDE WALL GIRT ATTACHED 1 " x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW ,OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4° x 2-1/4" ,ONCRETE / MASONRY I,NCHORS @ 6" FROM EACH 'OST AND 24" O.C. MAX. AND VALLS MIN. 1" FROM EDGE OF :ONCRETE TYPICAL & ALTERNATE CORNER DETAIL SCALE: 3'= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (396) 767-4n4 Fax #: (386) 767-6566 Email: lebpo@bellsoLAh.net PAGE p © COPYRIGHT 2088 3A-6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREEN, ACRYLIC & VINYL ROOMS COMPOSITE ROOF PANELS: (4) 1/4" x 4" LAG BOLTS W/ 1-1/4" FENDER WASHERS PER 4'-0" PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2" x 2" OR 2" x 3" HOLLOW GIRT AND KICK PLATE 2"x 2" HOLLOW RAIL POST ATTACHED TO BOTTOM W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 3" = V-0" SECTION 3A RISER PANELS ATTACHED CHAPTER HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2"x2",2"x3"OR3"x2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1"x 2" OPEN BACK BOTTOM RAIL 114"x 2-1/4" MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214388, South Daytona, FI 32121 Telephone p: (386) 767-4774 Fax Ire: (386) 767-6556 Emal l: lebpe@bel lsouth.net t� COPYRIGHT 2006 PAGEq NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETf, P.E. 3A-7 SECTION 3A I SCREEN, ACRYLIC & VINYL ROOMS PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL'L' - CLIP OR'U' CHANNEL W/ MIN. (4) #10 S.M.S. PURLIN, GIRT, OR CHAIR RAIL - SNAP OR SELF MATING BEAM ONLY i - SCREW BOSSES SNAP OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 3" = V-0" OFOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe@belisouth.net PAGE © COPYRIGHT 2006 3A.8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREEN, ACRYLIC & VINYL ROOMS I SECTION 3A UNIFORM LOAD UNIFORM LOAD 71a� l A B A B SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN UNIFORM LOAD UNIFORM LOAD l l l l l A B C A B C D 2 SPAN 3 SPAN UNIFORM LOAD 4 SPAN NOTES: 1) 1 = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. 5) Span condition = number of supports (posts) less one. Example: If the number of supports (posts) is 5 then the span condition is "4 span". SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@ bell south.nat PAGE © COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-9 l A B l C l D l E 4 SPAN NOTES: 1) 1 = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. 5) Span condition = number of supports (posts) less one. Example: If the number of supports (posts) is 5 then the span condition is "4 span". SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@ bell south.nat PAGE © COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-9 SECTION 3A I SCREEN, ACRYLIC & VINYL ROOMS A (0.67 L) (3.00 L) D (2.33 L) C (1.67 L) B (1.33 L) l l l ALLOWABLE BEAM SPLICE LOCATIONS SCALE: 3/16" = V-0" SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d -.50" STAGGERED ON EACH d-.50" -T- d-.50" 1" MAX. SIDE OF SELF MATING BEAM PLATE TO BE SAME in + + + + + + + + THICKNEIS AS BEAM WEB I 0 d PLATE CAN BE INSIDE OR OUTSIDE BEAM OR LAP CUT Ti DENOTES SCREW PATTERN NOT NUMBER OF SCREWS Minimum Distance and 1" MAX. HEIGHT 2 x (d -.50") LENGTH refers to each side of splice use for 2" x 4" and 2" x 6" also Note: 1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 1-1 /2" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@Wl south.net PAGE @ COPYRIGHT 2006 3A-1 0 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETf, P.E. Soacino of Screws' Gusset Plate Screw Size ds (in.) Edgeto Center gds in. Center to Center 2-1/2ds in. Beam Size Thickness 1n. #8 0.16 3/8 7/16 2" x 7" x 0.055" x 0.120— 1/16 = 0.063 #10 0.19 3/8 1/2 2" x 8" x 0.072" x 0.224" 1/8 = 0.125 #12 0.21 7/16 9/16 2" x 9" x 0.072" x 0.224" 1/8 = 0.125 #14 or 1!4" 0.25 1/2 5/8 2" x 9" x OA82" x 0.306" 1/8 = 0.125 5/16" 1 0.31 1 5/8 1 3/4 2" x 10" x 0.092" x 0.369" 1/4 = 0.25 refers to each side of splice use for 2" x 4" and 2" x 6" also Note: 1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 1-1 /2" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@Wl south.net PAGE @ COPYRIGHT 2006 3A-1 0 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETf, P.E. SECTION 3A I SCREEN, ACRYLIC & VINYL ROOMS Table 3A.1.1-120 Allowable Edge Beam Spans -Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF (48.3 #/SF for Max. Cantilever) Aluminum Allov 6063 T-6 2" x 2" x 0.044" 2" X 2" X 0.055" Load Width (ft.) Max. Span 'L' / bendln 1 & 2 Span 3 S p pan 'b' or defiectlon'd Max. 4 Span Cantilever Load Max. Spa n'L' / bendln Width (ft.) 1 8 2 Span 3 Span 'b' or deflection'd Max. 4 Span Cantilever 5 5'-1" d 6'-3" d 6'-4" d 0'-11" d 5 5'-4" d 6'-7" d 6'-9" d 1'-0" d 6 4'-9" d 5'-10" d 5'-11" b 0'-11" d 6 5'-0" d 6'-3" d 6'-4" d 0'-11" d 7 4'-0" d 5'-7" d 5'-0" b 0'-10" d 7 4'-9" d 5'-11" d 5'-11" b 0'-11" d 8 4'-4" d 5'-4" b 5'-1" b 0'-10" d S 4'-7" d 5'-8" d 5'-7" b 0'-10" d 9 4'-2" d 5'-0' b 4'-10" b 0'-10" d 9 4'-5" d T-5' d &-3" b 0'-10' d 10 4'-0" d 4'-9" b 4'-7" b 0'-9" d 10 4'-3" d 5'-2" b 5'-0" b 0'-10" d 11 T-11" d 4'-6" b 4'-4" b 0'-9" d 11 4'-1" d 4'-11" b 4'-9" b 0'-9" d 12 1 T-9" d 4'-4" b 4'-2" b 0'-9" d 12 T-11" d 4'-9" b 4'-7' b 0'-9' d 3" x 2" x 0.045" 3" x 2" x 0.070" Load Width (ft.) Max. Span 'L' ! bendin 1& 2 Span 3 Span 'b' or deflection 'd Max. 4 Span Cantilever Load Max. Span 'L' / bendln Width (ft.) 1 8 2 Span 3 Span 'b' or deflectlon 'd' Max. 4 Span Cantilever 5 5'-8" d T-1' d T-2" d 1'-1" d 5 6'-5" d T-11" d 8'-1" d 1'-3" d 6 5'-4" d 6'-8' d 6'-9" d 1'-0" d 6 6'-0" d T-5" d T-7" d 1'-2" d 7 1 5'-1' d 6'-4" d 6'A" b 0'-11" d 7 5'-9" d T-1" d T-3" d 1'-1" d 8 9 4'-11' 4'-8" d d 6'-0" 5'-9" d b 5'-11" 5'-7" b b 0'-11" 0'-11" d d 8 9 5'-0" 5'-0" d d 6'-9" 6'-6" d d 6'-11" 6'-6" d 1 '-1 b 1'-0" d d 10 4'-6" d 5'-6" b 5'-3" b 0'-10" d 10 V-1" d 6-3" d 6'-2" b 0'-11" d 11 4'-5" d 5'-2" b 5'-0" b 0'-10" d 11 4'-11" d 6'-1" d 5'-11" b 0'-11" d 12 4'-3" d 4'-11" b 4'-10" b 0'-10" d 12 4'-9" d V-10" b 5'-8" b 0'-11" d 2" x 3" x 0.045" 2" x 4 x 0.050" Load Width (ft.) Max. Spa V / bendin 1& 2 Span 3 Span 'b' or de ectlon'dj 4 Span Max' Cantilever Load Max. Spa 'L' ! bendlng Width (ft') 1 8 2 Span 3 Span 'b' or 'cn 4 Span Max. Cantilever 5 7'-1" d 8'-9" d 8'-9" b 1'4" d 5 9'-2" d 11'4" d 11'-2" b 1'-9" d 6 6'-8" d 8'-3" d T-11" b 1'-3" d 6 8'-0" d 10'-7" b 10'-3" b 1'-8" d 7 6'4" d T-8" b T-5" b 1'-3" d 7 8'-2" d 9'-9" b 9'-5" b l'-7" d 8 6'-1' d T-2" b 6'-11" b 1'-2" d 8 T-10" d 9'-2" b V-10" b V-6" d 9 5'-10" d 6'-9" b V-6" b 1'-1" d 9 T-6" d 8'-8" b 8'-4" b 1'-5" d 10 5'-7" d 6'-5" b 6'-2" b 1'-1" d 10 7'-3' d 8'-2" b 7'-11" b 1'-5" d 11 5'-5" d V-1" b 5'-11" b 1'-0" d 11 6'-11" b T-10" b T -T' b 1'4" d 12 5'-3" b 5'-10" b 5'-8" b 1'-0" d 12 6'-8" b 7'-6" b 7'-3' b 1'4" d Notes: 1. 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. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214366, South Daytona, FI 32121 Telephone #: (366) 7674774 Fax #: (386) 767-6556 Email: lebpe@bell south.net PAGE © COPYRIGHT 2006 3A-12 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREEN, ACRYLIC & VINYL ROOMS I SECTION 3A Table 3A.2.1 Allowable Upright Heights, Chair. Rail Spans or Header Spans 'forScreen, Acrylic or iriy ooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 110 MPH velocity; using design load of 13.0 #/SF Sections T-0" 3'-6" Tributary Load Widthurlin Spacing 4'-0" 4'-6" 5' 5'-6" 6'-0"1 6'-6" 1 Allowable Hel 'H' / bending 'b' or deflection'd' T-0" 1 T -6 - 2" x 2" x 0.0W Hollow 6'-5" b 5'-11" b 5'-7' b 1 5'-3" 4'-11" b 4'-9" b ; 4'-6" b 4'-4" b 4'-2" b 4'-1' b 2" x 2" x 0.055" oliow 7'4" b 6'-9" b 6' 4" b -11" b 5-8" b 5'-5' b. ;. 5'-2" b 4'-11" b 4'-10" b 4'-8" b 3" x 2" x 0.045" Hol T-9" b T-2" b 6'-8" 6'-4" b 5'-11" b 5'-9" b- 5'-6" b 5'-3" b 5'-1" b 4'-11' b 3" x 2" x 0.070" Hollow '4" b 10'-10" b -2" b 97 . b 9'-1" b 8'-8" b 8'-3" b 7'-11" b 7'-0" b 7'5' b 2" x 3" x 0.045" Hollow 8'-4",,,b 7' 8" 7'-2" b 6'-9" b 6'-5" b 6'-2" b 5'-10" b 5'-8" b 5'-5" b 5'-3" b 2" x 4" x 0.050" Hollow 10'5" b b 8'-11' b 8'-6" b 8'-1" b 7'-8' b 7'-4" b 7'-1' b 6'-10" b 6'-7r" b 2" x 5" x 0.062" Hollow 14'-7" 1 " b 17-8" b 11'-11" b 11'-4" b 10'-9" b 10'-4" b 9'-11" b 9'-7" b 9'-0" b 2" x 4" x 0.046" S.M.B. 1 ' " b 12'-8 11'-10" b 11'-2" b 10'-7" b 10'-1': b. - 9'-8'_ b 9'-3" b 8'-11' b 8' -S' 2" x 5" x 0.050" S.M.B. 17'4" b 16'-0" b '-11" b 14'-2' b 13'-5" b 17-9" b "12'-0." b 11'-9" b 11'-4" b -b 10'-11" b 2" x 6" x 0.050" S.M 19'-4" b 1T-1 I" b 16' 15'-10" b 15'-0" b 14'-4" b 13'-8" b 13'-2" b 12'-8" b 17-3" b 2" x 2" x 0.044" Nap T-7" b T-1" b 6'-7" b 6- 5'-11" b 5'-7" b 5'-5" b 5'-2" b 4'-11" b 4'-10" b 2" x 3" x 0.045" Snap 9'-3" b 8'-7" b T-11" b T-7" b 7- " b 6'-10" b 6'-6" b 6'-3" b 6'-1" b 6 -110 -IT 2" x 4" x 0 Snap --7'4' 10'-10" b 10'-1" b 9'5" b 8'-10" b 8'-5" b 8'-0" b_ 7'-8" b 7'-5" b T-1" b 6'-10" b 3" x 1;4-0.045" Fluted b 6'-10" b 6'-4" b 6'-0" b 5'-8" b 5'-5" b ;' T-2" b 4'-11" b 4'-10" b 4'-0" b ' 3" x 0.060" Square 9'-0" b 8'4" b T-10" b 7'-5" b 6'-11" b 6'-8" b 6'-5" b 6'-2" b 5'-11" b 5'-9" b 3" x 3" x 0.093" Square 13'-2" b 12'-3" b 11'-5" b 10'-9" b 10'-3' b 9'-9" b 9'-0" b. 8'-11" b 8'-8" bi 8'-4" b 3" x 3" x 0.125" Square 1 18'-10" b 17'-6" b 16'4' b 15'-5" b 14'-7" b 13'-11" b 13' 4" b 12'-10" b 1 12'4" bl 11'-11" b xS x0. 5 12 Square Q_ ara 20'-5" � „ �8-1 1" b 17'-8" b 19'$" b 15'-10"u r 1y -i' b 114--5" v 13=15- b 1 i3-4" b 1 129- 111- -j For 3 second wind gust at 120 MPH velocity using design load of 15.0 #/SF Sections T-0" 1 3'-6" Tributary Load Width W = Puriln Spacing 4'-0" 1 4'-6" 1 5'4" 5'-6" 6'-V 1 6'-0" Allowable Hel ht 'H'/ bendin 'b' or deflectlon'd' 7'-0" 1 T-6" 2" x 2" x 0.044" Hollow 5'-11" b 5'S" b 5'-2" b 4'-10" b 4'-7" b 4'-5' b 4'-3" b 4'-1' b T-11" b T-9" b 2" x 2" x 0.055" Hollow 6'-10" b 6'-4" b 5'-11" b 5'-7" b 5'-3" b 5'-0" b 4'-10" b 4'-8" b 4'-6" b 4'-4" b 3" x 2" x 0.045" Hollow 7'-2" b 6'-8" b 6'S" b 5'-11" b 5'-7" . b 5'-4" b 5'-1" b 4'-11" b 4'-9" b 4'-7" b 3" x 2" x 0.070" Hollow 10'-11" b 10'-1" b 9'-5" b 8'-11" b 8'-5" b 8'-1" b 7'-9" b 7"-5" b 7'-2" b 6-11" b 2" x 3" x 0.045" Hollow 7'-9" b 7'-2" b 6'S" b 6'-4" b 5'-11" b 5'-8" b 5'S" b 5'-3" b 5'-1" b 4'-11" b 2" x 4" x 0.050" Hollow 9'-8" b 8'-11' b 8'-4" b T-11" b 7'-0' b T-2" b 6'-10" b 6'-7- b 6'-4" b 6'-1" b 2" x 4" x 0.046" S.M.B. 12'-8" b 11'-9" b 11'-0" b 10'-4" ' b _ 9'-10" b 9'-5" b 8'-11" b 8'-8" b 8'-3" b 8'-0" b 2" x 5" x 0.062" Hollow 13'-7" b 12'-7" b 11'-9" b 11'-1" b 10'-6" b 10'-0" b 9'-7' b 9'-3" b 8'-11" b 8'-7" b 2" x 5" x 0.050" S.M.B. 16-1" b 14'-11" b 13'-11" b 13'-2" b 17-6" b 11'-11" b 11'5" b 10'-11" b 10'-7" b 10'-2" b 2" x 6" x 0.050" S.M.B. 18'-0" b 16'-8" b 15'-7" b 14'-9" b 13'-11" b 13'-4" b 12'-9" b 12'-3' b 11'-10'b 11'-5" b 2" x 2" x 0.044" Snap 7'-1" b 6'-7" b 6'-2" b 5'-9" b 5'-6" b 5'-3" b 5'-0" b 4'-10" b 4'-8" b 4'S" b 2" x 3" x 0.045" Snap 8'-7" b 7'-11" b 7'-5" b 7'-0" b 6'-8" b 6'-4" b 6'-1" b 5'-10" b 5'-8" b 5'S" b 2" x 4" x 0.045" Snap 10'-1" b. 9'-4" b 8'-9" b 8'-3" b 7'-10" b 7'-6" b T-2" b 6'-10" b 6'-7" b 6'S" b 3" x 3" x 0.045" Fluted 6'-10" b 6'-4" b 5'-11" b 5'-7" b 5'-4" b 5'-1" b 4'-10" b 4'-8" b 4'-6" b 4'-4" b 3" x 3" x 0.060" Square 8'-5" b T-9" b T-3" b 6'-10" b 6'-6" b 6'-3" b 5'-11' b 5'-9' b 5'-0" b 5'-4" b 3" x 3" x 0.093" Square 12'-3" b 11'-4" b 10'-8" b 10'-0" b 9'-6" b 9'-1" b 8'-8' b 8'-4" b 8'-0" b 7'-9" b 3" x 3" x 0.125" Square 17'-7" b 16'-3" b 15'-2" b 14'-4' b 13'-T b 12'-11" b 12'-5" b 11'-11" b 11'-6" b 11'-1' b 4" x 4" x 0.125" Square 19'-0" b 17'-7" b 16' 6" b 15'-6" bi 14'-9" b 1 14'-0" b 1 13'5" b 12'-11" b 12'-5" b 12'-0" b Notes: 1. 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. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, F1 32121 Telephone # (386) 767-4774 Fax * (386) 767.6556 Email: lebpe@bel I south.not © COPYRIGHT 2005 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I 3A-25 SECTION 3A 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROW LOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NOW STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4" TAPCON TO SLAB OR FOOTING SCREEN, ACRYLIC & VINYL ROOMS ALUMINUM FRAME SCREEN WALL ROW LOCK BRICK KNEEWALL TYPE S MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (1) #5 0 BARS W/ 3" COVER (TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = l'-0" 1" PER FT. MAX. FOR 3-1/2" (TYP (1) #5 BAR CONT. 2'-0" MIN. I ALL SLABS) BEFORE SLOPE a ao \ 8" TYPE TYPE II FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-2" 112" 2" 112" - 1'-10" 2" MIN. (2) #5 BAR CONT. TYPE III STEEP SLOPE FOOTING > 1'-10" Notes: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTTM e3Tm (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. (See additional detail for structures located in Orange County, FL) 6. If a carrier beam or fourth wall frame is required use a Type II footing minimum. SLAB -FOOTING DETAILS SCALE: 3/4"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: I ebpe @ bel I south. net PAGE @ COPYRIGHT 2006 3A-38 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREEN, ACRYLIC & VINYL ROOMS SECTION 3A REQUIRED FOR"STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK KNEE WALL MAY BE ADDED TO FOOTING (PER 2500 P.S.I. CONCRETE SPECIFICATIONS PAGE 3-37) 6 x 6 - 10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) ALUMINUM UPRIGHT CONNECTION DETAIL (2) #50 BARS CONT. W/ 3" (SEE PAGES 3A-3, 4, 5, 6, 7, 8) COVER LAP 25" MIN. Z —i 5d MIN. or /D W6 MIL.VISQUEEN VAPOR BARRIER I AREA TO BE ENCLOS�O _ TERMITE TREATMENT OVER 16" MIN. O UNDISTURBED OR w m COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING i MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA SCALE: 3/4" = V-0" Notes: 1. All connections to slabs or footings shown in this section may be used with the above footing. 2. Knee wall details may also be used with this footing. 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. 4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceTm e3TM (Formerly Fibermesh MD) per maufacturel's specification may be used in lieu of wire mesh. 8" EXISTING FOOTING NEW SLAB Wl FOOTING / (2) #5 BARS "DOWELED INTO FOOTING W/ EPDXY EXISTING \\\\\\\\\\\\\\\\\\\\\\\\\\ 8" EMBEDMENT, 25" MIN. LAP TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 3/4"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767{556 Email: Iebpe@bellsouth.net ' PAGE © COPYRIGHT 2008 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A'39 SECTION 3A I SCREEN, ACRYLIC & VINYL ROOMS 2 x 2 fl TION SION MON TION NOTES: 1. Door to be attached to structure with minimum two (2) hinges. 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. 3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. 6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1" S.M.S. at 12" on center and within 3" from end of upright. TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax # (386) 7676556 Email: lebpe@bellsouth.net © COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 7 11111: All qm General Notes and Specifications: 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate 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. 2. If the contractor/ home owner has a question about the host structure, the owner (at his own expense) shall hire an architect, engineer or certified home inspection company to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans. 6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed well in either test. The composite panel tables are based on bending properties determined at a deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria. 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each way. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in ispection guides for sections 2, 3A & B. 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM 8221 after powder coating. 7-i Section 7 Design Statement: The roof systems are main force resisting systems and components and cladding in conformance with the 2004 Florida Building Code w/ 2006 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-02 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30'; roof slope 0 to 20°; 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures, and 0.55 for partially enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-02 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-02 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind loads are from ASCE 7-02 Section 6.5, Analytical Procedure for glass and modular rooms. 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Minimum live load of 30 PSF controls in high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on the following page. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific. 7 -ii Open Structures Screen Rooms Glass& Modular Overhang / Cantilever Mono Sloped & Attached Covers Enclosed Rooms All Rooms 1= 0.87 for 90 to 100 MPH 1= 0.87 for 90 to 100 MPH & Roof Overs 1 = 0.77 for 100 to 150 MPH 1 = 0.77 for 100 to 150 MPH I =1.00 I= 1.00 KCpI = 0.00 Zone 2 KCpI = 0.00 Zone 2 KCpI = 0.18 Zone 2 KCpI = 0.18 Zone 3 loads reduced by 25% Basic Wind Effective Area Basic Wind Effective Area Basic Wind Effective Area Basic Wind Effective Area Pressure 50 20 10 Pressure 50 20 10 Pressure 50 20 1 10 Pressure 50 20 10 100 MPH 13 13 1 16 25 17 20 23 26 17 23 27 1 30 17 27 38 45 110 MPH 14 14 17 20 18 21 25 28 18 27 32 36 18 33 46 55 120 MPH 17 17 20 23 22 25 30 33 22 32 39 43 22 39 54 65 123 MPH 18 17 21 24 23 26 32 35 23 34 41 45 23 41 57 69 130 MPH 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77 140-1 MPH 23 23 27 31 30 34 40 46 30 44 53 59 30 53 74 89 140-2 MPH 23' 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89 150 MPH 26' 26 32 36 34 39 46 52 1 34 51 60 68 34 61 85 102 Minimum live load of 30 PSF controls in high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on the following page. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific. 7 -ii Section 7 Design Statement (cont.): Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Use larger mean roof height of host structure or enclosure Values are from ASCE-02 7 - iii Exposure "B" to '`C" Exposure "B" to "D" Mean Roof Height' Load Conversion Factor Span Multiplier Bending Deflection Load Conversion Factor Span Multiplier Bending Deflection 0-15, 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20'- 25' 1.34 0.86 0.91 1.60 0.79 0.86 25'- 30' 1.40 0.85 0.89 1.66 0.78 0.85 30--40- 1.37 1 0.85 0.90 1.61 0.79 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE-02 7 - iii SECTION 7 I SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD WOOD 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 ROOF PANEL TO FASCIA DETAIL #8 x 112" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 3"= V-0" 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 'I". 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. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100 -1231 130 1 140 1 150 1 #8 1 #10 1 #12 1 #12 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P O Box 214368. South Daytona. FI 32121 Telephone #: (386) 767.4774 Fax #: (386) 767.6556 Emaiii l ebpeobell south.net PAGE I @ COPYRIGHT 2006 7-4 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P F. in T M M 0 Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads" (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 3" Y d8" Y 0.02A" Panaln Aluminum Allnu 11nrt WAA n■ W-94 4 n CDC e—% r1e..e-i.. C— Wind Open Structures Mono -S aped Roof Screen Rooms & Attached Covers n a 0 Overhang v &2 s an/load" 3 s n/load• i 1&2 span/11 ad* 3 s an/load` 4 s n/load• 182 s n/load• 3 s n/load* 4 span/load" Cantilever CD m 18'-10" 113 ?� D CID M® 21'-1" A r 3 a i r -c � I mwcn O 17'-8" O J 12'-11" 27 in T M M 0 Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads" (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 3" Y d8" Y 0.02A" Panaln Aluminum Allnu 11nrt WAA n■ W-94 4 n CDC e—% r1e..e-i.. C— Wind Open Structures Mono -S aped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH &2 s an/load" 3 s n/load• span/load' 1&2 span/11 ad* 3 s an/load` 4 s n/load• 182 s n/load• 3 s n/load* 4 span/load" Cantilever 100 18'-10" 113 13 21'-1" 13 20'-0" 13 -f4 18'-4" 17 18'-0" 17 17'-8" 117 12'-11" 27 15'-8" 23 15'-2" 23 4'-0" 45 110 18'-4 14 20 7 14 79-71 F 14 15'-11" 18 17 - 1 B 17'-2" 8 11711 ' 32 73'-4" 32 12'-10" 32 4'-0" 55 120 6'-7" 17 18'-7 17 17-1 17 12'-11 27 16'-1" 2 15'-6 22 10-9" 39 12'-1" 39 11'-" 39 4 '-0 65 123 16'-2" 17 18'-1" 17 17'-5" 17 12'-8" 28 15'-8" 23 15'-1" 23 10'-7" 41 11'-10" 41 11'-5" 41 4'-0" 69 130 15'-3" 20 17'-1" 20 16'-6" 20 12'-1" 31 13'-6" 31 13'-1" 31 9'-5" 51 11'-3" 45 10'-10" 45 3'-10" 77 140-1 12'-11" 27 15'-11" 23 16-4" 3 11'-3" 36 12'-7' 36 12'- " 36 9'-5" 51 11'-3" 45 10'-10" 45 3'-7" 89 140-7-7271-1- 6'-8" P-71-15'-11" g'-10"20 23 16-4" 23 11'-3" 36 12'-7" 36-7-2-r-2-- 15'-7" 36 8'4" 59 10'-4" 53 r 9'-0" 159 3'-7" 189 150 12'-0" 132 1 13'-5" 132 1 12'-11" 132 10'-0" 42 11'-7" 42 11'-3" 42 8'-2" 68 9'-2" 68 1 8'-10" 168 1 3'-4" 102 Wind Open Structures Mono -S o ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 span/load' 3 s an/load' 4 s anlload* 1&2 span/load" 3 span/load" 4 span/load" 1&2 s an/load• 3 spanh ad* 4 span/load" Cantilever 100 22'-2 13 4'-9" 13 23'-11" 13 19'-2" 17 21'-5" 117 20'-9" 17 16'-6" 23 18'-5" 123 17'-10" 23 4'-0" 45 110 21'-0" 14 24'-1" 14 23'-3" 14 18'-8" 18 20'-10" 18 20'-2" 18 15'-3" 27 17'-0" 27 16'-5" 27 4'-0" 55 120 19'-6" 17 279-17 17 21'-0" 17 16'-10" 22 18'-10" 22 18'-2" 22 12'-8" 39 15'-7" 32 15'-1" 32 4'-0" 65 123 18'-11 17 21'-2" 17 20'-6" 17 16-5" 23 18'4" 23 17'-9" 23 12'-5" 41 15'-2" 34 13'4" 41 4'-0" 69 130 17'-11" 20 18T.'-9 20 19'-4" 20 15'-6" 26 17'-4" 26 16'-9" 26 11'-9" 45 13'-2" 45 12'-9" 45 4'-0" 77 140-1 16'8" 23 17'-5" 23 18'-0" 23 13'-2" 36 16'-2" 30 15'-7" 30 11'-9" 45 13'-2" 45 12'-9" 45 4'-0" 8940-2 140-2 6'-8" 23 g'-10"20 23 18'-0" 23 13'-2 36 16'-2" 30 15'-7" 30 10'-10" 53 12'-2" 53 11'-9" 53 4'-0" 89 150 15'-8" 26 16' 4" 16'-11" 26 12'-2" 42 15'-2" 34 13' 2° 42 9'-7" 68 11'S" 60 11'-0" 60 3' 11" 102 Wind Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s an/load• 3 s n/load' 4 span/[ d* 1&2 span/load' 3 span/load' 4 span/load' 182 a n/load" 3 s n/load* 4 span/load" Cantilever 100 20'-8 13 23'-2' 13 2'-4" 13 17'-11' 17 20'-1 7 19'-4" 7 15'-5 23 17'-0" 23 16-8 23 4'-0" 45 110 0'-1 1 22'-6m 4 1'-9' 1 1711"'18 197-6 B - 0" 18 16'-5" 32 15'- ' 27 15'-4 27 -147:7- -55- 5120 120 18'-2" 17 20'-4" 17 19'-B" 17 15'-9" 22 17'-7" 22 17'-0" 22 11'-10" 39 13'-3" 39 12'-9" 39 4'-0" 65 123 17'-9 17 19'- 0 7 19'-2" 17 15' 3 17'-2" 23 16'-7' 23 11'-7 41 12-11" 41 12'-6" 41 4'-0" 69 130 16'-9" 20 18T.'-9 20 18'-1" 20 3'-3 31 16'-2 26 15-8 26 11'-0' 45 12'-4" 45 -11 -11" 45 4'-0" 77 140-1 15'-7" 23 17'-5" 23 16'-10" 23 12'-4" 36 15'-1" 30 13'-4" 36 11'-0" 45 12'-4" 45 11'-11" 45 3'-11" 89 140-2 15'-7" 23 17'-5" 23 16'-10" 23 12'-4" 36 15'-1" 30 13'-4" 36 9'-7" 59 11'-4" 53 10'-11" 53 3'-11" 89 150 _ 13'-2_- 32 16' 4" 26 15-10" 26 11'-5" 42 12'-9" 42 12'-4" 42 8'-11" 68 10' 8" 60 10'x" 60 3'-8' 102 Wind Open Structures Mono -S o ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s an/load" 3 s an/load' 4 s n/load" 1&2 span/load' 3 span/load' 4 span/load' 182 s n/load" 3 s n/load* I 4 span/load" Cantilever 100 23'-10" 13 26'-8" 13 25'-9" 13 -f 20'-8" —Mr-Tr'18 17 23'-1" 17 27-4" 17 17'-9" 23 19'-10" 23 19'-2" 123 4'-0" 45 110 23'-2" 14 25'-11 ' -73-75q-17 14 25'- " 22'-5" 16 21'-8" 18 16'-5" 27 --784" 27 17'-9" 27 4'-0" 55 20 20'-11' 17 2 8 17 18'-2' 22 20' " 22 19'-7 22 -7115-5-7-17-32 16'-10" 2 32'--r6-7-3---32--V--W7--65- 16'-3" 32 4'-0" 65 123 123 20'-5" 17,27-10" 17 22'-1" 171 17'-8" 23 19'-9" 23 19'-1" 23 13'4" 41 16-5" 34 15'-10" 34 4'-0" 69 130 19'4" 20 1 21'-7 20 20'-10 20 16-8 26 18'x' 26 18'-1" 26 12'-8" 451 15'-5" 38-7-379-- 45 -4-7'-77- ' "7740- 74-3-T 77-711, 0'-1 23 1 '-5 3 15'-r 30 1 17'S" 30 16-10- 30 1278 45 15'-5" M-73377-45 4'-0" 89 140-2 17'-11" 23 20'-1" 23 19'-5" 23 15'-7" 30 1 17'S" 30 16'-10" 30 11'-8" 53 13'-1" 53 12'-8" 53 4'-0" 89 150 16'-10" 26 18'-10" 26 18'-0" 26 13'-2" 42 16'-4" 34 15'-9' 34 10'-11" 60 1 12'-4" I60 11'-11° 60 4'-0" 102 Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel CA 0 v O 0 z M r O v C n —I U) a ALUMINUM FRAMING COMPONENTS 2.00" p A = 0.772 in .2 WT = 0.885p.1.f. 0.046' + o o Ix = 1.940 in." o •� Sx = 0.959 in .3 0 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 4" x 0.046" x 0.100" SELF MATING BEAM SCALE: 3" = V-0" t 2.00-1 0.050" + o o 'n N 17 0 A=0.964in.2 WT = 1.105 p.Lf. Ix = 3.691 in.` Sx = 1.468 in.' 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24' O.C. TOP AND BOTTOM 2" x 5" x 0.050" x 0.120" SELF MATING BEAM SCALE: 3" = T-0" SECTION 8 A = 1.095 in .2 WT = 1.255 p.l.f. Ix = 5.919 in.' Sx=1.965in3 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 6" x 0.050" x 0.120" SELF MATING BEAM SCALE: 3" = V-0" 2.00" A = 1.259 in? WT = 1.443 p.l.f. 0.055" + o Ix = 8.746 in.` Sx = 2.490 in .3 0 6063 - T6 N 17 O STITCH W/ (1) #8 S.M.S. @ 24' O.C. TOP AND BOTTOM 2" x 7" x 0.055" x 0.120" SELF MATING BEAM SCALE: 3' = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, F1 32121 Telephone e: (386) 7674774 Fox #: (386) 767-6556 Email: Iebpe@belIso M.nst Q COPYRIGHT 28oe I PAGE q NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 8-3 ALUMINUM FRAMING COMPONENTS V x 2" x 0.044" OPEN BACK SECTION SCALE: 3" = V-0" ff 1.00" A = 0.287 in .2 WT = 0.329 p.l.f. o Ix = 0.368 in .4 44 M Sx = 0.247 in.' 6063 - T6 1" x 3" x 0.044" OPEN BACK SECTION SCALE: 3" = V-0" 2.00" A = 0.424 in.' WT = 0.486 p.l.f. _- Ix - 0.232 In.' 0.044'-,f N Sx = 0.234 in 3 __J1 6063 - T6 2" x 2" x 0.044" PATIO SECTION SCALE: 3" = V-0" 2.00"1 A = 0.496 in.' WT = 0.568 p.l.f. o Ix = 0.276 in.' 0.055" N Sx = 0.279 in? El -4 6063 - T6 2" x 2" x 0.055" PATIO SECTION SCALE: 3' = T-0" 3.00" A = 0.451 in.' WT = 0.620 p.l.f. C:) Ix = 0.336 in. 0.045"1: :1 + N Sx = 0.336 in 3 -_� 6063 - T6 3" x 2" x 0.045" PATIO SECTION SCALE: 3' = V-0" .r 2.00" 7f I 0.045'- + o Ii =I� SECTION 8 A = 0.451 in? WT = 0.620 p.l.f. Ix = 0.640 in.' Sx = 0.427 in .3 6063 - T6 2" x 3" x 0.045" PATIO SECTION SCALE: 3" = V-0" 2.00" A=0.685in2 WT = 0.785 p.l.f. a Ix = 1.393 in.' 0.050" + Sx = 0.697 in .3 6063 - T6 2" x 4" x 0.050" PATIO SECTION SCALE: 3' = V-0" t 2.00"-,T A=0.954in2 WT = 1.093 p.l.f. " Ix = 2.987 in.' o 0.062" +o Sx = 1.195 in.' Ui 6063 - T6 2" x 5" x 0.062" PATIO SECTION SCALE: 3" = V-0" j-3.00"1 A=0.716in2 WT = 0.820 p.l.f. o Ix = 0.477 in.' 0.070"- + N Sx = 0.477 in 3 6063 - T6 3" x 2" x 0.070" PATIO SECTION SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, R 32121 Telephone 9: (386) 767-4774 Fax M (386) 767-6556 Email: Iebpe@hellsou lh.net Q COPYRIGHT 2068 I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 8-1 100" A=0.243in? I WT = 0.278 p.l.f. = 0.136 in.' 0.044" $ Ix a Sx = 0.137 in.' -4 6063 - T6 V x 2" x 0.044" OPEN BACK SECTION SCALE: 3" = V-0" ff 1.00" A = 0.287 in .2 WT = 0.329 p.l.f. o Ix = 0.368 in .4 44 M Sx = 0.247 in.' 6063 - T6 1" x 3" x 0.044" OPEN BACK SECTION SCALE: 3" = V-0" 2.00" A = 0.424 in.' WT = 0.486 p.l.f. _- Ix - 0.232 In.' 0.044'-,f N Sx = 0.234 in 3 __J1 6063 - T6 2" x 2" x 0.044" PATIO SECTION SCALE: 3" = V-0" 2.00"1 A = 0.496 in.' WT = 0.568 p.l.f. o Ix = 0.276 in.' 0.055" N Sx = 0.279 in? El -4 6063 - T6 2" x 2" x 0.055" PATIO SECTION SCALE: 3' = T-0" 3.00" A = 0.451 in.' WT = 0.620 p.l.f. C:) Ix = 0.336 in. 0.045"1: :1 + N Sx = 0.336 in 3 -_� 6063 - T6 3" x 2" x 0.045" PATIO SECTION SCALE: 3' = V-0" .r 2.00" 7f I 0.045'- + o Ii =I� SECTION 8 A = 0.451 in? WT = 0.620 p.l.f. Ix = 0.640 in.' Sx = 0.427 in .3 6063 - T6 2" x 3" x 0.045" PATIO SECTION SCALE: 3" = V-0" 2.00" A=0.685in2 WT = 0.785 p.l.f. a Ix = 1.393 in.' 0.050" + Sx = 0.697 in .3 6063 - T6 2" x 4" x 0.050" PATIO SECTION SCALE: 3' = V-0" t 2.00"-,T A=0.954in2 WT = 1.093 p.l.f. " Ix = 2.987 in.' o 0.062" +o Sx = 1.195 in.' Ui 6063 - T6 2" x 5" x 0.062" PATIO SECTION SCALE: 3" = V-0" j-3.00"1 A=0.716in2 WT = 0.820 p.l.f. o Ix = 0.477 in.' 0.070"- + N Sx = 0.477 in 3 6063 - T6 3" x 2" x 0.070" PATIO SECTION SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, R 32121 Telephone 9: (386) 767-4774 Fax M (386) 767-6556 Email: Iebpe@hellsou lh.net Q COPYRIGHT 2068 I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 8-1