Loading...
HomeMy WebLinkAbout2009 Lily CtPermit # :0&3 10 Job Address: ZOW (.t L 4 GT S Description of Work: Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION Date: 30-0 Co RECEIVED2� 7 I Value of Work: S IP is; b-7 vv Permit Type: Building V/' Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets _ Occupancy Type: Residential Commercial Construction Type: # of Stories: Parcel #: 11-1Q - 31- Sn1-�>0QZ- 44� Owners Name & Address: �.'.5 Ewrc j Contractor Name & Address:— A`l Addition/Alteration Change of Service Temporary Pole — Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Industrial Total Square Footage: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) (Attach Proof of Ownership & Legal Description) .r SA1UFW-n FL 3Z ll ( Phone: 407 -32* 7,9'f Q WWIE-4— VAP4"—577—AZ State License Number: 9Zi 00*9-1440 p Phone& Fax: wOl'b78-0540 407679 5,S60Contact Person: Phone: 407^67p —OS -00 Bonding CompanN Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of perm.is verification that 1 will notify the owner of the property of the requirements of Flori ien Law, F 713. U Aaove W vc000va N ;—e!A9 azure of Owner/A ent 15ale Signatur Contractor/Agent Date F 00 ci Cco�� e /3 �- rn� (7:� f26Se a ON(G = v. a Owner/Agent's Name P ' t Contractor/Agent's Name .a x c =.3 a'oo m3kqCE 3��00 Eo azure o ota tate of Florida ate n lure of otary-State of Florida Date > a x i' G ca Q m o— i �; o co Q O V Q t er/Agent is _(;personally Known to Me or Contractor/Agent is Pe ovally Known to M rkale) z o Produced ID _ Produced ID Q APPROVED BY: Bldg: ` Zoning: Utilities: FD:a (In ial &Date) (Initial & Date) (Initial & Date) (Initiam Special Conditions: (pq.00 LIMITED POWER OF ATTORNEY I herebv name and avnoint of in i .--) / at o DATE for a BUILDING permit for work to be performed at a location described as: Section Township Range Lot Block Subdivision Zoo of Job) and to sign my name and do all things necessary to this appointment. THOMAS A. ORIE SR. RX0045740 Type or Print name pjCertified Contractor, License # Signature of Certified Contractor Acknowledged: Sworn to and subscribed before me this nI � Day of A.D. 20 -CL(� Notary Public, tate of Florida (Seal) My Commission Expires: �WHITAKERState of Floridae s Dec. 2, 2008No DD 376604E=- .(800)451 4854 Permit Number Parcel Identification Number 3 j - / 9-3f `s/% -.0000- /y, a7� Prepared by: / ' ► t ke sz �( 11--) a (\ C) c,v v (, " Return to: SUPERIOR ALUMINUM INSTALLATIONS, INC. 3005 Forsyth Road Winter Park, FL 32792=0-296 NOTICE OF COMMENCEMENT State of t pn� _ County of (nD 11111111111111111111111]luuiol11nn1ou1nu1uu111111 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06338 Pg 13281 (lpg) CLERKIS # 2006115917 RECORDED 07/19/8006 03113156 PM RECORDING FEES 10.00 RECORDED BY H Bailey V �Z CO R uv t� 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. Description of property (legal description of the property, and street address if available) LeS Lo+- & C1q t R �, nvev. Coop --r � 4 2. General description of improvement(s) 3. Owner informatio Narne(;ttJ�gL -- BWc111 Telephone Number ttC-7 3"--1K"`40 Address?,Q)q L, LC 1 Fax Number SrtiJ� F(, 2M l Interest in Property: 4. Fee Simple Title Holder (if other than the owner shown above) Name Telephone Number Address Fax Number Contractor Superior Aluminum Name 3005 Forsyth Road Address Winter Park, Florida 32792 Surety (if any) Name Address Lender (if any) Name Address Telephone Number 407-678-0500 Fax Number 407-678-5560 Telephone Number Fax Number Amount of bond S Telephone Number Fax Number Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by j713.13(l)(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(I)(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): &— 30-0,(:n z3e��A ') Date Signed Signature of Owner [Note: per 571.3. (g), `owner must sign ...and no one else Ana permitted to sign in his or her stead." Sworn to and subscribed before me this 3 D day of /1 p , 20 0 (p— by Cha �-,i e5 f,-� r I who is1 4 Personally known to me OR produced as identi tcation. =�, WHITAKER State of Florida s Dec. 2, 2008 Signature of Not, y (notarial seal must appear below) Form Rcviscd:19467011d Ao.DD 376604 (600)451-4854 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL gFPAI _ . °""W' `"'`F"'"g" FRI The page cannot be c z The page cannot be c PROPERTY �r ApP�RAISER The page you are looking for Is currently The page you are looking for is currently JI B�EMIN°L o0U Fl- might be experiencing technical difficultii might be experiencing technical difficulti, 1101 E. FlRwrST your browser settings. your browser settings. SMFoalD. FL 327!1-1450 407-O 7508 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel ld: 31-19-31-511-0000-0940 Number of Buildings: 1 Owner. BERRIDY CHARLES A ti SUSAN A Depreciated Bldg Value: $129,574 Melling Address: 2009 LILY CT Depreciated EXFT Value: $1,216 CIty,StsieppCode. SANFORD FL 32771 land Value (Market): $59,400 Property Address: 2009 LILY CT SANFORD 32771 Land Value All: $0 Subdivision Name: ROSE COURT JusUMarket Value: $190,190 Tax DbArict SI-SANFORD Assessed Value (SON): $149,511 Exemptions: 00 -HOMESTEAD Exempt Value: $25.000 Dor. 01 -SINGLE FAMILY Taxable Value: $124,511 Tax Estimator 2005 VALUE SUMMARY SALES Dead Date Book Page Amount VocAmp Qualilled Tax Valus(without SOH): $2,398 WARRANTY DEED 09/2004 05464 0763 $179,000 Improved Yes 2005 Tax Bill Amount: $2,398 QUIT CLAIM DEED 0512003 04633 0939 $100 Improved No Saw Our Homes (SOH) Savings: $0 WARRANTY DEED 04/1997 03223 0383 $100 Improved No 2006 Taxable Value: $120,156 DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LEGAL DESCRIPTION LAND Land Assess Method Frontage Depth land Units Unit Price Land Value PLATS: Pte•• C3 FRONT FOOT & DEPTH 150 140 .000 400.00 $59,400 LEG LOTS 94 + 96 ROSE COURT PS 3 PG 4 BUILDING INFORMATION, BId Num Bid Type Year Bit Fixtures Base SF Gross SF Lhing SF Ext Wall Bid Value Est Cost New 1 SINGLE FAMILY 1956 1 6 1,630 2,553 2,113 CONC BLOCK $129,574 $185,106 Appendage I SO BASE SEMI FINISHED / 483 Appendage I W CARPORT FINISHED 1220 Appendage I SqR UTILITY FINISHED 1120 Appendage I Sglt OPEN PORCH UNFINISHED 1100 NOTE: Appendage Codes included in Living Ares: Base, Upper Story Baso, Upper Stay Finished Apartment Endosed Porch FinishedBose Semi Flnshsd EXTRA FEATURE Description Year OR Units EXFT Value Est Cost New FIREPLACE 1956 1 $800 $1,500 FBGL PORCH W/FLOOR 1979 280 $018 $1,540 OTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valown tax purposes. — ffyou mcentfy punhased a homesteaded property Your next Y68es ww8fly tax wiN be based on Jusd AwW value. http://www.scpafl.org/pis/web/re_web.seminole county_title?PARCEL=31193151100000... 6/28/2006 3525 W. Lake Mary Boulevard, Suite 301 • Lake Mary, F7. 32746 • Voice 407.688.7631 • Fax 407.688.7691 Legal Description Lots 94 and 96, ROSE COURT ADDITION TO SANFORD, according to the plat thereof, as recorded in Plat Book 3, Page(s) 4, of the Public Records of Seminole County, FL. Community number: 120294 Panel: 0045 Suffix: E F.I. R. M. Date: 4/17/1995 Flood Zone: X Date of field work: 9/13/2004 Completion Date: 9/13/2004 Certified to: Charles A. Berridy; Susan A. Berridy; Benchmark Title Agency, Inc.; Commonwealth Land Title Insurance Company; The Mortgage Fit -in, Inc., its' successors and/or assigns. LOT 92 ,]r� �l gyp!'_- •. --�/Y� ,rte• y' SCALE: 1 " = 30' 12.5 OFF 5'CKA/N UNK FENCE 12.0'OFF –X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X–X- FlR 1/2- RR 1/2" Property Address: 2009 Lily Court Sanford, FL 32771 LEGEND //-//- Wood Fence -x-x- Wire Fence F.N_ Found Nail • Property Corner R. Record M Field Measured CL Clear ENCR Encroachment 4 Centerline C=� Concrete R Property Line C.M. Concrete Monument FJ.R Found Iron Rod LLP found Iron Pipe R/W Night of Way N&D Nail & Disk D.L Drainage Fasement U F Utility Fasement FD Found P Plat �' Asphalt O.H.U. Overhead Utilities PP Power Pole TX Transformer 150.00' F/R 1/2' F7R 112 - 150.00 LOr 98 LILY COURT Survey number: SL 40667 GENERAL NOTES CAN Cable Riser M.H Manhole 1 legal descrrpuon provided by others. W.M. Water Meter N.TS Not to Scale 1 The lands shown hereon were not abstracted for easements or other TEL Telephone Facilities 0 Official Rerords 2�_� Covered Area recorded enrumbrances not shown on the plat ORB Official Records Book 3 Underground portions of footings, foundations or other improvements B.R. Bearing Reference PCY Permanent Control Point were riot located. CH Chord PR.M Permanent Referenre Mnnurnent 4. Wall ries are to the face of the wall. RAD Radial PG, Page 5. Only visible encroachments located. N.N. Ann Radial PVMT Pavement A/C Au Conditioner PB Plat Book Pln 6 No identifi(abon found on rt corners unless noted. � y B M Bench Mark P.O:B Point of Beginning 7 Dimensions shown are plot and nreasured unless :)thefwise noted. C. Calculated P.O.C. Point of Commencement B. Elevations if shown are based upon N.G.VD 1929 unless otherwise noted ZZZZ Block Wall RO I . Point on Line 9 Adjoining lot: are within the same block, unless otherwise noi,•d LN, Central Angle/Delta P.C. Point of Curvature 10 This is an AS -BUILT SURVEY un ess otherwise noted. D.B. Deed Book P.R.C. Point of Reverse Curvature 11. Not valid unless sealed with the clgning %mviryo-s enihrnsed seai. D. Description or Deed PT Point of Tangency 12 Flood lone determn a v only, and ,to D H. Drill Hole R. Radius (Radial) derived from !tie Information DAN Driveway R,0 F Roof Overhanq Easernent should not be r, / !nay differ ESMI Easement S.I.R. Set Iron Rod & Can from infonnam EL Elevation S/W Sidewalk 13 LB 7132 i EF Finished Floo, TOP Top of Hank '– ,nnrrb: nla swrnry F C.M. Found Concrete Monument TYP lypical F RK Found Parker -Kalov Nail WC Witness Corner L Length 1005 Existing Elevation LA.L Lirnited Access Easement 1 0 W Fdge of Water .. l,ft ,•gisterrd rand Survevro No 3411 PERMIT # 1" OFFICE 1 ff)`'SUPERIOR ALUMINUM INSTALLATIONS, INC. t) N =I I Job name: ��< < d t► SlyJob number: o6 — Z414 Date: ,moo _ ,{ � ✓ Drawn by: Scale: 1/4' = 1" PERMIT #'... PLANS REVIEWED CITY OF SANFORD s fl a �f F a f X sp l I -t - - SECTION 3A 1 SCREEN, ACRYLIC & VINYL ROOMS 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 NON- 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 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 FOUNDATOON FOR SCREEN WALLS SCALE: 314'= 1'-0' 4' MIN. (2) #5 BAR CONT. 2'-0" MIN. _ 3-1/2" (T/P. BEFORE SLOPE I -ALL SLABS) r TYPE FLAT SLOPE / NO FOOTING 0-2"/ 12' 1)1.5.13A, R CONT. i TYPE 11 f MODERATE S° OPE.F_OOTING 2"712" - 1'-10" TYPE 111 STEEP SLOPE FOOTING > V-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 20'-0". Then a minimum of a Type 11 footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fiben-nesh �& Mesh, InForce"A 931111 (Formerly Fibermesh MD) per rnaufacturer's specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing use Type it footing or footing section required by local code. Local code governs. I (See additional detail for structures located in Orange County, FL) 6. If a carrier beam or fourth wail frame is required use a Type 11 footing minimum. p�AfS R E EVIE�VE� 1 _SLAB -FOOTING DE u MLS SCALE: - MLI" = V-00 iA� of SAWORI Lawrence E. Bennett 'PE. FL. # 16644 CIVIL ENGINEER - LCVELOP V4T CONSUr.TAKr P.O. aox 214M. SOLMN VA(TC?1k r'r 32121 TELEPFIOME i3a9) 767-1774 FAA: (l36) 757•`F-6 r SCREEN, ACRYLIC 81 VINYL ROOMS SECTION 3A INTERIOR BEAM (SEE TABLES 3A.1.3) HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS H " ALUMINUM ROOF SYSTEM I� PER SECTION 7 \ CARRIER BEAM POST oTYPICAL 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) pim$ REVIEWED Cf1Y OF SANFODtQ TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 7676556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 3A-1 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) 410 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 HOLLOW UPRIGHT TO BEAM DETAIL ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH 114"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" x 2" OR 2" x 3" OR 2" 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" ��V� SrAt Lawrence E. Bennett, P.E. FL # 16644 �1 Vr ..-- CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 7674556 PAGE © COPYRIGHT 2084 "4 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 ATTACHED TO 1" x 2" OPEN ACK 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 TOSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO :ONCRETE W/ 1/4" x 2-1/4" :ONCRETE/MASONRY 4NCHORS @ 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" wg-iwl� ®�S 1v, �01 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4x74 FAX: (386) 767-65N COPYRIGHT I PAGE3A.6 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 0 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 TYRICAL'-UPRIG HT_ DETAIL SCALE: 3"= 1'-0" SECTION 3A RISER PANELS ATTACHED PERI CHAPTER 7 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 1/4" x 2-1/4" MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) S R�0jt445�jf ��D tj-v of Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE 3A -7 I SECTION 3A UNIFORM LOAD l a A B SCREEN, ACRYLIC & VINYL ROOMS SINGLE SPAN CANTILEVER UNIFORM LOAD 2 SPAN UNIFORM LOAD l A B 1 OR SINGLE SPAN UNIFORM LOAD L L A B C 2 SPAN UNIFORM LOAD l A B 1 OR SINGLE SPAN UNIFORM LOAD UNIFORM LOAD 3 SPAN A B C D 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. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CNIL ENGINEER - DEVELOAVENT CONSULTANT P.O. BOX 214366, SOUTH DAYTONA, FL 32121 TELEPHONE: (366) 767-4774 FAX: (386) 767 -GM PAGE ® COPYRIGHT 2M 3A-8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Z L Z A B C D UNIFORM LOAD 3 SPAN A B C D 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. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CNIL ENGINEER - DEVELOAVENT CONSULTANT P.O. BOX 214366, SOUTH DAYTONA, FL 32121 TELEPHONE: (366) 767-4774 FAX: (386) 767 -GM PAGE ® COPYRIGHT 2M 3A-8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Section 3A Design Statement: The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered part of an open structural system which is 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. The loads assume a mean roof height of less than 30'; roof slope of 00 to 20°; 1 = 0.77. 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 0.00 for open structures. Anchors for composite panel roof systems were computed on a load width of 10' and 16projection with a 2' overhang. Any greater load width shall be site specific. General Notes and Specifications for Section 3A Tables' Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Note 1: Framing systems of screen, vinyl, and glass rooms are considered to be main frame resistance components. Wind loads are listed as minus loads for roofs and plus loads for walls. To convert above wind loads to "C" Exposure loads multiply by 1.4. Conversion Table 3A -A Wind Zone Conversions for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others Roof Wall Over Hang All Roofs 100 MPH +10/-10 9 +201-30 110 MPH +10/-11 11 +20/-36 -.120 MPH +10/-13 13 +20/43 123 MPH +10/-14 14 +20/45 130 MPH +10/-15 15 +20/-50 140A MPH +301-17 18 +30/-58 140B MPH +30/-18 18 +30/-58 150 MPH +30/-20 20 + Note 1: Framing systems of screen, vinyl, and glass rooms are considered to be main frame resistance components. Wind loads are listed as minus loads for roofs and plus loads for walls. To convert above wind loads to "C" Exposure loads multiply by 1.4. Conversion Table 3A -A Wind Zone Conversions for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others Conversion Table 3A -B Wind Zone Conversions for Over Hangs All Room Types From 120 MPH Wind Zone to Others Wind Zone MPH Applied Load Deflection (NIS Roofs 100 30 Walls 1.20 Wind Zone MPH Applied Load Deflection (fl/SF) (d) Bending (b)(#/SF) Applied Load Deflection (d) Bending (b) 100 10 1.09 1.14 10 1.12 1.18 110. 11 1.06 1.09 11 1.08 1.13 -120-^^ 13 1.00 1.00 14 1.00 1.00 123 14 0.98 0.96 15 0.98 0.97 130 15 0.95 0.93 16 0.96 0.94 140A 17 0.91 0.87 18 0.92 0.88 1408 18 0.90 0.85 18 0.92 0.88 150 30 0.76 0.66 21 0.87 0.82 Conversion Table 3A -B Wind Zone Conversions for Over Hangs All Room Types From 120 MPH Wind Zone to Others Wind Zone MPH Applied Load Deflection (NIS Bending b) 100 30 1.13 1.20 110 36 1.06 1.09 120 43 1.00 1.00 123 45 0.98 0.98 130 50 0.95 0.93 140A 58 0.91 0.86 1406 58 0.91 0.89- 150 67 0.86 0.80 Conversion Table 3A -C Conversion Based on Mean Height of Host Structure for Screen Rooms From Exposure 'B' to 'C' 3A -ii 0.85 �t e �t%to 1?1A � C, A C�-V Span Multiplier Mean Host Structure Height Load Multiplier Pans Composite Panels 0=15' 1.21 0.94 0.91 15'- 20' 1.29 0.92 0.88 20'- 25' 1.34 0.91 0.86 25'- 30' 1.40 0.89 3A -ii 0.85 �t e �t%to 1?1A � C, A C�-V SECTION 3A I SCREEN, ACRYLIC & VINYL ROOMS Table 3A.2.1 Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 110 MPH velocity; using design load of 11 #/SF 3'-0" 1 3'-6" 1 Tributary Load Width W'= Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" T-6" 1 6'-0" 1 6'-6" Allowable Height 'H' I bending 'b' or deflection'd' Sections 7'-6" 3'-0" 1 3'-6" 1 Tributary Load Width 'W'= Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 1 6'-6" 1 Allowable Height 'H'I bending 'b' or deflection 'd' 7'-0" 7'-6" 2" x 2" x 0.044" Hollow 9'-5" b 8'-9" b 8'-2" b 7'-8" b 7'=4" b 6'-11" b 6'-8" b 6'-5" b 6'-2" b 5'-11" b 2" x 2" x 0.055" Hollow 10'-3" b 9'-6" b 8'-11" b 8'-5" b 7'01" b T-7" b 7'-3" b 6'-11" b 6'-9" b 6'-6" b 3" x 2" x 0.045" Hollow 11'-3" b 10'-5" b 9'-9" b 9'-3" b 8'-9" b 8'-4" b 7'-11" b ,7'-8" b 7'-5" b T-2" b 3" x 2" x 0.070" Hollow 12'-9" d 12'-2" d 11'-7" d 10'-11" b 10'-5" b 9'-11" b 9'-6" b 9'-2" b 8'-10" b 8'-6" b 2" x 3" x 0.045" Hollow 12'-9" b 11'-9" b 11'-0" b 10'-5" b 9'-10" b 9'-5" b 8'-11" b 8'-8" b 811" b 8'-1" b 2" x 4" x 0.050" Hollow 16'-3" b 15'-1" b 14'-1" b 13'-3" b 12'-7" b 12'-0" b 11'-6" b 11'-0" b 10'-8" b 10'-3" b 2" x 4" x 0.046" S.M.B. 19'-1" b 17'-8" b 16'-6" b 15'-7" - b 14'-9" b 14'-1" b 13'-6" b 12'-11" b 12'-6" b 12'-1" b 2" x 5" x 0.050" S.M.B. 23'-7"--b 21'-10" b 20'-5" b 19'-3" b 18'-3" b 17'-5" b 16'-8" b 16'-0" b 15'-5" b 14'-11" b 2" x 6" x 0.050" S.M.B. 26'-1" b 24'-2" b 22'-7" b 21'-3" b 20'-2" b 19'-3- b 18'-5" b 17'-9" b 17'-1" b 16'-6" b 2" x 2" x 0.044" Snap 11'-3" b 10'-5" b 9'-9" b 9'-2" b 8'-8" b 8'-3" b T-11" b 7'-7" b 7'-4" b T-1" b 2" x 3" x 0.045" Snap 14'-4" b 13'11" b 12'-5" b 11'-9" b 11'-2" b 10'-7" b 10'-2" b 9'-9" b 9'-5" b 9'-1" b 2" x 4" x 0.045" Snap 17'-7" b 16'-3" b 15'-3" b 14'-4" b 1 13'-7" b 1 12'-11" b 12'-5" b 11'-11" b 11'-6" b 11'-1" b For 3 second wind oust at 120 MPH velocity; usinst design load of 13 #/SF Sections 3'-0" 1 3'-6" 1 Tributary Load Width W'= Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" T-6" 1 6'-0" 1 6'-6" Allowable Height 'H' I bending 'b' or deflection'd' 7'-0" 7'-6" 2" x 2" x 0.044" Hollow 8'-8" b 8'-0" b T-6" b 7'-1" b 6'-8" b 6'-5" b 6'-1" b T-11" b 5'-8" b T-6" b 2" x 2" x 0.055" Hollow 9'-5" b 8'-9" b 8'-2" b 7'-9" b 7'-4" b 6'-11" b 6'-8" b 6'-5" b 6'-2" b 5'-11" b 3" x 2" x 0.045" Hollow 10'-5" b 9'-7" b 8'-11" b 8'-6" b 8'-0" b 7'-8" b T-4" b 7'-1" b 6'-10" b 6'-7" b 3" x 2" x 0.070" Hollow 12'-1" d 11'-5" b 10'-8" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'-5" b 8'-1" b T-10" b 2" x 3" x 0.045" Hollow 12'-10" b 11'-11" b 11'-2" b 10'-0" b 9'-11" b 9'-6" b 9'-1" b 8'-9" b 8'-5" b 8'-2" b 2" x 4" x 0.050" Hollow 14'-11" b 13'-10" b 12'-11" b 12'-2" b 11'-7" b 11'-0" b 10'-7" b 10'-2" b 9'-9" b 9'-5" b 2" x 4" x 0.046" S.M.B. 17'-6" b 16'-3" b 15'-2" bj 14'-4" b 13'-7" b 12'-11" b 12'-5" b 11'-11" b 11'-6" b 11'-1" b 2" x 5" x 0.050" S.M.B. 21'-8" b 20'-1" b 18'-9" b 17'-9" b 16-10" b 16'-0" b 15'-4" b 14'-9" b 14'-2" b 13'-9" b 2" x 6" x 0.050" S.M.B. 23'-11" b 22'-2" b 20'-9" b 19'-7" b 18'-7" b 17'-9" b 16'-11". b 16'-3" b 15'-8" b 15'-2" b 2" x 2" x 0.044" Snap 10'-4" b 9'-7" b 8'-11" b 8'-5" b 7'-11" b 7'-7" b 7'-4" b T-0" b 6'-9" b 6'-6" b 2" x 3" x 0.045" Snap 13'-3" b 12'-3" b 11'-5" b 10'-9" b 10'-3" b 9'-9" b 9'-4" b 8'-11" b 8'-8" b 8'-4" b 2" x 4" x 0.045" Snap 16'-2" b 1 14'-11" b 14'-0" b 13'-2" b 12'-6" b 11'-11" b 11'-5" b 10'-11" b 10'-7" b 10'-3" 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. C1� Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214358, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE Q COPYRIGHT 2004 3A-24 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 3A 6 SCREEN, ACRYLIC & VINYL ROOMS Table 3A.1.4-110 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11 NSF Self Mating Sections 5'.0" 1 6'-0" Tributary Load Width'IM = Purlin Spacing 1 7'.0" 1 8'-0" 1 9'-0" 10'-0" Allowable Span'L' 1 bending 'b' or deflection 'd' 11'-0" 12'-0" 2" x 4" x 0.044 x 0.100" 2" x 4" x 0.044 x 0.100" 14'-6" d 13'-6" b 12'-0" b 11'-8" b 11'-0" b 10'-5" b 9'-11" b 9'-6" b 2" x 5" x 0.050" x 0.100" 17'-11" d 16'-8" b 15'-5" b 14'-5" b 13'-7" b 12'-11" b 12'4" b 11'-9" b 2" x 6" x 0.050" x 0.120" 21'-0" d 19'-3" b 17'-10" b 16'-8" b 15'-9" b 14'-11" b 14'-3" b 13'-8' b 2" x 7" x 0.055" x 0.120" 23'-9" b 21'-9" b 20'-1" b 18'-10" b 17'-9" b 16'-10" b 16'-0" b 15'-4" b 2" x 7" x 0.055" wl Insert 28%11" d 27'-3" d 25'-11" d 24-9." d 23'-7" b 22'-5" b 21'-4" b 20'-5" b 2" x 8" x 0.072" x 0.224" 29'-8" d 27'-11" d 25'-11" b 24'4" b '-11" b 21'-9" b 20'-9" b 19'-10" b 2" x 9" x 0.072" x 0.224" 32'-7" d 30'-5" b 28'-2" b 26'-4" b '-10" b 23'-7" b 22'-0" b 21'-6" b 2" x 9" x 0.082" x 0.310" 33'-9" d 31'-9" d 30'-2" d 28'-10" d !27'-3" b 25'-10" b 24'-8" b 23'-7"2" x 10" x 0.092" x 0.369" 40'-7" d 38'-3" d 36-4" d 34'-9" d2'-9" b 31'-1" b 29'-8" Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.1.4-120 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 seco-nd:wind gust at 120;MPH velocity; using design load of 13 #/SF Self Mating Sections 5'-V . 6'-0" Tributary Load Width 'W' = Purlln Spacing 7'-0" 1 8'-0" 1 9'4" 1 10'-0" 1 11'-0" Allowable Span 'L' / bending 'b' or deflection 'd' T 12'-0" 2" x 4" x 0.044 x 0.100" 13'-7" b 12'-5" b 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 2" x 5" x 0.050" x 0.100" 16'-10" b 15'-4" b 14'-2" b 13'-3" b 12'-0" b 11'-11" b 11'4" b 10'-10" .b 2" x 6" x 0.050" x 0.120" 19'-5" b 17'-9" b 16'-5" b 15'-0" b 14'-6" b 13'-9" b 13'-1" b 12'-7" b 2" x 7' x 0.055" x 0.120" 21'-11" b 19'-11" b 18'-6" b 17-4" b 16'-4" b 15'-0" b 14'-9' b 14'-2" b 2" x 7" x 0.055" w/ Insert 27'-5' d 25'-9" A 24'-6" d 2T -O" b 21'-8" b 2d-7' b 19'-8" b 18'-10" b 2" x 8" x 0.072" x0.224" 28'-1" d 25'-10"jb25-1 -11" b 22'-4" b 21'-1" b 19'-11" b 19'-1" b 18'-3" b 2" x 9" x 0.072" x 0.224" 30'-8" b 27'-11"1" b 24'-3" b 22'-10" b 21'-8" b 20'-2" x 9" x 0.082" x 0.310" 31'-11" d 30'-1"'-5" b 26'-7" b 25'-1' b 23'-9" b 22'x2" x 10" x 0.092" x 0.369" 38'-5" d 36-2"'-2" b 31'-11" b 30'•2" b 28'-7" b 27' Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214366. SOUTH DAYTONA. Ft. 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7678556 S 01AtNo PAGE Q COPYRIGKT2004 3A"22 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 4., Section 7 Design Statement: The roof systems designed for section 7 are Main Wind Force Resisting Systems and Components and Cladding. In conformance with the 2004 Florida Building Code such systems must be designed using loads for components & cladding. Thus, Section 7 uses several different categories of these loads as described below. All pressures shown in the table below are in PSF (#/SF). 1. Free-standing Structures with Mono -sloped Roofs with a minimum live load of 10 PSF except for 1408 and 150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-98 Section 6.5, Analytical Procedure. The loads assume a mean roof height of less than 30'; roof slope of 0° to 10°; I = 0.77 for open structures & 1.00 for all others. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. 2. Attached Covers such as carports, patio covers, gabled carports, and screen rooms with a minimum live load of 10 PSF except for 140B and 150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-98 Section 6.5, Analytical Procedure. Roof slope of 0° to 25""(+/- 10*); 1 = 1.00. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. 3. Glass & Modular Rooms design loads use a minimum live load of 20 PSF and wind loads are from ASCE 7-98 Section 6.5, Analytical Procedure and the 2004 Florida Building Code. The loads assume a mean roof height of less than 30'; roof slope of 20' to 30° (+/- 10'); 1= 1.00. a. Enclosed structural systems use a negative internal pressure coefficient = +/- 0.18. b. Partially Enclosed structural systems use a negative internal pressure coefficient = +/- 0.55. 4. Overhangs use a minimum live load of 20 PSF except for 140B and 150 MPH loads which are 30 PSF. Wind loads are from ASCE 7-98 Section 6.5, Analytical Procedure for Components & Cladding for' Enclosed or Partially Enclosed Structural Systems. The loads assume a mean roof height of less than 30'; roof slope of 20° to 30° (+/- 10*); 1 = 1.0. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. 5. 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. Conversion Table 7A Load Coversion Factors Based on Mean Roof Height of Host Structure For All Components Exposure "B" to "C" Mean Host Pans Composite Structure Height Panels 0-15, 0.91 0.94 15'-20' 0.88 0.92 20'- 25' 0.86 0.91 26 - 30' 0.85 0.89 Conversion Table 7B Conversion Based on Mean Height of Host Structure for Solid Roof Systems From Exposure 'B' to 'C' 7 ii Span Multiplier Mean Host Structure Height Load Multiplier Pans Composite Panels 0-15' 1.21 0.94 0.91 IT- 20' 1.29 0.92 0.88 20'- 25' 1.34 0.91 0.86 25'-30- 1.40 0.89 0.85 7 ii SECTION 7 SOLID ROOF PANEL PRODUCTS ALTERNATE CONNECTION: (3) #8 SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL #10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA 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 @ 2" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS SEALANT 7-/- HEADER (SEE NOTE BELOW) ROOF PANEL TO FASCIA DETAIL SCALE: 3" = l'-0" ROOF PANEL TO WALL DETAIL SCALE: 3" = l'-0" ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED -OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #8 x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #8 x 1/2" S.M.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.8556 PAGE © COPYRIGHT 2084 7-2 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SOLID ROOF PANEL PRODUCTS RIDGE CAP #8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS #8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: #8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER WHEN FASTENING PANELS OR PANS TO WOOD PLATES SCREWS SHALL HAVE A MINIMUM EMBEDMENT OF 1" CAULK ALL EXPOSED SCREW HEADS 8 WASHERS FOR COMPOSITE ROOFS: #10 x (t + 1/2") S.M.S. W/ 1-1/4"0 FENDER WASHERS @ 12" O.C. (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON-BEARING ELEMENT (SIDE WALLS) PAN ROOF ANCHORING DETAILS ROOF PANEL TO BEAM DETAIL SCALE: 3" = 1'-0" SECTION 7 SEALANT PAN HEADER (BREAK - FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION PAN OR COMPOSITE ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM FOR PAN ROOFS: (3) EACH #8 x 1/2" LONG S.M.S. PER 12" PANEL W/ 3/4" ALUMINUM PAN WASHER ROOF PANEL (PER TABLES SECTION 7) SUPPORTING BEAM (PER TABLES) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 3" = T-0" S ION aly. Of Ij�%�t� c�� Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 7676556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 7-21 W SECTION 7 I SOLID ROOF PANEL PRODUCTS Table 7.2.1 Allowable Spans for Elite Composite Roof Panels for Various Loads Elite Aluminum Corporation, Statewide Product Approval #FL1049 _. Manufacturers' Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density 3" x 48" x 0.024" Panels Fnnm Cnrn F D c aq ns uk. Wind Region Open Structures Mono -Sloped Roof 1&2 3, 4. span span span Screen Rooms 8 Attached Covers 1&2 3 :..:.4 span span span Glass & Modular Rooms Enclosed 182 1 3 4 span span span Overhang! Cantilever All Roofs 100 MPH 21'-4" 23'-10" 23'-0" 20:41" 22'-9" 21'-11" 15'-1" 17'-9" 16'-3"- 4'-0" 110 MPH 21'A" '23'-10" 23'-0" 18'-8" 20'-11" 20'-2" 13'-9" 15'-4" 14'-10" 4'-0" 120 MPH 20'A" 22'-9" 21'-11" 17'-5" 19'-5" 18'-10" 12'-0" 13'-11" 13'-6" 4'-0" 123 MPH 19'-6" 21'-10" 21'-1" 15'-11" 18'-11" 18'-3" 11'-8" 13'-8" 13'-2" 4'-0" 130 MPH 18'-0" 20'-2" 19'-5" 15:-1" •17'-9" 16'-3" 11'-1" 12'-11" 12'-6" 4'-0" 140 MPH 12'-4" 13'-9" 13'-3" 12'x" 13'-9" 13'-3" 10'-3" 11'-6" 11'-1" 4'-3" 150 MPH 12'-4" 13'-9" 13'-3" 12' 4" 13'-9" 13'-3" 9'-6" 10'-8" 10'-4" 3'-11" a x aa x u_uAti raneic Fnnm cnro F v c 01 n.... i- . Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms &'Attached Covers 1&2 • 3 '.4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang I Cantilever All Roofs 100 MPH 24'-11" 27'-11" 27'-0" 23'-10" 26'-8" 25'-9" 18'-8" 20'-10" 20'-2" 4'-0" 110 MPH 24'-11" 27'-11" 27'4" 21'-11" 24'-0" 23'-8" 16'-2" 19'-3" 18'-8" 4'-0" 120 MPH 23'-10" 26'-8" 25'-9" 20'-5" 22'-10" 22'-1" 14'-8" 17'-8" 15'-10" 4'-0" 123 MPH 22'-11" 25'-7" 24'-9" 19'-10" 22'-2" 21'-5" 14'A" 16'4" 15'-6" 4'-0" 130 MPH 21'-2" 23'-7" 22'-10" 18'-8" 20'-10" 20'-2" 13'-7" 15'-2" 14'-8" 4'-0" 140 MPH 14'-5" 16'-2" 15'-7" 14'-5" • 16-2" 15'-7" 12'-8" 14'-2" 13'-8" 4'-0" 150 MPH 14'-5" 16'-2" 154" 14'-5" 1 6'-2" 15" '-7 11'-2" 13'-2" 12'-9" 4'-0" a x an x u_um- rnnosc Fnnm cnro � W s a� n-ift. Wind Region Open Structures -Mo -Sloped Roof 182 3 4 span span span Screen Rooms & Attached Covers 1&2 3 ' 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 23'-5" 26'-2" 25'-3" 22'-3" • 24'-11" 1 24'-1" 17'-5" 19'-0" 18'-10" 4'-0" 110 MPH 23'-5" 26'-2" 25'-3" 20'-6" 22'-11" 22'-2" 15'-1" 18'-0" 17'-5" 4'-0" 120 MPH 22'-3" 24'-11" 24'-1" 19'-1" 21'A" 20'-7" 13'-9" 15'A" 14'-10" 4'-0" 123 MPH 21'-5" 23'-11" 23'-2" 18'-0" 20'-9" 20'-0" 13'-5" 14'-11" 14'-6" 4'-0" 130 MPH 19'-9" 22'-1" 21'A" 17'-5" 19'-0" 18'-10" 12'-8" 14'-2" 13'-8" 4'-0" 140 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 14'-7" 11'-3" 13'-3" 12'-9" 4'-0" 150 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 14'-7" 10'-5" 12'A" 1 V-4" 4'-0" 4" x A11- x n_n3n" Panelc Fnam Cnre F P R 81 rlancil-a Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3.. -.4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 26'-11" 30'-1" 29'-1" 25'-8" 28'-9" 27'-9" 20'-1" 22'-5" 21'-8" 4'-0" 110 MPH 26'-11" 30'-1" 29'-1" 23'-8" 26'-5"' 25'-6" 18'-7." 20'-9" 20'-1" 4'-0" 120 MPH 25'-8" 28'-9" 27'-9" 21'-11" 24'-7" 23'-9" 15'-10" • 19'-1" 18'-5" 4'4" �► 123 MPH 24'-8" 27'-7" 26'-8" 21'4" 23'-11" 23'-1" 15'-5" 18'-6" 17'-11" 4'-0" 130 MPH 22'-9" 25'-5" 24'-7" 20'-1" 22'-5"- 21'-8" 14'-7" 17'-5" 15'-9" 4'-0" 140 MPH 15'-7" 17'-5" 16'-10" 15'-7" 17'-5" 16'-10" 13'-8" 15'-3" 14'-9" 4-:9- 150 MPH 15'-7" 17'-5" 16'-10" 15'-7" 17'-5" 16'-10" 12'-8" 14'-2" 13'-9" 4'-0" yob lk i. Of Note: Total roof panel width = room width + wall width;+ overhang Lawrence E. Bennett, P.E. FL # 16644 ELI E �� . CIVIL ENGINEER - DEVELOPMENT CONSULTANT Elite Aluminum .Corporation P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 1801 N.W. 64th Street Panel Pioducls FAX: (386) 767-65% Ft. Lauderdale, FL 33309 Tel: (954) 491-3700 Fax: (954) 491-1433 PAGE © COPYRIGHT 2004 7-34 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I VID n FASTENERS SECTION 9 CONCRETE EXPANSION DRIVE NAIL SPIKE "'SCREW T -BOLT BOLT eklruno CONCRETE AND MASONRY ANCHORS SCALE: N.T.S. SHEET METAL HEX HEAD MACHINE SCREWS TEK SCREW LAG SCREW BOLT FASTENERS L TLENJI �NED METAL ASTENERS �%f 00 SCALE: N.T.S. O NOTES: ALTERNATIVE FASTENERS MAY BE USED AS SHOWN IN THE DETAILS HEREIN, AND MUST MEET OR EXCEED THE SAFE WORKING LOAD VALUES SPECIFIED BY THE MANUFACTURER, AND SHALL BE APPROVED BY THE BUILDING OFFICIAL Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 PAGE © COPYRIGHT am NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 9-1 SECTION 9 1 FASTENERS Table 9.1 Allowable Loads for Concrete Anchors Screw Size d = diameter Embedment Depth (in.) Min. Edge Dist. 8 Anchor Spacing I Sd (in.) Allowable Loads Tenslon I Shear 6d ZAMAC NAILIN (Drive Anchors) 7d 114" 1-1/2" 1-114" 273# 236# 2" 1-1/4" 316# 236# 1.18 2.00 TAPPER (Concrete Screws) 1.21 - 12d 3116" 1-1/4" 15/16" 288# 167# 1-3/4" 15/16" 371# 259# 0,114" 2 1-1/4" 1-1/4" 427# 200# 1-3/4" 1-1/4' 544# '216# 318" 1-1/2" 1-7/8" 511# 402# 1-3/4" 3-3/8" 703# 455# POWER BOLT (Expansion Bolt 114" 2" 1-114 624# 261# 5116" 3" 1-718" 936# 751# 3/8" 3-1/2" 1-7/8" 1,575# 1,425# 112" 5" 2-1/2" 2,332# 2,22D# POWER STUD (Wedge AnchorI 1/4" 2-3/4" 1-1/4" 812# 326# 318" 4-1/4" 1-718 1,358# 921# 112" 6" -2-1/2" 2,271# 1,218# 518" 7" 2-114" 3,288# 2,202# Notes: 1. Concrete screws are limited to 2" embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to ravel may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 for wind bad. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. 8. A 133% increase has been applied because wind uplift is only load. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2" x 6" beam with: spacing = 7'-0" O.C., allowed span = 20'-5" (Table 1.1) UPLIFT LOAD - 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 1!2(20.42') x 7' x 10# / Sq. Ft. ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Rawl Products' allowable bads for 2,500 p.s.i. concrete. Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 1.21 - 12d 1.25 I - Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 7674558 PAGE ® COPYRIGHT 2004 9-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. FASTENERS Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6063 T-6 Alloy Aluminum Framing (As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi SECTION 9 Screw Allowable Tensile Loads on Screws for Nominal Wall Thickness ('tj (lbs.) Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" #8 0.164" 182 207 228 298 340 381 - #10 0.190" 211 240 264 345 393 441 - #12 0.210" 233 265 292 382 435 488 - #14 0.250" 278 316 347 455 518 581 789 1/4" 0.240" 267 303 333 436 497 558 758 5116" 0.3125" 347 395 43.4 568 647 726 986 318" 0.375" 417 473 521 682 776 871 1,184 1/2" 0.50" 556 631 694 909 1,035 1,162 1,578 Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (Ibs.) Screw ' Single Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" #8 0.164" 175 199 219 286 325 366 - #10 0.190" 203 230 253 332 378 424 #12 0.210" 224 255 280 367 418 438 - #14 0.250" 267 303 333 436 497 558 758 114" 0.240" 256 291 320 419 477 535 727 5/16" 0.3125" 333 379 417 546 521 697 941 318" 0.375" 400 455 500 655 745 836 1,135 112" 0.50" 533 606 657 873 1 994 1,115 1 1,515 Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (lbs.) Screw Double Shear Size I Nd 0.044" 0.050" 0.055" 0.072" 1 0.082" 0.092" 0.125" #8 1 0.164" 350 398 438 572 652 732 - #10 1 0.190" 406 460 506 664 756 848 - #12 1 0.210" 448 510 560 734 836 B76 #14 1 0.250" 534 606 666 872 994 1116 1516 1/4" 0.240" 512 562 640 838 954 1070 1454 5116" 0.3125" 666 758 834 1092 1242 1394 1894 318" 0.375" 800 910 1000 1310 1490 1672 2272 112" 0.50" 1066 1212 1334 1746 1988 2230 3030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor. A specifications in drawings. jjtNN ) 3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel. ���� ®* C Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. _BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 9"5 FASTENERS Tahla Q 7 Aluminum Rivets with Aluminum or Steel Mandrel Table 9.8 Alternative Angle and Anchor Systems for Beams A—h—rl ♦ra WnIle l Inrinhtc nr r nrrlPr RP_amC Aluminum Mandrel Steel Mandrel Rivet Diameter Tension (lbs.) Shear Tension (lbs.) Shear 118" 129 176 210 325 5/32" 187 263 340 490 3/16" 262 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams A—h—rl ♦ra WnIle l Inrinhtc nr r nrrlPr RP_amC nose: S of SGr6W5 W uC0I11, wan, 01 V. F— —4.. w a.cyan v. vcc.. •. Table 9.9 Minimum Anchor Size for Extrusions Maximum Screw / Anchor Size Extrusion Type Size Description To Wall To Upright / Beam Angle 1" x 1" x 0.045" 3/16" #10 Angle 1" x 1" x 1/16'(0.063") 3/16" #12 Angle 1" x 1" x 1/8" 0.125" 3/16" #12 Angle 1-1/2" x 1-112" 1/16" 0.062" 1/4" #12 Angle 1-1/2"x 1-112" 3/16"(0.188") 1/4" #14 Angle 1-1/2"x 1-1/2" 1/8"(0.062") 1/4" #14 Angle 1-3/4"x 1-3/4"x 1/8"(0.125") 1/4" #14 Angle 2" x 2" x 0.093" 3/8" 318" Angle 2" x 2" x 1/8"(0.125") 5/16" 5/16" Angle 2" x 2" x 3116"(0.313") 1/2" 1/2" U -Channel 1-3/4" x 1-3/4" x 1-3/4" x 1/8" 3/8" 1 #14 U -channel 1" x 2-1/8" x 1" x 0.050" 5/16" 5116 U -channel 1-1/2" x 2-1/8" x 1-112" x 0.043" 1/2" #14 nose: S of SGr6W5 W uC0I11, wan, 01 V. F— —4.. w a.cyan v. vcc.. •. Table 9.9 Minimum Anchor Size for Extrusions nvM: Wall, beam and upright minimum anchor sizes shall be used for super gutter connections. SECTION 9 1 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 21104 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 9-7 Wall Connection Extrusions Wall Metal Upright Concrete .Wood 2"x 10" 1/4" #14 1/4" 1/4" 2" x 9" 114" #14 1/4" 1/4" 2" x 8" 1/4" #12 1/4" #12 2" x 7" 3/16" 1 #10 3/16" #10 2" x 6" or less 3/16" 1 #8 3/16" 1 #8 nvM: Wall, beam and upright minimum anchor sizes shall be used for super gutter connections. SECTION 9 1 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 21104 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 9-7 SECTION 9 FASTENERS Table 9.10 Alternative Anchor Selection Factors for Anchor/ Screw Sizes Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors (concrete screws: 2" maximum embedment) Anchor Size 3116" 1/4" 3/8" Metal to Metal 0.50 4L1/4'-'J+r 0.83 1.00 Anchor Size #8 #10 012 #14' 5116" 318" #8 1.00 0.80 0.58 0.46 0.27 0.21 .0;010., 0.80 1.00 0.72 0.57 0.33 0.26 012 0.58 0.72 1.00 0.78 0.46 0.36 ,414. 0.46 0.57 0.78 1.00 0.59 0.46 5116" 0.27 0.33 0.46 0.59 1.00 0.79 3/8" 0.21 0.26 0.36 0.58 0.79 1 1.00 Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors (concrete screws: 2" maximum embedment) Anchor Size 3116" 1/4" 3/8" 3/16" 1.00 0.83 0.50 4L1/4'-'J+r 0.83 1.00 0.59 318" 0.50 0.59 1.00 Dyna Bolts (1-5/8" and 2-1/4" embedment respectively) Anchor 3/16" 1/2" Size 3/16" 1.00 0.46 1/2" 0.46 1.00 Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even number of screws. Example: If (10) #8 screws are required, the number of #10 screws desired is: 0.8x10=(8)#10 to AN I Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 21438B, SOUTH DAYTONA, Ft. 32121 TELEPHONE: (386) 787.4774 FAX: (386) 787.4558 PAGE ® COPYRIGHT 2004 9-$ NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. January 01, 2006 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767=4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering "ALUMINUM STRUCTURES DESIGN MANUAL" 2004 edition & 2006 edition Dear Building Official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my 2004 ed "ALUMINUM STRUCTURES DESIGN MANUAL" during the year 2006. When we publish and distribute the 2006 ed of the "ALUMINUM STRUCTURES DESIGN MANUAL", they will be authorized to use that manual for the remainder of 2006. Our authorization is based on a January to January basis requardless of the edition of the manual. This -authorization also applies to contractor master file drawings, " ONE PERMIT ONLY" drawings or any "site specific" drawings that I may furnish the contractor. Timothy J. Orie SC C056770 Superior Aluminum 3005 Forsyth Road Winter Park, FL 32792 They are hereby added to my 2006.MASTERFILE LIST Should you have an uestions please contact me at your convenience. Sincerely-, ID Of L awr � : �gennre/� , '. _PE . # 16 6 4 4 ��tS