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HomeMy WebLinkAbout102 Paddock CtA goot� Permit # : T RECEIVE® CITY OF SANFORD PERMIT APPLICATION MAY 15 2006 / J n Date: S� �/ - (') p Job Address: J -0� /!7 ���C d i, tyyt -,3911 �? Description of Work: Ca&.QQ4-a?/dvo Historic District: Zoning: Value of Work: $T''� 5-60 0� Recti '%-'q Permit Type: Building ✓ Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole! Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: /__2 ",x) d - e50 - so 0 — 6/30 /} 00 0 (Attach Proof of Ownership & Legal Description) Owners Name & Address: 1J0"VAk D .4/Z 19 Contractor Name & Phone & Fax: Ili Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: iL 0 7 -IQ J+ V. �1 0 0 3qq a -773 State License Number: N,?yc s-6 -/0 Conta Person: Phone: 07 - Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. 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 pert verificati n th t I w' not the owner of the property of the requirements of Florida Lien Law, FS 713. ol re of Owner/ gent Date Si lure of Contractor/ nt Date LntOwr/A ent's Name Print Contractor/Agent's Name y:7gt r ignat e of Notary -State of Florida Date Signature of Notary(itate ofJFlorida Date g � Personally Known to Me or Contractor/Agent is Personally Known to Me or I)wner/Agent is _ '?+ $ •- _✓Produced ID .D L Produced ID ? r r w.uu-N- 1"fq'C9lt?R4lON APPROVED BY: Bldg: Lon' ���/O6Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Q T 0 oc��„f t9 5 j"0 minole County Property Appraiser Get Information by Parcel Number OAYID joHNSQN.CrA. ASA PROPERTY Y APPRAISER SEMINOLE COUNTY FL. 1101E. FIRST ST SAMFORD, FL 327 71-1 46$ 407.665-7506 GENERAL Parcel Id: 12-20-30-300-0130-0000 Owner: CARRIAGE COVE LLC Own/Addr: #12-311 Mailing Address: 7777 N WICKHAM RD City,State,ZipCode: MELBOURNE FL 32940 Property Address: 751 LAKE MARY BLVD E Facility Name: CARRIAGE COVE MH PARK Tax District: S1-SANFORD Exemptions: Dor: 28 -MOBILE HOME PARK SALES Deed Date Book Page Amount Vac/Imp Qualified Find Sales within this DOR Code .ur'v . -- 2006 WORKING VALUE SUMMARY Value Method: Income Number of Buildings: 3 Depreciated Bldg Value: $0 Depreciated EXFT Value: $0 Land Value (Market): $0 Land Value Ag: $0 Just/Market Value: $5.810,327 " Assessed Value (SOH): $5,810,327 Exempt Value: $0 Taxable Value: $5,810,327 Tax Estimator (' Income Approach used.) 2005 VALUE SUMMARY 2005 Tax Bill Amount: $115,651 2005 Taxable Value: $5,795,584 DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LEGAL DESCRIPTION SEC 12 TWP 20S RGE 30E BEG SW COR RUN N 2 DEG 43 MIN 35 SEC E 97.16 FT NELY ALONG CURVE 263.3 FTN58DEG 1 MIN 47 SEC E1814.96 FT NELY ALONG CURVE 285.74 FT E 600 FT LAND S 280 FT W 660 FT S 990 Land Assess Frontage Depth Land Unit Land FT W 1974.56 FT TO BEG & IN 13-20-30 N 112 Method Units Price Value OF NW 1/4 OF NW 1/4 & E 2/3 OF SE 1/4 OF NW 1/4 OF NW LOT 0 0 120.000 5,927.00 $711,240 1/4 & E 213 OF NE 114 OF SW 1/4 OF NW 1/4 LOT 0 0 356.000 5,927.00 $2,110,012 (LESS E 25 FT FOR RD) & BEG SW COR OF ACREAGE 0 0 17.000 20.00 $340 NE 1/4 OF NW 1/4 RUN E 258 FTN 141 FT N 86 DEG E 237.2 FT N 38 DEG 47 MIN E ALONG RNV 326 FT S 86 DEG W 32.5 FT N TO NE COR OF NW 1/4 OF NE 1/4 OF NW 1/4 W 660 FT TO NW COR OF NE 114 OF NW 114 S 1329 FT TO BEG (LESS RD) BUILDING INFORMATION Bid Bid Est. Cost Num Bid Class Year Fixtures GSF$ Stories Ext Wali Value New MASONRYCONCRETE BLOCK -STUCCO - $202,463 $313,896 1 PILAS 1974 12 3,022 1 MASONRY Subsection 1 Sqft BASE SEMI FINISHED / 462 Subsection / Sgft OPEN PORCH FINISHED 132 MASONRYCONCRETE BLOCK -STUCCO - $38,592 $59,832 2 PILAS 1974 2 576 1 MASONRY - __�—���n�nZnnlll 2M(1Ml 5/R/1n0 6 Appraiser Get Information,by Parcel Number &inole, County Property pp MASONRY 3 PILAS CONCRETE BLOCK -STUCCO - $65,126 $100,971 1974 4 984 1 MASONRY EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New WOOD WALKWAY 1979 2,040 $4,080 $10,200 POOL COMMERCIAL 1979 225 $2,520 $6,300 COOL DECK PATIO 1979 4,148 $5,807 $14,518 OVERRIDE 1979 192 $403 $403 WALKS CONC COMM 1979 6,218 $4,974 $12,436 COMMERCIAL ASPHALT DR 2 IN 1979 84,468 $28,043 $70,108 PATIO CONC COMM 1979 6,345 $5,076 $12,690 COMMERCIAL CONCRETE DR 4 IN 1979 16,992 $13,594 $33,984 !lues shown are NOT certified values and therefore are subject to change before beim tax purposes. if for _,_,��n�nzru�nl�nnnnn SfR»006 I lyis ins11mincl", Incparcd by: Richard H Zapf 2867 Stonewall Place it )17 Sanford, F132773 Permit No. NOTICE OF CO 0 STATE OF FLORIDA COUNTY OF: 12 THE UNDERSIGNED hereby gives notice that improvements will accordance with Chapter 713, Florida Statutes, the following inform; Commencement 1. Description of property: (legal description of property, nlid streot MEETS & BOUNDS 2. General d%lWkfj of Improvement - 3. Owner information: a. Name and address - DONALD ARY 102 PADDOCK CT SANFORD, FI 32773 b. Interest in property - c. Name and address of fee simple titleholder (if other than 4. Contractor: Exterior Homesavers, Inc. 2867 Stonewall Place)$: its Sanford. Fl 32773 407-322-6149 SCC 056734 5 --Surety a. Name and address - b. Amount of bond $ i. Lender: (name and address) it 7. Persons within the State of Florida designated by Owner upon whom rovlded by Section 713.13(l)(a)7., Florida Statutes: (name and address) . In addition to himself, Owner designates the following person(s) to rovlded in Section 713.13(1)(b), Florida Statutes: (name and address) �. Expiration date of notice of commencement (the expiration date is I fi'erent date is succified) ,................� Norn to and subscribed berdre me Its- day of �"'^ R "1 °1 v���' � Til e e Jtary's Nam _, . )t9S'y s Commission Explries: iuoen.aap»..: iiaxi - roa n sci .x:10._14 ii['_a7499 iid1§IV ui;,.lt 4� uti , t#€iFFluw ww3r_t tt-Ew tr= C-erl, i a c 06,t? fr SC al, 11n'1. PCNs - co.Y,p,.tao.� rtoef - s a�� O v ���ct, v►� w KIt (6 00 '1 IS�r �cjr ►� o s' 1 x :t fl L vm Nur / to Q.C, 115 T Pa ►�+ 6- I6 SP�� o' 310'a i' i S� a C�OOOL i �a .1��(i i SNFl1 f19F vs slog' FILUM, �6� 0.C, vir4L S191f4C- SECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS General Notes and Specifications: 1. Certain of the following structures are designed to be married to block and wood frame 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 owner or contractor has a question about the host structure, the owner (at his own expense) shall hire an architect, engineer, or a certified home inspection company to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 20' 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 / additions involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home built prior to 1994 shall use "fourth wall construction" or shall provide detailed plans of the mobile / manufactured home along with addition plans for site specific review and seal by the engineer. This applies to all utility sheds, carports, and / or other structures to be attached. b. Fourth wall construction means the addition shallbe 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. All fourth wall frames shall have knee braces on both fourth wall frame and outer wall frame @ each end when attaching to a slab. If post is set in concrete isolated footing, no knee brace is required. c. For mobile / manufactured homes built after.1994, structures may be attached, provided the project 'follows the plan provided in this manual. The contractor / owner shall provide verification that the structural system of the..host structure is adequate for the addition to be attached. d. Any attachment that extends more than 20' from a mobile /manufactured home wall shall require site specific engineering. The 20' is measured from the mobile / manufactured home to the outside of the beam wall and does not include overhang. 5. Section 7 contains span tables and attachment details for pans and composite panels. 6. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head. 7. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 8. If posts are set in concrete and the carport is attached to a host structure, knee braces are not required. 9. For existing mobile homes that have existing structures attached to them that are to be altered or added to, a fourth wall shall not be required unless the addition or alteration adds more than 50 % of the assessed value of the existing home. 10. For high velocity hurricane zones the minimum live load /applied load shall be 30 PSF. 11. For Design Check List and Inspection Guides for Attached & Free -Standing Covers and Utility Sheds, see Appendix (Section 10). 12. Spans may be interpolated between values but not extrapolated outside values.. 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. 2-i SCREEN, ACRYLIC & INTERIOR BEAM (SEE TABLES 3A.1.3) vq�z ROOMS %5 SPF 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. 4 1„ Lawrence E. Bennett,-P.E.-'FL # 16644 CML ENGINEER • D8Vl, PL 1aNTCONSULTANT • P.O.00X 311S6'%`s NTH OAYf OfK Fl fYt .. . TELEPHOI ,t3ll!Ii:4774 FAX (7CG) 707851 3A -i NOT To 08 RpMOOUCW IN VO4OLZ OR IN PMT. W RMOUT TMG Y#Mrr RN P6R1A1 MON OF LAWRO CG 1L 20*9" P.L t SCREEN, ACRYLIC & VINYL. ROOMS SECTION 3A COMPOSITE ROOF PANELS: (4)1/4' x 4' LAG BOLTS W/ R RP S ATTACHED 1-1/4' FENDER WASHERS PER HAP 7 4'-0' PANEL ACROSS THE FRONT AND 24.O.C. ALONG SIDES HEADER ATTACHED TO POST 2' x 2' OR 2' x 3' HOLLOW-- W/ MIN. (3) #10 x 1-1/Y S.M.S. IN SCREW BOSSES GIRT AND KICK PLATE 2' x 20' HOLLOW RAIL 2'x2',2'x3'OR3"x2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3)#10 x 1/2S.M.S. IN SCREW BOSSES'' 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" l' x 2' OPEN BACK BOTTOM RAIL. 1/44' x 2-1/4' MASONRY ANCHOR @ 6' FROM EACH POST AND 24' O.C. (MAX.) Lawrence E. Bennett, P.E. FL # 16644 t I P.O. Sox rn aamr PAW 0 3A Nor �o as = aR rr►ear oaut net}roarly/ ao� of MOM= a. aawwt ®.L SECTION 7 SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS I r EXISTING TRUSS OR RAFTER #10 x 1-112" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 314' S.M.S. OR WOOD SCREW SPACED @ 12" O.C. ROOF PANEL TO FASCIA DETAIL SCALE: 3"= V-0" EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE 114" x 1-114" MASONRY ANCHOR OR EQUAL @ 24' O.C. FOR WOOD USE #10 x 1-112" S.M.S. OR WOOD SCREWS @ i #8 x 112" S.M.S. SPACED @ 8" O.C. BOTH SIDE$ CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA #8 x 112" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ia7 ROOF PANEL ROOF PANEL TO WALL DETAIL SCALE: 3'1= 1'-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 "Y. 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: 100-123 130 140 150 #8 #10 #12 #12 1° Lawrence E. Bennett, P.E. FL # 16644 cmL QNGmweR.OFmondimrcom rANT P O. BOX 21&M. SOUTH OAYTONA. FL 32121 Twpeow- (m 70.4774 sAX: (M) 7674M tz co"Ro a1T U" I I TO Ot BEPROOUCEO 1N vngoLF OR w N PRAT wirHOUT ME wprrr P6wMS0ON OF %AWM,4= L Wgff. P.F. I A SOLID ROOF PANEL PRODUCTS RIDGE CAP #8 x 9116" TEK SCREWS @ PAN RIBS EACH SIDE ;AULK ALL EXPOSED SCREW HEADS & WASHERS #8 x 112" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: #8 x 1-114" SCRE'NS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER ROOF PANEL TO BEAM DETAIL WHEN FASTE.;ING PANELS OR PANS TOPLATES SCRE'; i S HAVE A NI!NI�iIUM. E%:2E7-':ME^:T OF CAULK ALL EXPOSED SCREW u ViAS•H..ERS FOR COMPOSITE ROOFS: "10 x (t + 1i2") S.N1.S. W/ 1-114"0 FEN' ER'NASHERS @ 12. O.0 (LENGTH = PANE: THICKNESS + 1") C. ROOF BEARING ELEMENT (SHOD J.N) AND 24" O.C. @ NON-BEARING EILENIENT (SIDE WALLS) SCALE: 3"= V-0" SECTION 7 EALANT AN HEADER (BREAK- ORNIED OR EXT.) iEADERS AND PANELS ON 30TH SIDES OF BEAM FOR 3ABLED APPLICATION PAN OR COMPOSITE ROOF PANEL #3 x 112" S.M.S. (3) PER PAN ALONG PAN BOTTOM i rOR P _o: 3 (3) EA I , PER' ?•� T� J: 112" LONAI G S.S. V%j! „1e" J P ti WASH _R rPK,OF PANEL (PER TABLES SECTION') SUPPORTING BEAM (PER TABLES) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 3'= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CrvfL gmG sp . agvnopmem.7commArmr o. sox 214" s*Qv)0^YTQ"x R 32 3' I v.x: t�wl ntr�ea i s �.v•p. »4Ca•.��U•.e...+.C�lJq-to s.Ar.lil "o0e�l►v+�4�Ct i4► R'.y4 7-21 '`SECTION 7 SOLID ROOF PANEL PRODUCTS Table 7.2.1 Allowable Spans for Elite Composite Roof Panels for Various Loads Elite Aluminum Corporation de Product Approval IFU 049 nufacturers' Pro rieta oducts: Alum r 4dloy-3.1 5 H44 or H-25 Foam Core E.P.S. 01 Density P ry 3"x48" x 0.024" Pa oam Core -S. 111 Density Region 18-2 3 4 span span span 1&2 3 span span em 4 span Enclosed 1&2 3 4 span span span Cantilever All Roofs 1 1'-4' 24'-11" 23'-10" 23'-0" 23'-10" 2'-9" 21'-11" 15'-1" 1T-9' 16'-3' 4'-W 110 M '-4" 23'-10" 23'-0' 18'_ ' '-11' '29-2* 13'-9" 15'4" 14'-10" 4'-0" 20'-4" 22'-9' 21'-11 25'-9" 19'-5' 18'-10' 12'-6" 13'-11" 13'-6" 4'-W 123 MPH 19'S" 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" 1T-9" 16'-3' 11'-1" 12'-11" 12'-0' 4'-0' 140 MPH 12'-4" 13'-9' 13'-3" 1Z-4" 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" T-11- 1- v. AY" - n nln" D...1. Cno... r nro F D Q. 111 naneifv Wind Region Open Structures Mono -Sloped Roof 18-2 3 4 span span span Screen. Rooms & Attached Covers 18.2 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" 2T-11" 27'-0" 23'-10" 26'-8" 25'-9" .18'-8" , 20'-10" 20'-2" 4--0- 110 MPH 24'-11" 27'-11' 2T-0- 21'-11" 24'-6" 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' 1T-8' 15'-10" 4'-0' 123 MPH 22'-11" 25'-7' 24'-9" 19'-10' ?.2'-2" 21'-5" 14'-4" 16'-0" 15'-0" 4'-0" 130 MPH 21'-2" 23'-7" 22'-10" 18'-8" 20'-10" 20'-2" 13'-7" 15'-2" 14'-8" 4'-G' 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" 15'-7" 14'-5' 16'-2" 15'-7" 11'-2' 13'-2' 12'-9" 4'-0' A-- .- AC-- .. n MfA-- 0 --- 1. C...�.... rw C D Q fk1 r%- .ifv . Wind Region Open Structures . Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang 1 Cantilever All Roofs 1&2 3 4 1&2 3 4 1&2 3 4 span span span span span span span span span 100 MPH 23'-5" 26'-2' 25'-3' 22'-3" 24'-11" 24'-1". 17'-5" 19'-6" 18'-10". 4--0- 110 MPH 23'-5" 26'-2" 25'-3" 20'-6" 22'-11" 22'-2" 15'-1" 18'-0" 1T-5" 4'-0" 120 MPH 22'-3' 24'-11 24'-1" 19'-1" 21'-4' 20'-7" 13'-9" 15'-4' 14'-10" 4'-0" 123 MPH 21'-5' 23'-11" 23'-2" 18'-0" 20'-9" 20'-0" 13'-5' 1'4'-11" 14'-0" 4'-0' 130 MPH 19'-9" 22'-1"L14'-7- " 17'-5' 191-6" 18'-10" 12'-8" 14'-2" 13'-8" 4'-0' 140 MPH 13'-6" 15'-1' 15'-7" 13'-6"15'-1" 16'-10" 14'-7" 11'-3" 13'-3" 12'-9" 4'-0" 150 MPH 13'-6" 15'-1'" 13'-0" 15--1" 14'-7" 10'-S 12'-4" 11'-4' 4'-0" ---I- C__�- f----. C O Q 01 Wlnd Region Open Structures Mono -Slope 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 F Cantilever Ail Roots 100 MPH _ 26'-11" 30'-1' 29'-1" 25'=8' 28'-9" 2T-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' 2T-9" 21'-11" 24'-7' 23'-9" 15'-10' 19'-1" 18'-5" 4'-0" 123 MPH 24'-8" 2T-7" . 26'-8- 21'-4" 23'-11` 23'-1' 15'-5" 18'-6- iT-11" 4'-0- 130 MPH 27-9' 25'-5" 24'-7" 20'-1" 22'-5" 21'-8" 14'-7' 1T-5" 15'-9" 4.0 140 MPH 15'-7" 1T-5' 16'-10' 15'-7" 1T-5" 16'-10" 13' 8" 1b'-3' 14'-9" 4'.W ' 150 MPH 15'-7" 1 T-5' 16 -10' res Screen R 'Glass &Modular Rooms 'Overhang 1 In Mono -Sloped Roof & Note: To(a! roof panel width a room width + wall width + overhang ELM - Lawrence E. Bennett, P.E. FL # 16644 ° 9A, CIVIL ENGINEER -DEVELOPMENT C4VvSULTA'tElite +_ Aiuinlnurri"C0 01'atjOn r P.O. BOX 214368. SOUTH DAYTONA, FL 32121 r:.. 1801 N.W.841I1_Q d%%~, TELEPHONE: (366)767.1''1 PantsPrtMueb Ft. laudeldele, FL FAX: (386)7678.5$6 ON) 4 Tel: (954) 491-3700 F� (9134) 491-1433 PARE © COPYRIGKT 20MI 7-34 140T TO 9E REPRO:.U,:LO IN',•►-OLF. OR -N F.V4' WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E- BOOM. PA F--,________-__,_ .._ . ___s_.._.._.w SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS Table 3A.1.1-110 Allowable Edge Beam Spans -Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11 #ISF (36 NSF for Max. Cantilever) 3 T-6 2" x 2" x 0.044" 2" x 2" x 0.055" ax. Span 'L' / (bending b' or deflection 'en Load Max. Span 'L' I bendin b' or deflection'dl 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. ii Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER- OEVELOPMENTCONSULTANT P.O. BOX 214360, SOUTH DAYTOI A, FL 32121 TELEPHONE: (308) W-4774 FAX: (306) 767 688 PAGE ® COPYRKiHT 2606 3A-10 NOT TO BE REPRODUCED IN WHOLE OR IN PAPT WITHOUT THE WRrr EN PERMISSION OF LAWRENCE E BENNETT. P.E. N Width (ft.) 1 & 2 Span 3 Span 4 Span Cantilever ever Wim (n) 1 8 2 Span 3 Span 4 Span Cantilever 5 V-4" d 6-7' d 6'-9" d 1'-1" d 5 5'-8" d 6'-11" d T-1" d 1'-2" d 8 2 5'-0" d D 6'-2" d 6'-4' d 1'-0" d 6 5'-4" d 6'-7" d 6'-8" d 1'-1" d 7 - d 5'-11" d 5'-11' b 0'-11" d 7 5'-1" d 6'-3' d 6'-4" d 1'-0" d 8 4'-7' d 5'-8" d 5'-T b 0'-11" d 8 4'-10" d 5'-11" d 6'-1" b 0'-11" d 9 4'-5" d 5'-5" d 5'-3" b 0'-10' d 9 4'-8" d 5'-9" d T-9" b 0'-11" d 10 4'-3" d 5'-2" b 4'-11" b 0'-10" d ' 10 4'-6" d 5'-0" d 5'-5" b 0'-11" d 11 4'-1" d 4'-11" b 4'-9" b 0'-10" d 11 4'-4" d 5'4" d 5'-2" b 0'-10' d 12 T-11' d 4'-8" b 4'-T b 0'-10" d 12 4'-3" d 5'-2" b 4'-11" b 0'-10" d 3" x 2" x 0.045" 3" x 2" x 0.070" Load Width (ft.) Max. Span 'L' I (bending 1 8 2 Span 3 Span W or deflection'd 4 Span Max' Cantilever Load Max. Span 'L' I (bending 'b' or deflection 'd Width (ft.) 1 & 2 Span 3 Span 4 Span Max' Cantilever 5 6'-0" d T-5" d 7'-7" d 1'-2" d 5 6'-9" d 8'-5" d 8'-7" d 1'-4" d 6 5'-8' d T-0" d 7'-2" d 1'-2" d 6 6'-5" d T-11" d 8'-0" d 1'-3" d 7 5'-5" d 6'-8" d 6'-10" d 1'-1" d 7 6'-1" d T-6" d T-8" d 1'-3' d 8 5'-2' d 6'-4" d 6'-0" d 1'-0" d 8 5'-10" d 7'-2" d 7'-4" d 1'-2" d 9 4'-11" d. 6'-2" d 6'-3" d 0'-11" d 9 5'-7" d 6'-11' d 7'-0" d l'-1" d 10 4'-9" d 5'-11" d 5'-11" b 1 0'-11' d 10 5'-5" d 6'-8" d 6'-9" d 1'-1" d 11 4'-8" d 5'-9" d . 5'-8" b 0'-11" d 11 5'-3" d 6'-5" d 6'-7" d 1'-0" d 12 4'-0' d 5'-7" d 5'-5' b 1 0'-11* d 12 5'-1" d 6'-3" d 6'-5" d 1'-0" d 2" x 3" x 0.045" 2" x 4" x 0.050" Load Width (ft') Max. Spa I (bending 1 8 2 Span 3 Span 'b' or deflection' 4 Span Max. Cantilever Load Max. Spa I bendin Width (ft.) i L 2 Span 3 Span 'b' or deflection' 4 Span Max. Cantilever 5 7'-0" d 9'-3" d 9'-5" d 1'-6' d 5 9'-8" d 11'-11" d 12'-2" b 1'-11" d 6 T-0' d 8'$' d 8'-8" b 1'-5" d 6 9'-1' d 11'-3" d 11'-1" b 1'-10" d 7 6'-8" d 8'-3" d 8'-1" b 1'4' d 7 8'-8" d 10'-8" b 10'-3" b 1'-9" d 8 6'-5' d T-9" b 7'-0" b 1'-3" d 8 8'-3" d 9'-11" b 9'-7" b 1'-8' d 9 6'-2' d T-4" b T-1" b 1'-3" d 9 T-11" d 9'-5'b 9'-1" b 1'-7" d 10 5'-11" d 6'-11" b 6'-9" b 1'-2" d 10 T-8" d 8'-11" b 8'-7" b 1'-0" d 11 5'-9' d 6'-8" b 6'-5" b 1'-2" d 11 7'-5" d 8'-6" b 8'-2' b 1'-0" d 12 5' -T" d 6'4" b 6'-2" b 1'-1" d 12 7'-3" d 8'-1" b 7'-10" b 1'-5" 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. ii Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER- OEVELOPMENTCONSULTANT P.O. BOX 214360, SOUTH DAYTOI A, FL 32121 TELEPHONE: (308) W-4774 FAX: (306) 767 688 PAGE ® COPYRKiHT 2606 3A-10 NOT TO BE REPRODUCED IN WHOLE OR IN PAPT WITHOUT THE WRrr EN PERMISSION OF LAWRENCE E BENNETT. P.E. N SECTION 3A .d SCREEN, ACRYLIC & VINYL ROOMS Table 3A -2A 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 #ISF I" Sections T-0" 3'-6"1 . Tributary Lop4X1GWW 4'-0". 1 4'-6" Allowable Heig a Purlln Spacing 5'-0" A 5'-6" 1 r -0 - nding'b' or deflection'd' 2" x 2" x 0.044" Hollow 9'-5' b 8'-9' b 8'-2• b 7'-8• b 1 7'4" b 6'-11'. bl 6'-8" b 6 2" x 2" x 0.055" Hollow 10-3' b 9' 6' b 8'-11' b 8' -W91- 7' -T b 7'.3' b 6' 3" x 2" x 0.045" Hollow 11'-3" b 10-5" b 9'-9' b 9'-b W-4- b r-11' b 7 3- x 17-9' d Ir x 3" x 0.045" 17-9' b 17-Z' d 11'-9" b 11'-T d 11'-0" b 10'-9'-11' 10'9'-5" b b 9'-0' b 8'-11" bHollow 16'-3" b 15'-1" b 14'-1" b 13'b 12'-0' b 11'-6" b 1 2" x 4" x 0.046" S.M.B. 19'-1' b 1T-8" b 16'-0' b 15'b 14'-1" b 13'-6' b 1: 2" x 5" x 0.050" S.M.B. 23'-7' b 21'-10" b 20'-5' b 19'-3' b 18'-3' b 1T-5' b 16'-8' b 1 2" x 6" x 0.050" S.M.B. 26'-1" b 24'-Y b 27-r b 21'-3' b 20'-2" b 19'-3" b 18'-5" b 1 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 2" x 3" x 0.045" Sna 14'-4' b 13'-4• b 17-5" b 11'-9• b 11'-2" b 10'-7" b 1 10'-7' b b b 2" x 4" x 0.045" Snap 1T-7' b 16'-3" b 15'-3" b 14'-4" bj 13'-7" b 17-11' b 17-5' b 11'-11" b 11 7'-6" I For 3 second wind gust at i2o MPH vetocny; u31ng oex1911 wau vi Tributary Load width W a Purlin Spacing Sections 3'-0" -0" 3' 4'4" 4'-6" 5'-0" 5'-6" 6'-0" v6w I Allowable Height 'H' I bendin 'b' or deflection'd' I" _ 7'-6 2" x 2" x 0.044" Hollow 8'-8" b 1 8'-0" b 7'-0' b 1 T-1" bt 6'-W bi 6'-5' b 6'-1" b 5'-11' b 5'-8' b 5%6' b 2" x 2" x 0.055" Hollow 9'-5' b 8'-9' b 8'-2' b 7'-9' b 7'-0• b 6'-11' b 6$ '" 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'-0" b 8'-0' b 1 7'-8" b 7'-4" b . T-1' b 6'-10" b. 6'-7' b 3" x 2" x 0.070" Hollow 17-1' d 11'-5" b 10'-8' b 10'-1' b 9'-7" bl 9'-2' b 8'-9' b 8'-5'- b-8'-1'. b T-10" b 2" x 3" x 0.045" Hollow 17-10" b 11'-11" b 11--2' b 19-6' b T-11' b 9'-0" b 9'-1" b 8'-9' b W -F .b 6'-2' b 2" x 4" x 0.050" Hollow 14'-11" b 13'-10' b 1 '. Z-1 1' b . 17-2" 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. 1T-0' b 16'-3' b I 15'-2" b 14'-" b 13'-7" b 17-11" b . 17-5" 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 1 T-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 t 27-2' b 20'-9" b :5'-7" b 1877" b 17'-9" b 16'-11' b 16'-3"' b 1EiW3 b 15'-2" b 2" x 2" x 0.044" Sna 10�" b 9'-T D 8'-11' b 8' S' b T-11' b T -T b 7'-4' b T-0" b 6'-9' b 6'-6" b 2" x 3" x 0.045" Sna 13'-3' b 17-3' b IIN-11*b,14'-0" 11'-5" b 10-9' b 10-3• b 9'-9" b 9'-4" b 8'-11• b 8'-0' b 8'-4' b 2" x 4" x 0.045" Sna 16'-2' b bl 13'-2" b 1 17-0• bi 11'-11" b 11'-5' b 10-11' b jo,-7- bi 10'-3' b Notes: _-.a_ .-, $6- 1. Above spans do not include length W. knee DraCe. ADO norizomai umanw uum uy—j a -- above spans for total beam spans. 2. Spans may be interpolated. C) ' i; Lawrence E. Bennett, P.E. FL # 16644 CWX "Offilm - oEyLrtoftIENT CON=TANr P.O. BOX 2143221, SOUTH DAYTONA FL 32121 TZELEPNONE: M 7674 1'4 FAX: (3@M7V.QM f PAatt �l ® COIYRIONT i0Q4 3A -24 NOT To sE MEPAcouM a wital OR IN PART wmwuT THE WA TEN PetrtrwswON OF IAwRENCE E etiMr+ET'r. P.E. SECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS - 1 EXISTING HOST STRUCTURE SEE CONNECTION DETAILS', (SECTION 7) 12" x PAN I (SEE TABLES SECTION 7) USE'W' TO SELECT PAN I FOR REQUIRED SPAN T'W' VARIES I CARPORT WALL SECTION SCALE: 3/16" = V-0" POST AND BEAM (DETAILS AND TABLES SECTION 2) FOR FRONT BEAM USE: A = W / 2+OVERHANG FOOTING AND CONNECTION (DETAILS SECTION 2) NOTES: 1. SHED IS FRAMED WITH FOURTH WALL (IF REQUIRED) OR ATTACHED TO HOST, MAXIMUM FLOOR AREA 2100 SQ. FT., IF FLOOR AREA IS GREATER THAN 200 SQ. FT. USE SECTION 4, ATTACH SHED OR ROOM WALL TO HOST STRUCTURE W/ 1/4" x 3-1/4" TAPCONS @ 16" O.C. FOR MASONRY OR #16d COMMON @ 16" O.C. OR #10 x 3-1/2" FOR WOOD OR #10 x 2-1/2" S.M.S. FOR 1" x 2" ALUMINUM OR #10 x 4" S.M.S. FOR 2 x 2 ALUMINUM 2. SHEDS AND UTILITY ROCNIS BUILT UNDER. SECTION 2 SPECIFICATIONS SHALL BE LIMITED TO 16 FT. IN ROOF SPAN. 3. ALL WOOD FRAMING AND SHEATHING CONNECTIONS SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE 2004 CHAPTER 23, TABLE 2306.1 OR AS NOTED. Nailinq Schedule: Connection Fastener Number I Spacing Wall Sheathing 1/2" or Less #8 Common 6" O.C. Edges and 12" G.C. Field Top or Sole Plate to Stud A. End Nail #16 Common 2 B. Toe Nail #8 Common 2 Lawrence E. Bennett, P.E. FL it 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214362. SOUTH DAYTONA. FL 32121 7ELEFHONE: (386)767-4T74 FAX 086) 7676556 PAGE I t(,) C0W!R14HT 2004 2-4 1 NO r TO BE REPRODUCED :% WH!):.F OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2 I BEAMS MAYBE ANGLED FOR GABLED FRAME COLUMN NOTCHED TO SUIT 0 ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL . FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 2.3) BEAM AND POST SIZES (SEE TABLES SECTION 2) SIDE NOTCH POST TO BEAM CONNECTION i SCALE: 3" = 1'-0" BEAMS MAY BE ANGLED FOR - I - - -- - - - -- _ - - GABLED FRAME j U) ROOF PANEL J (SEE SECTION 7) 1-3/4" x 1-3/4" x 0.063" - - - - - - -- - - - RECEIVING CHANNEL THRU BOLTED TO POST W/ THRU( - ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL BOLTS FOR SIDE BEAM ` O (SEE TABLE 2.3 FOR NUMBER ! FOR NUMBER OF BOLTS AND OF BOLTS) � _ S SIZE OF POST (SEE TABLE 2.3) � Q - - -- BEAM AND POST SIZES 0 (SEE TABLES SECTION 2) COLUMN NOTCHED TO SUIT --- - CENTER NOTCH POST TO BEAM CONNECTION . SCALE: 3" = 1'-0" 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 © COPYRIGHT 2904 PAGE NOT TO BE REPRODUCED IN WHOL'c OR I'! VAR' It IT T! -F: WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 2'1 % SECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.1.2-110 Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports For 3 sec. wind gust at 110 MPH; using design load of 12 #ISF (36 #ISF for Max. Cantilever) A 1... 1....... A 11.-.. &1%&') T c 2" x 3" x 0.045" Hollow ` 2" x 3" x 0.050" Hollow Tilt Load Max. Span V/ (bending 'b' or deflection 'd') Width (ft.) 1 & 2 Span 3 Span 4 Span Max. Cantilever Load Width (ft.) Max. Span 'L'1 (bending 'b' or deflection'd') 1812 Span 3 Span '4 Span Max. Cantilever 4 T-10" ` d 9'-8" d 9'-10" d 1'-7" d 4 9' 6" d 9'-8" d 1'-7" 0 5 T-3" d 8'-11" d 9'-1" b 1'-6"' d 5 8'-10" d 8'-11" b 1' 6" d 6' 6'-10" d 8'-5" d 8'-4" b 1'-5" d 6 8'-4"- d 8'-1" b 1'-5" d 7 6'-6" d T-11" b 7'-8" b 1`-4" d 7 Ell T-9" b T-6" b 1'-d" d 8 6'-3" d T-5" b T-2" b 1'-3" d 8 T-3" b T-0" b 1'-3" d 9 5'-11" d T-0" b 6'-10" b 1'-3" d 9 6'-10" b' 6'-7" b 1'-2" d 10 5'-9" d 6'-8" b 6'-5" b 1'-2" d 10 6-6" b 6'-3" b 1'-2" d 11 51:7" d 6'-4" b 6-2" b 1'-2" d 11 .. 11" b 1'=2" d 12 T-5" d 6'-1" b 5'-11" b I 1'-1" 12 5'-4" b 5-11" b 5'-9' b 1'-1" d 2" x 4" x 0.045" Hollow Tilt 2" x 4" x 0.044" x 0.100" Self Mating Bea Load Max. Span V/ (bending 'b' or deflection Width (ft.) 1 & 2 Span 3 Span 4 Span Max. Cantilever K. S Width (ft.) 1 & 2 Span 3 Span g 'b' or deflection 'd') 4 Span Max. Cantilever 4 9'-9" d. 12'-0" d 12'-3" b 1'-11" d 4 1 T-4" d 13'-11" d 14'-3" d 2'-4" 0 5 9'-0" d 11'-2" d 10'711 b 1'-10" d 5 1 '- " 12'-11" d 13'-3" d 2'-2" d _ 6 1 8'-6" d 10'-4" b 9'-11" b V-9" d r 6 9'-11" d 1 12'-3" d: 12'-6" b T-0" d 7 1 8'-1" d 9'-7" b 9'-3" b 1'-8" d 11,-7" d 11'-7" b V-11" o 8 T-9" d 8'-11" b 8'-8" b 1'-7" d 8 8'-11" d 11'-1" d 10'-10'' b 1'=10" d 9 T-5" d 8'-5" b 8'-2" b 1'-6" d 9 8'-8" d 10'-6" b 10'-2" b 1'-9" d 10 T-2" b T-11" b T-9" b 1'-6" d 10 8'-4" d 9 -' 1" b 9'-8" b 1 -9" d 11 b'-10" b T-8" ' b 7'-4'' b. 1'-5" d 11 8'-1" d 9'-6" b 9'-3" b 1'-8" d ~ 12 6'-6" b 7'4" b 7'-1" b 1'-5" d 12 J T-10„ d 9'-1" b 8 10„b 1,-7” d 2" x 5" x 0.050" x 0.100" Self Mating Beam 2" x 6" x0.050" x 0.120".Self Mating Beam Load Max. Span V/ (bending 'b' or deflection 'd') Width (ft.) 1 & 2 Span 3 Span 4 Span Max. Cantilever Load Width (ft.) Max. Span V/ (bending 'b' or deflection'd') 1 & 2 Span 3 Span 4 Span Max. Cantilever 4 14'-0" d 17'4" d 17'-8" d 2'-11" d 4 16'-5" d 20'x" d 20'-8" d 1 3'-4" 0 5 13'-0" d 16'-1" d 16-5" d '2'-8"" d 5 15'-3" d 18'-10" d 19'-3" d T-2" d 6� 12'-3" d 15-2" d 15-5" b 2'-6" d 6 14'-4" d 17'-9" d 17'-10" b 2'-11" d 7 11'-8" d 14'-5" d 14'-3" b 2'-5" d 7 13'-8" d 16'-10" d 16'-6" b T-10" d 8 �' 11'-2" d 13'-9" d 13'4" b 2'-3" d 8 13'-0" d 15'-11" b 15-5" b T-8" d 9 10'-9" d 13'-0" b 12'-7" b 2'-2" d: 9 12'-6" d 15'-1" b 14'-7" b 2'-7" d 10 10'4" d'l 12'4" b 11'-11" b 2'-1" d 10 12'-1" d 14'4" b 13'-10" b 2'-6" d 11 10'-0". d 11'-9" b 11'-5" b 2'-1" d 11 11'-9" d 13'-8" b 13'-2" b 2'-5" d 12 9'-9" d 11'-3" b 10'-11" b 1'-11" d 12 r 11'-5" d 13'-1" b 12'-7" b 2'-4" d Gabled s!oped roofs include gables with a roof slope greater than 1" in 12". Notes: I. Above spans do not include length of knee brace. Add honiontal distance from upright to center of brace to beam connecticn to the above spans for total beam spans. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386) 767-6556 PAGE A ©COPYRIGHT 2004 _ 2-40 NOT TO BE REPRODUCED IN WHOLE OR W PAr- T Yv11. 1IC Ur THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 2 1 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.2.1 Allowable Attributable Roof Area per Post for Carports, Patio Covers, and other Open Buildings -ALUMINUM POSTS Example: . Find Roof Area Needed; Area ='A; Post Spacing ='S': Structure Projection ='W': A = S z (V412 + O.H.); If 'S' = 10', W = 24', and O.H. _ then: 'Area' = 140 Sq. Ft. a. For a 9'-6" post and 120 m.p.h. wind load of 14 # / Sq. Ft. post choices are: 1. 2" x 3" x 0.045" Hollow Extrusion 2. All post sizes listed below the 2" x 3" x 0.045" Hollow Section b. If job conditions dictate a post hieght of 10'-11" for A = 140 Sq. Ft. and 120 MPH wind zone, then a 2" x 3 x 0.045" Hollow Extrusion can NOT be used since it can only supporta roof area of 114 Sq. Ft. Thus, design must satisfy both height and area requirements. Mote: 1. Spans may be interpolated. 2. For free standing covers, multiply above roof areas by 1.25 (except for 100 MPH). Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. 80X 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4T74 FAX' (386) 767-6556 PA IF `� n Q COPYRIGHT 21x142-52 14 52 NOT TO HE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNET1. P.c. Aluminum Post Wind Load (MPH) = 100 1.10 120 1 123 130 146,A I 1406 & 150 Attached Cover Uplift' = 10E#/SF 12 #1SF 14 #/SF 15 #1SF 16 #1SF 19 #1Free Standing Uplift = 10SF 10 #/SF 1 11 #LSF 1 12 #LSF 113 #/SF 15 #LSF 30 #/SF Maximum IAllowable Roof Area in Square Feet for Various Loads on Post Height Load (lbs.) 2" x 2" x 0.044" Hollow. Extrusion or 2" x 2" x 0.045" Snap Extrusion.- Aluminum Alloy 6063 T-6 7'-4" 2,064 206 172 147 138 1 129 109 1 69 8'-7" 1,548 155 129 111 103 1 97 81 1 52 9'-10" 1,204 120 100 86 80 1 75 63 1 40 903 90 75 65 60 1 56 48 1 30 Height Load (lbs.) 2" x 3" x 0.045" Hollow Extrusion or 2" x 3" x 0.045" Snap Extrusion - Aluminum Alloy 6063 T-6 8'-2" 2,736 274 228 195 182 171 144 91 9'-6" 2,502 250 209 179 167 156 132 83 10'-11" 1,596 160 133 114 106 100 84 53 12'-3" 1,197 120 100 86 80 75 63 40 Height Load (lbs.) 3" x 3" x 0.040" Roll Formed- Aluminum Alloy 3105 H-14 10'-0" 1 2,381 238 198 170 1 159 1 149 125 79 111-8" 1,786 179 149 128 119 112 94 60 13'd" 1,389 139 116 99 1 93 87 1 73 46 15'-0" 1,042 104 87 74 1 69 65 1 55 35 Height Load (lbs.) 3" x 3" x 0.060" Roll Formed -Aluminum Alloy 3105 H-14 11'-0" 3,600 1 360 300 257 240 225 189 120 12'-10" 2,700 270 225 193 180 169 142 90 14'-8" 2,100 5 150 140 131 111 70 16'-6" 1,57 158 131 113 105 98 83 53 g1Wr Lo (lbs.) 3" x 3"'x 0. Hollow Extrusion - Aluminum 6063 T-6 11'-10" 3,4 2 243 227 213 179 114 2,556 256 18"3 170 160 135 85 15'-10" 1,988 199 16', 142 133'' 124 105 66 17'-10" 1,491 149 124 107 99 93 78 50 - Example: . Find Roof Area Needed; Area ='A; Post Spacing ='S': Structure Projection ='W': A = S z (V412 + O.H.); If 'S' = 10', W = 24', and O.H. _ then: 'Area' = 140 Sq. Ft. a. For a 9'-6" post and 120 m.p.h. wind load of 14 # / Sq. Ft. post choices are: 1. 2" x 3" x 0.045" Hollow Extrusion 2. All post sizes listed below the 2" x 3" x 0.045" Hollow Section b. If job conditions dictate a post hieght of 10'-11" for A = 140 Sq. Ft. and 120 MPH wind zone, then a 2" x 3 x 0.045" Hollow Extrusion can NOT be used since it can only supporta roof area of 114 Sq. Ft. Thus, design must satisfy both height and area requirements. Mote: 1. Spans may be interpolated. 2. For free standing covers, multiply above roof areas by 1.25 (except for 100 MPH). Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. 80X 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4T74 FAX' (386) 767-6556 PA IF `� n Q COPYRIGHT 21x142-52 14 52 NOT TO HE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNET1. P.c. SECTION 2 ATTACHED & FREE -STANDING -COVERS AND -,UTILITY SHEDS, Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Required Aluminum Alloy 6063 T-6 Beam Minimum # Thru-Bolts @ L=D+y:" Minimum Minimum # Size Post Size 1/4"o 3/8" o Knee Brace• Knee Brace Screws Hollow Sections 2" x 3" x 0.050" Hollow Tilt 2" x 2'`x 0.044" or 2" - 2" x 3" x 0.050" (3) #8 2" x 2"x 0.045" Snap 2" x 4" x..0.050" Hollow. 2" x 3"x 0.045" Hollow 2'• - 2" x 3" x 0.050" (3) #8 Z-xXx 0 045" Sna -•Self Mating Beams 2"x 4" x 0.038" X 0.100 3" x 3"x 0.060" Scalloped 2 - 2" x 3" x 0.050" (3) #8 "2 -' x 0.050 0.100 3" x 3"x 0.060" Sc -a -116 -pe- 2 - 2" x 3" k 0.050" (3) #8 2" x 10" x 0.092" x 0.369" 2"x 6" x 0.050" X 0.120 3" x 3"x 0.060" Scalloped 2 - 2" x 3" x 0.050" (3) #10 2" x 7" x 0.055" x 0.120" 3" x 3" x 0.093" 3 - 2 2" x 4" x 0:050" (3) #10 2" x 7" x 0.055" x 0.120" 3" x 3" x 0:093" 3 2 2" x 4" x 0.050" (3) #10 w/ insert 2" x 8" x 0.072" x 0.224" 3" x 3" x 0.093" 3 2 2" x 4" x 0.050" (3) #12 2" x 9" x 0.072" x 0.224" 3• x 3" x 0.125" 4 3 2" x 4" x 0.050" (3) #14 2" x 9" x 0.082" x 0.306" The minimum number of thru bolts Is (2) ' Minimum post/beam may be used as minimum knee brace Fasten w/ external screws or clips. See Details. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 7678556 PAGE @ COPYRIGHT 2004 C 254 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. t 3"x3"x0.125" 4 3 2°x4"x0.050" (3)#14 2" x 10" x 0.092" x 0.369" 4" x 4" x 0.125" 6 4 2" x 4" x 0.050" (4) #14 t SOLID ROOF PANEL PRODUCTS PAN ROOF ANCHORING DETAILS RIDGE CAP #8 x 9116 TEK SCREWS PAN RIBS EACH SIDE ',AULK ALL EXPOSED SCREW HEADS & WASHE #8 x 112" S.kl.S. (3) PE PAN AND (1) AT PAN &FR ALTERNATE CONNECTION: 98 x 1-114" SCREWS (3) PER PAN INTO BEA,LI THROUGH BOXED END OF PAN AND HEADER YJHEN �ilNl- PANELS OR PANS T0';l-_-;00 Pu:TES :AUL K�.ILL `Y?rc SCv-yV SECTION 7 SEALA T PAN DER (BREAK - F DIED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION 4 - PAN OR COMPOSITE ROOF PANEL #8 x 112" S.M.S. (3) PER PAN ALONG PAN BOTTOM ROOF PANEL TO BEAM DETAIL SCALE: 3"= V-0" FOR COMP05 E OOFS: x 10 x r; + ") g. I.S. Wl L1-1,14'0, F ERWAS RS cO. 1 O.0 (LENGTHPA ;THICKNESS + 1") F BEA.RINr ELEMENT (SHO�r.Y) AND 24" O.C. NON-BEARuNG EILENIENT (SIDE WALLS) FOP P„ `i ROOFS: (3) EACi-' #o x 112" LONG S.M.S. PER <: P AN E L W! °,!�" ROOF PANEL (PER TABLES SECTION') SUPPORTING BEAtAl (PER TABLES) ROOr PANEL TO BEAM FASTENING DETAIL SCALE: 3' = V-0" 4 Lawrence E. Bennett, P.E. FL # 16644 ! c,vm sNcurgeP . otvsLonwarcomvAm,vr vex: gte11~17�E0o � �.� • • O • ; �MG:w.:7J .N .....Ctii v+v •» �.w: •w{•wCv � .'l.t ��t{Rth �17wMS01oN o® `/1wA0MCII 4 ®4u►.tT'. s t PA"' 7.21 SECTION 7 ALTERNATE CONNECTION: 3) #8 SCREWS PER PAN WITH 'MINIMUM EMBEDMENT INTO ASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. (2) PER RAFTER. OR TRUSS TAIL SOLID ROOF PANEL PRODUCTS PAN ROOF ANCHORING DETAILS SEALANT HEADER (SEE NOTE BELOW) Qw a [] ROOF PANEL #10 x 3/4" S.M.S. @ 12" O.C. LJ #8 x 1/2' $.M.S. (3) PER PAN EXISTING FASCIA (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANEL TO FASCIA DETAIL SCALE: 3"= V-0" FOR MASONRY USE 1/4" x 1-1/4 MASONRY \NCHOR OR EQUAL @ 24' O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 2" O.C. f EXISTING. HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANEL TO WALL DETAIL SCALE: 3" = V-0" ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #8 x 1/2' LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #8 x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #8 x 1/2" S.M.S. Lawrence E. Bennett, P.E. FL # 16644 P.O. sox 214386, SOWT14 OA FL 32121 TMAPNONI: (M) 4774 FAX. (]t".6) m4 m PAOI ® C(Wnvnrf =4 7-2 NOT To 6I R MOOVC$O IN ANOLI OA tN PAAT *lTT<iUT TI W WPMIN PQR BION OP IANNtO CU P- 60*, ". P.Q.''_' I r� �. ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2 ION Table 2.4.1 Footings - Maximum Roof Area for Attached Carport Posts Wind Zone (MPH) = 100 110 120 123 130 140A S B 150 Attached Cover Uplift* ,= 1p #ISF 12 #ISF 14 #/SF 15 #ISF 16 #/SF 19 #ISF 21 #ISF Free Standing Uplift = 10 #ISF 10 #ISF 11 #ISF 12 #/SF 13 #/SF 15 #ISF 17 #ISF Existing Slab on Grade with unknown reinforcement 22 19 15 15 13 11 10 Isolated Footing Dimensions" Uplift Rating (lbs.) 1 110 1 Maximum Attributable Roof Area in Square Feet 123 130 510 51 Attached Cover Uplift' = 36 34 32 27 24 1'-4" x 1'-4" x 1'-4" 995 99 83 71 66 62 52 47 x1_6 1,316, 132 Maximum Attributable Roof Area in Square Feet 94 88 82 69 63 1'-8" x 1'-8" x 2'-0" 2,039 204 170 146 136 127 107 97 1'-8" x 1'-8" x 2'-6" 2,549 255 212 182 170 159 134 121 2'-0" x 2'-0" x 2'-0" 2,640 264 1 220 1 189 1 176 1 165 139 1 126 2'-0" x 2'-0" x 2'-6" 3,300 330 275 236 220 206 174 157 2'-6" x 2'-6" x 2'-0" 4,594 459 1 383 328. 306 1 1 287 242 219 2'-6" x 2'-0" x 3'-0" 5,513 551 1 459 394 368 1 345 290 263 ' Roof areas based on attached cover uplift loads. Notes: 1. Isolated Footing is a poured concrete rectangular solid (Length x Width x Depth). 2. Slab on grade must be new or in good condition. 3. For free standing covers, multiply above roof areas by the appropriate multiplier from the table below. Pre -Cast Block Footing Pro-rnet fnntinn hlnrk f 1R" x 1R" x d" 1 at 2d" halnw arade with RO ti' baa ore -mix concrete and backfilled to Grade. Wind Zone (MPH)= -100 1 110 1 120 1 123 130 140A 150 Attached Cover Uplift' = 10 #/SF 12 #/SF 14 #ISF 15 #/SF 16 #/SF 19 #/SF 21 #ISF Free Standing Uplift = 10 #ISF 10 #/SF 11 #ISF 12 #ISF 13 #/SF 15 #/SF 17 #ISF Dimensions" Rating (lbs.) Maximum Attributable Roof Area in Square Feet (1) x 80# Bag 1,734 182 152' 130 1 121 1 1.14 96 . 87 (2)x 80# Bag 1,819 190 159 136 1 127 1 119 100 91 (3) x 80# Bag 1,904 190 159 136 1 127 1 11.9 100 91 Note: Maximum uplift on post is determined by multipying maximum attributable root area x applied load. Example: Post tributary roof area = 77', Applied load for 110 MPH wind zone = 24#/Sq. Ft., Uplift on post = 77 x 24 = 1,540# Roof Area Conversion Multipliers from Attached Cover Roof Areas to Free Standing Roof Areas Wind Zone 100 110 1 120 1 123 130 140A & B 1 150 Roof Area Multipliej 1.00 1 1.20 1 1.27 1 1.25 1 1.23 1 1.27 1 1.23 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767.6556 PAGE Q COPYRIGHT 2004 NOT TO BE REPRODUCED 1N WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 2-55 ATTACHED & FREE-STANDING'COVERS AND UTILITY SHEDS I SECTION 2 PAN OR COMPOSITE PANEL (SEE TABLES SECTION 7) SEE CONNECTION DETAILS (SECTION 7) I FOURTH WAL MING WHEPNUIRED EXISTING HOST STRUCTURE I 2x_4F-{RAIN ]E� OR 2" x 2" ALUMINUM MAY BSUBSTITUTED WITHOUHURRICANE CLIP SEE PAGE 2-7 FOR -DETAIL IF TOP OF SLAB IS LESS THAN 6" FROM GRADE UTILITY SHED WALL SECTION SCALE: 3/16" = 1'-0" HURRIXEx4 OR WOOD (SEE PTOP PLATE UBLE TOP PLATEVER 12' OR IF PLATE IS SPLICED) TOP PLV . OR W/ VAPOR BARS ` ROOF SHEATHING: 7/16" O.S.B. OR 1/2" PLWOOD W/ STUDS 24"`; 75 -AL -PLY � ►6.611.-GEiABr�- W/ -STUDS @ 16" O.C. 2 x 4 P SU E TREATED PLATE W/ " x 4-1/2" CONCRETE A HORS @ 4'-0" O.C. (SEE SLAB DETAILS) ALUMINUM WALL FRAMING MAY BE USED IN LIEU OF WOOD FRAMING. SEE TABLES FOR MAXIMUM STUD HEIGHTS. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-0774 FAX: (386) 767-65W PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-5 YJ 0 SECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS INDUSTRY STANDARD FRAMING COMPONENT SYSTEM 0.044" + - 0.055" 2" x 2" x 0.044" OR 0.055" HOLLOW EXTRUSION SCALE: 3"= V-0" 2.00"1 0.045" + o 2" x 3" x 0.045" PATIO SECTION SCALE: 3" = V-0" 0.050" + iN A-- 2" - 2x4x0.050" PATIO EXTRUSION SCALE: 3" = V-0" Table 2.6 Allowable Stud Heights Utility Sheds Framed With Hollow Aluminum Extrusions 6063 T-6 Aluminum Alloy (Fb = 15,000 psi) u :.,..... All u hI. Wuinhf 41' I naflarfinn'd' nr Rendina W Wind Zone MPH 100 110 120 123 1 130 140A KB 150 Applied Load 17 #ISF I 16 #ISF t 19 #/SF 23 #ISF 26 #ISF I 2" x 2" x 0 Extrusion 16" 1' 3" d 7" d 1 9'-5" d 1 9'-3" d 8'-8" d 8'-4" d 24" 9'-5" d 8'- d 1 8'-5" d 1 7'-7" d 1 8'-1" d 7'-7" d 7'-3" d Load Width 2" x 2" x 0.055" Hollow Extrusion 16" 11'-5" d 10'-10" d J 10'-2" d 9'-11" d 9'-10" d 9'-2" d 8'-10" d 24" 9'-11" d 1 9'-6" d 8'-11" d 1 8'-0" d 8'-7" d 8'-0" d 7'-9" d Load Width 2" x 3" x 0.045" Patio Extrusion 16" 15'-2" d 14'-5" d 13'-6" d 13'-3" d 12'-11" d 12'-2" d 11'-8" d 24" 13'-3" d 12'-7" d 11'-9" d 10'-8" d 11'4" d 10'-8" d 10'-2" b Load Width 2" x 4" x 0.050" Patio Extrusion 16" 19'-7" d 18'-8" d 17'-6" d 17'-2" d 16'-10" d 15-10" d 15'-2" d 24" 17'-1" d 16'-3" d 15'-3" d 13'-9" d 14'-8" d t 13'-9" b 12'-11" b Note: 1. The above listed allowable heights are measured from the bottom of top plate to top of bottom plate. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER . DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 2-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. bsWWon DocumwU Uploaded: Product Approval Who& Application Status: Date Validated: Page: col Method 1 Opfion D h.Wnved 11/03=3 Pegs 1 / 1 l .*. • .L- .: is . .•.�.: �:�.�'. ..: :epi%i}�r'.i►.-is..�s.... •: v�i.:;''it:►: �.'}:.:i: . .. .... ...�.r.�.. f .� �...... .'t : _ .. = _�� .. .. �....;...3:.....77"...........:...1' ..+_ J:.�ww:w: •.:.: +'-.: i�....�. �....• .. . . ego The 9tW 0! r c w A7 ipl to lvalplvvd / r blip:/twwwAmidgb iin&Mr WPr OW.asp?lPr=49S&RV OS=h Ilt7rAW Q� •d '1Bb :Ol TLM 662 Lft W OdaS 3IS'Rl:W3W TV69 `a -t -W