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8 Carriage Cove Way - BR08-000714 (WOOD DECK, SCREEN ROOM) DOCUMENTSRECEIVED CITY OF SANFORtt PERMIT APPLICATION 5 2008 Application # -11 'T 2 , SubmittalaeV /12-51600 job Address: Crri Cove 14 Value of Work: $ 41`-- C Parcel ID: 1-3U— 3oD- otlp- 6yotal ,.5 eZoning: _n'iag: PCOvt ,n me Historic District: towDescriptionof Work: _ vt'a DQCIL I &I X 11'0 + creen"i P GihSquar tge,9:-r PermitType: Building R Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Sign Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non - Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair -Residential Commercial Occupancy Type: Residential ® Commercial Industrial Occupancy Use Group(s): Construction Type: mWf of Stories: _I # of Dwelling Units: Flood Zone: (FEMA form required) Property Owner.CL1, i et,Gi. Contractor:r Yr 41M'Vlna 1_ne_'MokkAmf Address: r COV. e 4 I Address: E-/ /•XJI•y1 YX2tl U 1i 4f 9- ' fi7rii10 - Phone:.I A3 E-mail: Phony Mate License Number: `JX43 1T 975 Bonding Company: %rl r a nT5 &44 4 &MM Mortgage Lender: Address: dear-PaIve ° f2P6? Mome-5? Address: 16WC.- 0` 1- 11573 Architect/Engineer: 40-" rlr P _) 4- ' i1 l (10 Phone:3% 71+7 Address:2f7,7 isu4% c4 rw.-l,Jo Itl Fax: Plan Review Contact Person: tl Phone:'WI-M& Fax: E-mail: 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. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. 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 o p unit is verification that I will notify the owner of the jLthe quireme f rida Lien Law, FS 713. lure o O / t to Signatur o ontractor/Agent Date Prim /t'sN Print ntactor/Agent's N em Signatur f-Neta sate. of.Flwj4a................i Date Signature of Notary - State o for a Date PHYLLIS CASTALDO a41 ,., ExP mili 2/ 155/200009' t Ex 11 irBondedthru t600>432e254 \\\\\ i.I0liS. Notary A .Sfl.. ivi \ . Owner/Agent is.l/ Personally itrrotv'ir to 1V1L!}P'd Contraol eP(tcis Person' y n to Me or Produced ID i laC1U JD,, " 1 "E ` APPROVALS: ZONING: /r 0 UTIL: ++ FD: l_ Special Conditions: muS In t yt ti•''Y ~ S,C.t L IL - f0 7:`t ` (- d E Nql' - sF BLDG: Rev 07.07 1lllf II III II Ifl II ffl fl tel it Ifl II ffl If Ifl II ffl Il If f II fll I Ifii I MARYANNE MURSSt CLERK Ul: CIRCUIT CUURT NOTICE OF COMMENCEMENT SENINULE CUUN'TY Permit No. Sli 06915 Pg 02551 Opg) Parcel ID: :3- 0 -- " 0 P -" 411 e ^ -0 0617 CL E RK I S 4 ; 0()80 )90 7 4 State of Florida RE 'UNDED 01 /2512008 05:14:34 AN County of Seminole RECORDINB FEES 10.00 RECU-NDI D BY T Saith The undersigned hereby gives notice that improvement 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. 9 1. Description of property: (legal description of the property and street address if available) i?/Z/.A I 2. General description of improvement: ij'MI &eo)) NC94.5C2er4 vc1&A2bk;ZCAP— 3. Owner Information l a. Name and address:ILErc c, K I Q i a r' ; 'i .54 fvrq rl ib. Interest in property: c. Name and address of fee simple titleholder (if other than owner) Co, tractor g 7 a. Name and address: mar-kA,1144fZij1A er '+ JC.1 bt.r A/qr rj0jV-7NL-'1l %dam &fi lt, nY 55 •f-/, b. Phone Number: !iU_ ,2JSIr,G rryy Surety . Q@ 2 15'. L00 a. Name and address: F IWED C uv- b. Amount of bond $ MARYANNE MORSE-. c. Phone Number: . _ uLU ef "n uii %i' 6. Lender a. Name and address: b. Phone Number: Persons within the State of Florida designated by Owner upon whom notices or other documents may Section 713. 13(1)(a)7., Florida Statutes: a. Name and address: b. Phone Number: U NTY. ved a p1'ovidedby In addition to himself or herself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713. 13(1) (b), Florida Statutes: a. Name and address: b.. Phone Number: Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTINCE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH Y UR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF CO E C 4 I HYLL)s CASTAI.00 S ature of WmFr or Owner's Authorized Comm# 000499621 Officer/Difector/Partner/Manager 41111 Expires 12l15/2009 Qua Bonded thru (800)432-4254: - l Florida Notary Assn. Inc • Signatory's Title/Office 4.4...........i T e foregoing instrument was acknowledged before me this t171 day of ADI 2009/ by D*i' rtl- (name of person) as (type of a thority ... e.g. officer, trustee, attorney in fact) for ( name of party on behalf of whom instrument was executed). THIS INSTRUMENT PREPARED BY. r ignatue of N ary Public, State of Florida Commission Expires: I y NAME 1 ADDR. // t3 Seminole County Property Appraiser Get Information by Parcel Number Pagel of 2 Personal Property Please Select Account AVID JOHNSON,.CFA, ASA PROPERTY PRAISER S0 MINOLECPyNW.FL 1101 E. F lieST,ST SANFORD,. FL 32771-146B 407 - 6! i5 f'7i06 2008 WORKING VALUE SUMMARY Value Method: Income GENERAL Number of Buildings: 3 Parcel Id: 12-20-30-300-0130-0000 Depreciated Bldg Value: $0 Owner: CARRIAGE COVE LLC Depreciated EXFT Value: $0 Mailing Address: 500 CARRIAGE COVE WAY Land Value (Market): $0 City, State,ZipCode: SANFORD FL 32773 Land Value Ag: $0 Property Address: 751 LAKE MARY BLVD E Just/Market Value: $7,198,413 * Facility Name: CARRIAGE COVE MH PARK Assessed Value (SOH): $7,198,413' Tax District: S1-SANFORD Exempt Value: $0 Exemptions: Taxable Value: $7,198,413 Dor: 28-MOBILE HOME PARK Tax Estimator Tax Reform Calculator Income Approach used.) 2007 VALUE SUMMARY SALES 2007 Tax Bill Amount: $133,061 Deed Date Book Page Amount Vac/Imp Qualified 2007 Taxable Value: $7,132,092 Find Sales within this DOR Code 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 FT N 58 DEG 1 MIN 47 SEC E 1814.96 FT NELY ALONG CURVE 285.74 FT E 600 FT LAND S 280 FT W 660 FT S 990 Land Assess Land Unit Land FT W 1974.56 FT TO BEG & IN 13-20-30 N 1/2 Frontage Depth Method Units Price Value OF NW 1/4 OF NW 1/4 & E 2/3 OF SE 1/4 OF LOT 0 0 120.000 5,927.00 711,240 NW 1/4 OF NW LOT 0 0 356.000 5,927.00 2,110,012 1/4 & E 2/3 OF NE 1/4 OF SW 1/4 OF NW 1/4 BEG SW COR OF. ACREAGE 0 0 17.000 20.00 340 NE 1/4 OF NW 1/44 RUNE 258 FT N 141 FT N 86 DEG E 237.2 FT N 38 DEG 47 MIN E ALONG R/W 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 1/4 OF NW 1/4 S 1329 FT TO BEG ( LESS RD) BUILDING INFORMATION Bid Bid Class Year Fixtures Gross Stories Ext Wall Bid Est. Cost Num Bit SF Value New 1 MASONRY 1974 12 3,022 1 CONCRETE BLOCK -STUCCO - $180, 863 $291,715 PILAS MASONRY http:// www.sepafl.org/web/re—web.seminole—county_jltle?PARCEL=l 2203030001300000... 1 /25/2008 Seminole County Property Appraiser Get Information by Parcel Number Page 2 of 2 Subsection / Sgft Subsection / Sgft 2 MASONRY 1974 PILAS 3 MASONRY 1974 PILAS Permits BASE SEMI FINISHED / 462 OPEN PORCH FINISHED / 32 2 576 1 CONCRETE BLOCK -STUCCO - $ 37,096 $59,832MASONRY 4 984 1 CONCRETE BLOCK -STUCCO - $ 62,602 $100,971MASONRY 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 8,233 20,582 COMMERCIAL ASPHALT DR 2 IN 1979 84,468 30,746 76,866 PATIO CONC COMM 1979 6,345 8,401 21,002 COMMERCIAL CONCRETE DR 4 IN 1979 16,992 14,477 36,193 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If You recently purchased a homesteaded propertv vour next vear's propertv tax will be based on Just/Market value. http://www. scpafl.org/web/re_web. seminole_county_title?PARCEL=12203030001300000... 1 /25/2008 Permit #: Project Name: 08-713 1 Residential Addition — Deck, carport, screen room Address: Lot 8, Carriage Cove Way, 500 Carriage Cove Way Plans Reviewed By: Richard Denman 02/18/2008 407.330.5656 The hermit Is Subject To The Following Comments THE FOLLOWING ARE STANDARD COMMENTS: NOTICE: In addition to the requirements of the Permit there may be additional restrictions applicable to this property that may 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. I . This approval does not grant permission to violate any applicable Codes. 2. Inspections will not be given unless the Approved plans and Permit are posted in a prominent location and protected from the elements until all inspections are complete. 3. Any connections that may be hidden during the installation shall be inspected prior to covering. 4. The Permit shall expire if work has not begun within six months of the date of issuance. 5. All Permits require Final Inspections. Failure to do so may result in permitting privileges being revoked as well as charges being filed with the DBPR. 6. Your attention to "Notes" written on the Plan pages is requested. 7. Any error or omission in this plan review shall not be construed to grant approval of any violation of any adopted Codes or Municipal Ordinances of this Jurisdiction. 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 YOUR LENDER OR AN ATTORNEY BEFORE, RECORDING YOUR NOTICE OF COMMENCEMENT. SECTION 713.135 FLORIDA STATUTES. PERTMIT # 0(f- 71,, DATE: 3 January 01, 2007 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 "ALUMINUM STRUCTURES DESIGN MANUAL" during the year 2007. 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 2007. 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. Mark Matzinger SCC131149755 s Seibert Aluminum Inc 41 Bombay Ave Winter Springs, FL 32708 They are. -hereby added to -my 2007 MASTERFILE LIST Should you have a questions please contact me at your convenience. Sincerely,"', SITE EXPOSURE EVALUATION FORM I I QUADRANTI 1500' I EXPOSURE I I 1500' 600, QUADRANT IV I 1 40' I QUADRANTII EXPOSURE Io- 600' J 600' --I I I 40' I EXPOSURE - 600' 1500' I I I QUADRANT Ili 1500' EXPOSURE : B- II i L------------- ------ - - - J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE SCALE: 1" = 800' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B',.'C', OR'D' EXPOSURE. ' C''OR'D' EXPOSURE IN ANY QUADRANT MAKE THE SITE THAT EXPOSURE. EXPOSURE C: 1. OPEN TERRAIN FOR MORE THAN 1,500 FEET IN ANY QUADRANT. 2. ANY'C' EXPOSURE FOR GREATER THAN 600 FEET IN ANY QUADRANT. 3. NO SHORT TERM CHANGES IN 'B', 2 YEARS BEFORE SITE EVALUATION AND BUILD OUT WITHIN 3 YEARS, SITE WILL BE'B': 4. FLAT, OPEN COUNTRY, GRASSLANDS, PONDS AND OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1,500 FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS THAT ARE 1,500 FT INLAND FROM THE SHORE LINE AND ARE EXPOSED TO WIND FLOWING OVER WATER FOR A DISTANCE OF AT LEAST 1 MILE. l SITE IS EXPOSURE: EVALUATED BY:,1 ''f DATE: SIGNATURE: yf? LICENSE#: S LI%%Sy,S b- 14 r71 Design Check List for Carports & Patio Covers (Page 1 of 2) 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett d are in compliance with the 2004 Florida Building Code Edition with 2006 Supplements, Chapt 20, ASM35 and The 2005 Aluminum Design Manual Part 1-A & 11-A and ASCE 7-02; Exposure'B' or'C'II or'D'_]; Enclosed Building; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; Negative I.P.C. 0.00; 0.18 for mono -sloped roof; 0.18 for attached, fourth wall structure and gabled carports. Roof live load 10 or 30 PSF orUO MPH for 3 second wind gust velocity load; Basic Wind Pressure NO Base design pressures arePSF for Roofs andPSF for walls. /, l/ Notes: Wind velocity zone and exposure category are determined by local code. "Enclosed" refers to attached covers & "open" refers to free standing mono -sloped covers. Pressures & Conversions multipliers are on page 24i & iii. 11. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. 0*I-Z lq/i L Phone: yJ7 - ,37 7 -- ISM 0 Contractor / Authori d Rep* Name (please print) Date: Z.ZhY- Contractor / Authoriz R p* Signature Job Name & Address Note: Projection from host structure shall not exceed 20'. III. Building Permit Application Package contains the following: Yes No A. Project name & address on plans .............................................. B. Site plan or survey with enclosure location ..................................... C. Contractor's / Designer's name, address, phone number, & signature on plans ..... D. Site exposure form completed ................................................. Q ED E. Proposed project layout drawing @ 1/4" scale with the following: 1. Plan view with host structure, enclosure length, projection from host structure, . Ed ED and all dimensions 2. Front and side elevation views with all dimensions & heights .................. E33. Beam location (show in plan & elevation view) & size ...................... . Select beams from appropriate 2.1 series tables) 4. Upright location (show in plan & elevation view) & size ........................ Select uprights from appropriate 2.2 series tables) Check Table 2.3 for minimum post size) EE( a5. Knee braces length, location, & size ....................................... Check Table 2.3 for knee brace size) Must have attended Engineer's Continuing Education Class within the past two years. b-5 Design Check List for Carports.& Patio Covers (Page 2 of 2) IV. Highlight details from Aluminum Structures Design Manual: Ye No A. Beam & pudin tables w/ sizes, thickness, spacing, & spans / lengths 0 Tables 2.1.1, 2.1.2 and/or 2.1.3) Beam allowable span conversions from 120 MPH wind zone, 'B' Exposure to MPH wind zone and/or'C' Exposure for load width Look up span on 120 MPH table and apply the following formula: Span / Height Required Span @ 120 MPH @ MPH 0.00 (b or d) x 1.00 (b or d) x 1.0g0 (b or d) = 0.00 Wind Zone 4 L-- Exposure Multiplier ** Multiplier ** Yell No B. Upright sizes, thickness, spacing, & heights / lengths (Tables 2.2.1 & 2.2.2) ...... 0 Allowable upright height conversion from Exposure "B" for any wind zone to a C" catagory exposure. Multiply height from table by 0.71. Also, check Table 2.3 for minimum post size To convert roof area for any wind zone from 'B' to 'C' exposure catagory, multiply by 0.71. Area from Table 2.2.1 or 2.2.2 ft.z x 0.71 = 0.00 C. Table 2.3 w/ beam, upright, & knee braces combination, type, & size of anchors .... D. Connection details to be used such as: 1. Carport / cover plan view & section (Example Page 2-3 & 5) 0 2. Fourth wall or mobile home connection details .....:................ Q 3. Header to wall / fascia (Section 7).......................................... Q 4. Beam to upright, wall, or another beam (pudins) .............................. [ Q 5. Knee braces .................................. E. Connection to slab / footing d 0 F. Foundation detail type & size (Table 2.4)........................................ [ Q Notes: Appropriate multiplier from Table 2A or 2B on page 2-4i or Table 2E on page 2-4ii.. b-6 I CTIO ATTACHED & FREE-STANDING COVERS AND UTILITY1 i-ED.`-, General Notes and Specifications: 1. Certain of the following structures are designed to be married to site built block, wood frame, or DCA approved modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the 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 point of connection to the host structure. Structures with larger limits than these shall have site specific engineering. Freestanding structures shall be limited to the maximum spans and size limits of component parts. 4. The followingrules apply to attachments / additions involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to all utility sheds, carports, and / or structures to be attached. b. Fourth wall construction means the addition shall be free standing with only the roof flashing of the two units being attached. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. 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. If the mobile / manufactured home manufacturer certifies in,writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. 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. For patio covers or carports the following rules apply to knee brace requirements: a. Freestanding structures -with posts set in concrete footings do not require knee braces. b. Freestanding structures°with surface mounted posts require knee braces in both directions. Cross beams can be used for the lateral bracing. c. Patio covers or carports attached to a host structure do not require knee bracing. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. Spans may be interpolated between values but not extrapolated outside values.. 10. 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. 11. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating 12. For Design Check List and Inspection Guides for Attached & Free -Standing Covers and Utility Sheds, see Appendix ( Section 10). 13. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after treatment and paint process. 2 i General Notes and Specifications for Section 2 Tables: The structures designed for Section 2 are attached and freestanding carports and patio covers. Freestanding carports are considered to be open structures w/ a negative internal pressure coefficient of 0.00. Attached carports & covers, structures with a fourth wall, and gabled carports are considered to be enclosed structures w/ a negative internal pressure coefficient of 0.18. The design wind loads used are from ASCE 7-02 Section 6.5, Analytical Procedure and are in compliance with the 2004 Florida Building Code w/ 2006 Supplements or larger of combined loading or wind loading. The loads assume a mean roof height of less than 30; roof slope 0" to 25° (+/- 10°) for attached structures or gabled free standing carports and 0° to 10* for freestanding covers; For all carports, patio covers, and utility sheds I = 0.87.for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All pressures shown in the table below are in PSF (#/SF). All framing components are considered to be 6063-T6 alloy. For components of 6005-T5 and 6061-T6 multiply spans by 1.13. Section 2 Design Loads for Attached & Freestanding Covers and Utility Sheds Wind Zone MPH Basic Wind Pressure Roofs (#/SF) Components & Cladding Freestanding Carports w/ Monosloped Roofs Attached Carports or Gabled Freestanding Carports Utility Sheds Overhang I Cantilever Posts I Uprights tility Shed Walls & Roofs Cantilever 50 1 20 10 50 1 20 1 10 100 13.0 15.8 16.6 26.6 46.8 12.0 23 1 27 30 27 38 1 45 1107. 14.0- 1'S:6 ., 17 7, , :.-, , . r,26.8, . 47:5 ;. 1'1:4 =. 2T" m 32 36 33-46 55. 120 17.0 16.2 21.1 27.4 48.3 13.5 32 39 43 39 54 65 123 18.0 16.3 22.2 28.9 50.8 14.2 34 41 45 41 57 69 130 20.0 16.8 24.8 32.2 56.6 15.9 38 45 51 46 64 77 140-1 23.0 18.4 28.7 37.3 65.7 18.4 44 53 59 53 74 89 140-2 23.0 32.4 30.9 37.3 65.7 18.4 44 53 59 54 74 89 150 26.0 33.1 33.0 42.8 75.4 16.9 51 60 68 611102 Notes: 1. Roof and framing members of carports & patio covers are considered to be the main frame resistance components. To convert the above loads to "C" and "D" exposure loads see Table 2E next page. Table 2A Conversion Factors for Table 2B Conversion Factors for Section 2 Roof Beam Spans Section 2 Roof Beam Spans for Freestanding Carports* w/ Monosloped Roofs for Attached Carports or Gabled Freestanding Carports From 120 MPH Wind Zone to others: exposure "B" From 120 MPH Wind Zone to others; exposure "B" Wind Zone MPH) Applied Load Sq. FL) Deflection d) Bending b) 100 16:6 15.8 1.01 1.01 olio " 1 A;1'-" '- 1.02"' 120 16.2 1"00 '- 1:00 123 16.3 1.00 0.99 130 16.8 0.99 0.98 140-1 18.4 0.96 0.94 140-2 32.4 0.79 0.71 150 33.1 0.79 0.70 For Freestanding Carports with Gabled Roofs use Conversion Table 2B Table 2C Conversion Factors for Section 2 for Enclosed Shed Walls From 120 MPH Wind Zone to others; exposure "B" Wind Zone MPH) Applied Load Sq. Ft) Deflection d) Bending b) 100 26.6 1.01 1.01 110 26.8 1.01 1.01 120 27A 1.00 1.00 123 28.9 0.98 0.97 130 32.2 0.95 0.92 140-1 37.3 0.90 0.86 140-2 37.3 0.90 0.86 1.50 42.8 0.86 0.80 Continued next page... Wind Zone MPH) Applied Load Sq. Ft) Deflection d) Bending b) 100 16.6 1.08 1.13 120 211 f' 1:00 1.00 123 22.2 0.98 0.97 130 24.8 0.95 0.92 140-1 28.7 0.90 0.86 140-2 30.9 0.88 0.83 150 33.0 0.86 0.80 9 Table 2D Conversion Factors for Section 2 Roof Beam Spans for Overhang / Cantilever (All Building Types) From 120 MPH Wind Zone to others; exposure "B" Wind Zone MPH) Applied Load Sq. Ft) Deflection d) Bending b) 100 46.8 1.01 1.02 110 47.1 1.01 1.01 120 48.3 100 1.00 123 1 50.8 0.98 0.97 130 56.6 0.95 0.92 140-1 65.7 0.90 0.86 140-2 65.7 0.90 0.86 1:50 75.4 1 0.86 1 0.80 2 ii General Notes and Specifications for Section 2 Tables (cont.): Conversion Table 2E Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure -B' to "C" Exposure "B" to -D- Mean Roof Height' Load ConversionIFactor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 1. 0 1!15' 1..: 121 0.91 0.94 1.47 0.83 0.88 5' - 20' a 129 0.88 0-92 1..54 0.81. 0.87 20' - 2Y 1.34 0.86 0.91 1-60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 30' - 40' 1.37 0.85 0-90 1.61 0.79 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE-02 2 - iii SECTION 2 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS EXISTING HOST STRUCTURE SEE CONNECTION DETAILS SECTION 7) I 12" x PAN POST AND BEAM I SEE TABLES SECTION 7) (DETAILS AND TABLES I USE TO SELECT PAN SECTION 2) FOR REQUIRED SPAN FOR FRONT BEAM USE: W' VARIES A = W / 2+OVERHANG FOOTING AND CONNECTION DETAILS SECTION 2) CARPORT WALL -SECTION" SCALE: 3116" = 1'-0" NOTES: 1. SHED IS FRAMED WITH FOURTH WALL (IF REQUIRED) OR ATTACHED TO HOST, MAXIMUM FLOOR AREA 200 SQ. FT., IF FLOOR AREA IS GREATER THAN 200 SQ. FT. USE SECTION 4, ATTACHSHED 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 ROOMS 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 WrrH THE FLORIDA BUILDING CODE 2004 W/ 2006 SUPPLEMENTS CHAPTER 23, TABLE 2306.1 OR AS NOTED. Nailing Schedule: Connection Fastener Number I Spacing Wall Sheathing 1/2" or Less 8 Common I 6" O.C. Edges and IT O.C. Reld Top or Sole Plate to Stud A. End tad 16 Common 2 B. Toe Nall 8 Common] 2 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P. O. Box 214368, South Daytona, Fl 32121 Telephone #: ( 386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@beltsanhnet PAGE Q COPYWGNT2006 2- 4 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, PE e ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2 INTERNAL ANGLE OR U—CLIP COLUMN KNEE BRACE REQUIRED FOR CARPORTS IF POSTS ARE NOT SET IN CONCRETE FOOTING KNEE BRACE NOT REQUIRED FOR STRUCTURES ATTACHED TO HOST STRUCTURE AND ROOF PROJECTION FROM HOST LESS THAN 20' KNEE BRACES SHALL BE MIN. OF 16" MAX. OF 30" 10 x 1/2" W/ 3/4" WASHER FOR 0-123 MPH WIND ZONES "C" EXP.OR #12 x 1/2" W/ 3/4" WASHER FOR 130-140 MPH WIND ZONES "C" EXP. @ 8" O.C. CROSS BEAM 2" x FASTENERS (PER TABLE 2.3) PAN ROOF PANEL START OR END OF BEAM SPAN CENTER OF BRACE 2",x 3" x 0.050" MINIMUM KNEE BRACE (SEE TABLE 2.3) CONNECT KNEE BRACE TO COLUMN AND BEAM WITH 0.050" 'U' CHANNEL, 'H' CHANNEL, OR GUSSET PLATE, FASTEN WITH S.M.S. AT EACH CONNECTION POINT PER TABLE 2.3) I(NE'EBiRAC.ET O.PO-_ST DETAtL---BEAM PERPENDICULAR TO -ROOF) Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-1 3 SECTION 2 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I BEAMS MAY BE ANGLED FOR GABLED FRAME 7--- W ROOF PANEL Q (SEE SECTION 7) ANCHOR PER DETAIL FOR PAN 0 OR COMPOSITE PANEL FOR NUMBER OF. BOLTS AND SIZE OF POST (SEE TABLE 2.3) COLUMN NOTCHED TO SUIT o BEAM AND POST SIZES SEE TABLES SECTION 2) SIDEYN, OTCH POST.TO=BEAM CO'NNECTIOIV SCALE: 3" = V-0" BEAMS MAY BE ANGLED FOR - ---------- GABLED FRAME 0 w ROOF PANEL F w SEE SECTION 7) 1-3/4" x 1-3/4" x 0.063" RECEIVING CHANNEL THRU ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU OO OR COMPOSITE PANEL BOLTS FOR SIDE BEAM SEE TABLE 2.3 FOR NUMBER FOR NUMBER OF BOLTS AND OF BOLTS) I SIZE OF. POST (SEE TABLE 2.3) COLUMN NOTCHED TO SUIT NOTC 0 BEAM AND POST SIZES SEE TABLES SECTION 2) 0 BEAM CONNECTION 1 1 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2006 2-1 6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS CONNECTOR MAY BE (2) ANGLES, INTERNALLU' CHANNEL OR EXTERNALLU' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) PRIMARY / FRAMING BEAM SEE SPAN TABLES — SECTION 2) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH SEE SECTION 9) SECTION 2 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (4) #10 x 1-1/2" INTERNALLY SECONDARY BEAM / PURLINS(SEE SPAN TABLES SECTION 2) BEAM TO'BEAMFCA'N'NECTION DETAIL SCALE: 3" = V-0" BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR TO CONCRETE W/ (2)1/4" x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER w ® SIDE FOR EACH INCH OF BEAN HOST STRUCTURE MASONRY = m ® DEPTH LARGER THAN 3" OR FRAMED WALL a SELECT FASTENERS FROM o ® ALTERNATE CONNECTION: SECTION 9 TABLES) nn ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" O INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG PRIMARY BEAM SCREWS OR TO CONCRETE SEE SPAN TABLES OR MASONRY WALL W/ (3) 1/4" SECTION 2) x 2-1/4" ANCHORS OR ADD (1) ANGLE OR RECEIVING ANCHOR PER SIDE FOR EACH CHANNEL FBEAM DEPTHINCH LARGER THAN 3" BEAnII TO`VNA"LL CONNECTION -DE -TAIL SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, A 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE COPYRIGHT 2006 NOT TO.BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2- SECTION 2 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS TOP OF GRADE COMPACTED BACK FILL 04 N N A BASE WALL MIN. 1" IS THICKNESS OF REQUIRED POST. MAY BE THICKER a SCALE: 1-1/2" = V-0" POST IN CONCRETE 40 BAR 12" LONG POURED CONCRETE REFER TO TABLE 2.4) I T" ISO`LATED. FRO-0TIN SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net 3" x 3" POST (SEE TABLE) 2) 2" x 2" x'T' ANGLE OR 1) U CHANNEL x'T' 3/8" x 3-1/2" BOLT 80 LB. 2500 PSI CONCRETE PRE -MIX 3" EXTRUDED ALUMINUM BASE ALTERNATE: 3" BREAK FORMED 5052 H-32 ALUMINUM BASE NNE t. 3" x 3" POST TURN BOLTED - ANCHOR ANCHOR RISER 2-3/4" x 2-3/4" x 2-1/2" LONG x 1/8" TUBING WELDED CONNECTION FASTEN (SEE SECTION 9) 12" x 12" x 1/4" PLATE 3-1/2" CONC. SLAB POST MAYBE FILLET WELDED DIRECTLY TO BASE PLATE BASE ANCHOR CONNECTOR FOR POST TO SLAB CONNECTION SCALE: 3" = V-0" PAGE @ COPYRIGHT 2006 2-24 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 2 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS UNIFORM LOAD l a A B SINGLE SPAN CANTILEVER UNIFORM LOAD Z l A B C 2 SPAN UNIFORM LOAD l A B 1 OR SINGLE SPAN UNIFORM LOAD l Z l A B C.. D 3 SPAN UNIFORM LOAD t t t t A B C D E 4 SPAN NOTES: 1) l = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. 5) Span condition = number of supports less one. Example: If there are 5 supports (posts) the span condition is "4 span" SPAN EXAMPLES FOR SECTION 2 TABLES SCALE: N.T.S. REVISED APRIL 2007 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: febpe@bellsouth.net PAGE 2.28 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I A. I SECTION 2 1 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.1.3-110 Allowable-Roof_Beam_Spans, For Covers, Fourth Wall Structures, or Freestanding Gabled Carports For 3 sec. wind gust at 110 MPH; using design load of 17.7 #/SF.(47.1 #/SF for Max. Cantilever) Aluminum Allov 6063 T-6 2" x 7" x 0.055" x 0.120" Self Mating Beam Z:x8_'x.0:072"'z 0:224"-Self'Mating'Beam Load Width (ft.) Max. Span 17(bending'b' or deflection d') Load Width (ft.)! Max. Span 'L'I(bending W or deflection 'd') 1&2 Span 3 Span 4 Span Cantilever 1&2_SUn—. 3 Span 4 Span . axiCantever 4 15'-2" b 16'-11" b 16'-5" b T-6" d 4 19'-10" d 24'-0" d 25'-0" d 4'-0" d 5 13'-7" b 15-2" b 14'-8" b 3'-3" d 5 18'-5" d 22'-9" d 22'-0" b 3'-11" d 6 12'-5" b 13'-10" b 13'-5" b 3'-l" d 6 17'-4" d 21'-3" b 20'-6" b 3'-9" d 7 11 '-6" b 1 12'-10" b 12'-5" b 2'-11" d 7 16'-6" d 19'-8" b 19'-0" b_ T-6" d 8 10'-9" b 12'-0" b 11'-7" b 2'-9" d r 8 15'-9" d/ 18'-5" b 17'-9" b' 3rC'_ _d_ 9 10'-2" b 11'-4" b 10'-11" b 2'-8" d 9 15'-2" d 17'-4" b 16'-9" b 3'-3" d 10 9'-7" b 10'-9" b 10'-5" b 2'-7" d 10 14'-8" d 16'-6" b 15'-11" b 3'-2" d 11 9'-2" b 10'-3" b 9'-11" b 2'-6" d 11 14'-0" b 15'-8" b 15'-2" b 3'-0" d 12 8'-9" b 9'-10" b 9'-6" b 2'-5" d 12 13'-5" b 15'-0" b 14'-0" b 2'-11" d 2" x 9" x 0.072" x 0.224" Self Mating Beam 2" x 9" x 0.082" x 0.306" Self Mating Beam Load Width (ft.) Max. Span 'L'/ bending 'b' or deflection 'd' Load Width (ft.) Max. Span 17(bending 'b' or deflection 'd') 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4 22'-4" d 26'-0" b 25'-8" b 4'-0" d 4 23'-9" d 29'-4" d 29'-11" b 4'-0" d 5 20'-9" d 23'-9" b 22'-11" b 4'-0" d 5 22'-1" d 27'-3" d 26'-9" b 4'-0" d 6 19'4" b 21'-8" b 20'-11" b 4'-0" d 6 20'-9" d 25'-4" b 24'-5" b 4'-0" 'd 7 17'-11" b 20'-l" b 19'-0" b 3'-11" d 7 19'-9" d 23'-5" b 22'-8" b 4'-0" d 8 16'-9" b 18'-9" b 18'-l" b 3'-10" d 8 18'-11" d 21'-11" b 21'-2" b 4'-0" d 9 15-10" b 1 17'-0" b 17'-l" b 3'-8" d 9 18'-2" d 20'-8" b 19'-11" b 3'-11" d 10 1 15'-0" b 16'-9" b 16'-3" b T-6- d 10 17'-6" d 19'-7" b 18'-11" b 3'-9" d 11 14'4" b 15'-11" b 15'-5" b T-5" d 11 16'-9" b 18'-8" b 18'-l" b T-8" d 12 13'-0" b 164" b 14'-10" b 3'-4" d 12 16'-0" b 17'-11 " b 17'-3" b T-6" d 2" x 10" x 0.092" x 0.369" Self Mating Beam Load Width (ft.) Max. Span 'L'/(bending 'b' or deflection 'd') 1&2 Span 3 Span 4 Span Max. Cantilever 4 27'-10" d 34'-5" d 35'-l" d 4'-0" d 5 25'-10" d 31'-11" d 32'-0" b 4'-0" d 6 24'4" d 30'-1" . d 29'-8" b 4'-0" d 7 23'-1" d 28'-5" b 27'-0" b 4'-0" d 8 22'-1" d 26'-7" b 25'-9" b 4'-0" d 9 21'-3" d 25'-1" b 24'-3" b 4'-0" d 10 20'-0" d 23'-10" b 23'-0" b 4'-0" d 11 19'-11" d 22'-8" b 21'-11" b 4'-0" d 12 19'4" d 21'-9" b 20'-11" b 4'-0" d Gabled sloped roofs include gables with a roof slope greater than 1" in 12". 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. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Ft 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2006 2-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2 Table 2.2.2 . Allowable Attributable Roof Area per Post for Carports & Patio Covers ALUMINUM POSTS Aluminum Post " Wind Load (MPH) = 100 1 r_110;-' 120 1 123 . 130 1 140-1&2 150 16.6 #/SF 117.7 #/SF 1 21.1 1 22.2#/SF 24.8 #/SF 1 28.7 #/SF 32.99 #/SF Maximum Allowable Roof Area In Square Feet for Various Loads on Post Height Load (Ibs.)t Z_`x==x.0.09d" Hollow Extrusion - Aluminum Alloy 6063 T-6 L11=1_00 5,184 432 1-455---Jl 384 1 365 1 365 1 326 1 307 13'-10" 3,888 324 341 288 1 274 274 245 230 15'-10" 3,024 252 265 224 1 213 213 190 179 17'-10" 2,268 189 1 199 168 1 160 160 143 134 Height. Load (lbs.) 3" x 3" x 0.125" Hollow Extrusion -Aluminum Alloy 6063 T-6 13'-9" 6,912 576 606 512 1 487 487 435 409 16'-1" 5,184 432 455 384 1 365 3651 3261 307 18'.4" 4,032 336 354 299 284 284 254 239 20'-7" 3,024 252 265 224 1 213 213 190 179 Height Load (lbs.) 4" x 4" x 0.125" Hollow Extrusion -Aluminum Alloy 6063 T-6 15'-9" 1 9,312 776 817 690 656 656 586 551 18'-5" 1 6,984 582 613 517 492 492 4391 413 21'-0" 1 5,432 453 4761 402 383 3831 342 321 23'-8" 1 4,074 340 357 302 287 287 256 241 Steel Post Wind Load (MPH) = 100 110 1 120 1 123 1 130 1 140-1&2 150 16.6 #/SF 17.7 #/SFJ 21.1 1 22.2#/SF I 24.8 #/SF 28.7 #ISF 32.99 #ISF Maximum Allowable Roof Area In Square Feet for Various Loads on Post Height Load (lbs.) 3" x 3" x 14 Gauge Post - 46 k.s.l. Steel 19'-10" 10,050 838 1 882 1 744 1 708 1 632 1 546 1 595 21'-9" 7,430 619 652 1 550 1 523LJ 467 1 404 1 440 23'-9" 5,638 470 1 495 1 418 1 397 1 355 1 306 1 334 25'-0" 4,371 364 1 383 1 324 1 308 275 238 259 Height Load (lbs.) 3" x 3" x 11 Gauge Post - 46 k.s.l. Steel 19'4" 15,870 1323 1392 1176 1 1118 998 863 939 21'-7" 11,730 978 1029 869 826 738 638 694 23'-6" 8,970 748 787 664 632 564 488 531 25'-6" 6 900 575 605 511 486 434 375 408 Height Load lbs.) 4" x 4" x 14 Gauge Post - 46 k.s.l. Steel 26'-8" 12,650 1054 1110 937 891 796 688 749 29'3" 1 9,350 779 820 693 658 588 508 553 32'-0" 1 7,150 1 596' 627 530 504 450 1 389 1 423 34'-8" 1 5,500 1 458 482 407 387 346 1 299 1 325 inversion mutt) tiers Tor I-reestancling carports wltn Mono 510 ea KOOTS 100 110 120 123 130 140-1 140-2 150 1.00 1.20 1.27 1.25 1.23 1 1.27 1 1.23 1.23 Example: Find Roof Area Needed; Area ='A'; Post Spacing ='S'; Structure Projection ='W': A = S x (W/2 + O.H.); If 'S' = 20'. W = 24', and O.N. = 2' then: 'Area' = 280 Sq. Ft. a. Fora 13'-10" post and 120 m.p.h. wind load of 14 # / Sq. Ft. post choices are: 1. 3" x 3" x 0.125" Hollow Extrusion 2. All post sizes listed below the 3" x 3" x 0125" Hollow Section b. If job conditions dictate a post hieght of 20'-7" for A = 280 Sq. Ft. and 120 MPH wind zone, then a 3" x 3" x 0.125" Hollow Extrusion can NOT be used since it can only support a roof area of 216 Sq. Ft. Thus, design must satisfy both height and area requirements. Note: 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 & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona,FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net Q COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-61 n rnm N Table 2.3v N () ((DD 7 o r- n0 Q0 CDmO CO co Mo n Nm W y ° Cj (D o 0 m o C CD o r- g„xrn G)m Nm -n Nrm r 1) G7 A C m Schedule of Post to Beam Size and Number of Thru-Bolts Possible w/ Min. Edge Distance of 2-1/2d Aluminum Alloy 6063 T-6 Beam Size Minimum Post Size Min. # Thru-Bolts Beam a Min. # Thru-Bolts sePostBa Minimum Knee Brace' Miminum # Knee Brace Screws' 1/4" 5/16" 3/8" 1/2" 1/4" 5/16" 3/8" 1/2" Hollow Sections 2" x 2" x 0.044" Cross Beam N/A N/A** N/A'* N/A'* N/A'* N/A** N/A** N/A*' N/A** 2" X 2" 3 2" x 3" x 0.050" Hollow Tilt 2" x 2" x 0.044" or 2" x 2" x 0.045" Snap 5 3 3 2 3 2 1 1 2" x 3" x 0.050" 3 2" x 4" x 0.050" Hollow 2" x 3" x 0.045" Hollow or 2" x 3" x 0.045" Snap 7 5 4 3 5 3 3 3 2" x 3" x 0.050" 3 Self Mating Beams 2" x 4" x 0.038" X 0.100" 3" x 3"x 0.060" Scalloped 5 4 2 2 5 3 3 2 2" x 3" x 0.050" 3 2" x 5" x 0.050" X 0.100" 3" x 3"x 0.060" Scalloped 7 5 3 3 5 3 3 2 2" x 3" x 0.050" 3 2" x 6" x 0.050" X 0.120" 3" x 3"x 0.060" Scalloped 8 6 3 3 5 3 3 2 2" x 3" x 0.050" 3 2" x 7" x 0.055" x 0.120" 3" x 3" x 0.093" 10 7 4 4 5 3 3 2 2" x 4" x 0.050" 3 2" x 8" x_0 072 x:0.224" 3" z 3""x'0:093" 1"1- 9_,. 5 ';:. 5,. 5- 3i 3 _ 2- 2"x 4" x 0.050" 3 2" x 9" x 0.072" x 0.224" 3" x 3" x 0-125'`--1 13 1 10 6 6 5 3 3 2 2'" x 4" x 0.050" 3. 2" x 9" x 0.082" x 0.306" 4" x 4" x 0.125" 13 11 6 1 6 1 7 5 4 3 2" x 4" x 0.050" 3 2" x 10" x 0.092" x 0.369" 4" x 4" x 0.125" 15 1 1 The minimum number of thru bolts is (2) Minimum post/beam may be used as minimum knee brace Fasten external screws or dips. See Details For screw size see wind zone chart The minimum size and spacing of stitching screws shall be the same as table 3A.3. Knee Brace Min. Length Max. Length 2" x 2" x 0.044" 1'-4" 2'-0" 2" x 2" x 0.055" 1'-4" 2'-0" 2" x 2" x 0.093" 1'-4" 2'-0" 2" x 3" x 0.050- 1=6" 2'-6" 2'"'x'4_x.0:050"--^- 1-'=6i_ w_;,3.0+' ; 7 5 7 7 19 5 4 3 2" x 4" x 0.050" 4 Example: Number of bolts required for 120 MPH, "B" exposure, Attached (Enclosed) structure; MWFRS Design Load 14 PSF load width of post = 12', post spacing = 10', w2 = 14 PSF Post Uplift = 12' x 10' x 14' = 1680# From Table 9.4A* use wall thickness of lesser member " Example: use Twall = 0.60" Allowable Loads Bolts Req'd * @ post base I @ beam 1/4" = 468# / bolt 3.52 use 4 yes yes 5/16" = 610 # / bolt 2.75 use 3 yes yes 3/8" = 731 # / bolt 2.29 use 3 yes yes 1/2" = 1,004 # / bolt 1.67 use 2 yes yes These values are good for post base & beam bolts W m i 0 Z N D m 90 n m m I D- Z v Z ci 0 m N Z v C I r to 2 m v Cn i i ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2 Table 2.4.1 Footings - Maximum Roof Area for Attached Carport and Freestanding Gabled Carport Posts Wind Zone (MPH) = 100 110,j' 120 123 130 140-1 140-2 150 Attached Cover Uplift " = 16.6 #ISF i17.7 '#ISF 21.1 #/SF 22.2 #/SF 24.8 #ISF 28.7 #/SF 30.9 #/SF 33.0 #/SF Free Standing Uplift = 10 #/SF 1 O #/SF-1 11 #/SF 12 #/SF 13 #/SF 15 #/SF 15 #/SF 17 #/SF Existing Slab on Grade w/ unknown reinforcement in good repair 22 19 15 15 13 11 11 10 Isolated Footing Dimensions" Uplift Rating (lbs.) Maximum Attributable Roof Area In Square Feet 1'-0" x 1'-0" x 1'-0" 306 18 17 15 14 12 11 9 9 1'-4" x 1'-4" x 1'-4" 597 36 34 28 27 24 21 18 18 1'-6" x 1'-6" x 1'-6" 790 48 45 37 36 32 28 24 24 1'-8" x 1'-8" x 2'-0" 1,223 74 69 58 55 49 43 37 37 1'-8" x 1'-8" x 2'-6" 1,529 92 86 72 69 62 53 46 46 1,584. _ J 95 C89 i- 75 71 64 55 1 48 48 2'-0" x 2'-0" x 2'-6" 1,980 119 112 94 89 80 69 60 60 2'-6" x 2'-6" x 2'-0" 2,756 166 156 131 124 111 196 84 84 2'-6" x 2'-6" x 3'-0" 3,308 199 187 157 149 133 1 115 100 100 rtaar, areas Daseo on anacnea cover Uplltt loans. 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 Pre -cast footina block / 16" x 16" x 4" 1 at 24" below arade with 80 0 ban nreanim r_nnr_rPta and harkfilled to nrade- Wind Zone (MPH)= 100 110 120 123 1 130 140-1 140-2 150 Attached Cover Uplift " = 16.6 #/SF 17.7 #/SF 21.1 #/SF 22.2 #/SF 24.8 #/SF 28.7 #ISF 30.9 #/SF 33.0 #ISF Free Standing Uplift = 10 #ISF 10 #/SF 11 #/SF 12 #/SF 13 #/SF 15 #/SF 15 #/SF 17 #/SF Dimensions" Rating (tbs.) Maximum Attributable Roof Area in Square Feet 1) x 80# Bag 1,734 110 103 86 82 73 63 55 55 2) x 80# Bag 1,819 1 115 1081 90 86 77 66 58 58 3) x 80# Bag 1,904 1 115 108 90 86 77 1 66 58 58 Note: Maximum uplift on post Is determined by multipying maximum attributable roof 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 Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs Wind Zone 1 100 1 110 120 123 130 140-1 1 140-2 150 Roof Area Multiplier 1 1.00 1 1.05 1.13 1.36 1.48 1.56 1 1.00 1.00 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #:. (386) 767-6556 Email: lebpe@bellsouth.nel @ COPYRIGHT 2006 - - PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. - 2-63 A' SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS General Notes and Specifications: 1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect, engineer, or a certified home inspection company to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16' from the host structure. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 4. The following rules apply to attachments involving mobile and manufactured homes: a. Structures.to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction.'. This applies to utiliy sheds, carports, and / or other structures to be attached. b. "Fourth wall construction" means the addition shall be free standing with only the roof flashing of the two units being attached. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3 x 0.050" with an 18" x 2" x 0.044" knee brace at each end of the beam. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.. 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. For Design Check List and Inspection Guides for Sreen, Acrylic & Vinyl Rooms, see Appendix (Section 10). 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. 13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports in the gutter. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process. 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA NPEA / NSA 2100-2 for catagory I, II, & III sunrooms, non -habitable and unconditioned. 3A-i I General Notes and Specifications for Section 3A Tables: The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of the 2004 Florida Building Code w/ 2006 Supplements. The loads assume a mean roof height of less than 30'; roof slope of 0° to 20°; 1= 0.87 for 100 MPH zone, 0.77 for 110 MPH and higher zones. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific. All framing components are considered to be 6063-T6 alloy. For components of 6005-T5 and 6061-T6 multiply spans by 1.13. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure"B" Basic Wind Pressure Screen Rooms Vinyl Rooms Over Hang All Roofs Roof Walls 100 MPH 13.0 10.0 12.0 46.8 110 MPH- 14-0 ,,.,a, 11..0 - 13:0 - 4.7..1 120 MPH 17.0 13.0 15.0 48.3 123 MPH 18.0 13.3 15.9 1 50.8 130 MPH 2O.0 15.0 18.0 56.6 140-1 MPH 23.0 1740 21.1 65.7 140-2 MPH 23.0 17.0 24.0 65.7 150 MPH 26.0 20.0 20.0 75.4 Note: Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the above loads from Exposure "B" to Exposures "C" or "D" see Table 3A-C next page. Table 3A-A Conversion Factors for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others, Exposure "B" Roof I Walls Wind Zone MPH Applied Load SF) Deflection d) Bending b) Applied Load SF) Deflection d) Bending b) 100 10.0 1.09 1.14 12.0 1.08 1.12 7 1:05 120 13.0 1.00 1.00 15.0 1.00 1.00 123 13.3 1 0.99 0.99 1 15.9 0.98 1 0.97 130 15.0 0.95 0.93 18.0 0.94 1 0.91 140-182 17.0 0.91 0.87 21.0 0.89. 0.85. 150 20.0 0.87 0.81 24.0 0.85 0.79 Table 3A-B Conversion Factors for Over Hangs From exposure "B" to exposure "C" Wind Zone MPH Applied Load ISF) Deflection d) Bending b) 100 46.8 1.01 1.02 48.3 1.00120 1.00 123 1 50.8 0.98 0.97 130 56.6 0.95 140-1 65.7 0.90 140-2 65.7 0.90 EO.8015075.4 0.86 3A ii General Notes and Specifications for Section 3A Tables (cont.): Conversion Table 3A-C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B" to "C" Exposure "B" to "D" Mean Roof Height* Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 50_. 15:5 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' - 25' 1.34 1 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 30' - 40' 1.37 1 0.85 1 0.90 1.61 1 0.79 1 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE-02 3A-ii SCREEN, ACRYLIC & VINYL ROOMS INTERIOR BEAM SEE TABLES 3A.1.3) SECTION 3A HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM PER SECTION 7 RIDGE BEAM SEE TABLES 3A.1.4) HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICALGARLE-S"OL_IC ROOF--E-NCLOSURE SCALE:- N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net @ COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-1 SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS EDGE BEAM (SEE TABLES 3A.1.1 & 3A.1.2) LW' FOR MAX. H* / UPRIGHT HEIGHT O " 1 x2 / " k-- MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING TYPICAL SCREEN, ACRYLIC OR VINYL ROOM ( FOR FOOTINGS SEE DETAILS PAGE 3A-37) W/ SOLID ROOF TYP. FRONT VIEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) LW' LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/2' 'P/2' @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) SEE TABLES) ul O.H. Z- U SOLID ROOF NO MAXIMUM W ELEVATION SLAB OR GRADE) P PROJECTION FROM BLDG. , VARIES VARIES LW = LOAD WIDTH NOTES: ' P' VARIES 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND W% IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100-123 130 140 150 8 10 #12 #12 TYPICAL SC°REEWROO:M SCALE: 3/16" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, F132121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2006 3A-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETf, P.E. i SCREEN, ACRYLIC & VINYL ROOMS SECTION 3A PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1" x 1" x 2" ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL ANCHOR 1 x 2 PLATE TO CONCRETE WITH 1/4" x 2-1/2" 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. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH ALTERNATE WOOD DECK: 2" PTP USE WOOD FASTENERS W/ 1-1/4" MIN. EMBEDMENT) 1" x 2" TOP RAILS FOR SIDE WALLS' KITH MAX. 3.5' LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE MAX. UPRIGHT SPACING 100 T-0" 110 6'-7" 120 6'-3" 123. 6'-1" 130 5'-8" 140 1 &2 5'-1 " 150 4'-11 " INTERNAL OR EXTERNAL L' CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4) #10 S.M.S. 1 x 2 OR 2 x 2 ATTACHED TO BOTTOM W/ 1" x 1" x 2" x 1/16" 0.045" ANGLE CLIPS EACH. SIDE AND MIN. (4) #10 x 1/2" S.M.S. 1" x 2" x 0.032" MIN. OPEN BACK IEXTRUSION 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE Ram--TOt-B°ASE=~GIRT: AND-POST'TO`BEAM 'D'ETAIL SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net I O PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 3A-3 I I ` SECTION 3A T ALTERNATE CONNECTION DETAIL 1" x 2" WITH 3) #10 x 1-11 SO CREW BOSS 2) # 10 x 1 112" S. M. S. INTO SCREWBOSSANCHOR 1" x 2" PLATE TO CONCRETE W1114" x 2-1I2" CONCRETE ANCHORS WITHIN 6' OF: EACH EACH POST AND 4" O C MAX. MIN. 3-112" 1 oB 2500 PSI 0 W W M CONC. 6x6- OR FIBER MESH VAPOR BARRR UNDER CONCRETESCREEN, ACRYLIC &VINYL ROOMS ANCHOR 1" )(2" CHANNEL TO CONCRETE WITH - 114" x 2-114"CONCRETE ANCHORS WITHIN 6 OF EACH SIDE pFMAX H POST AT 24" p. 0 OTHROUGH ANGLE AT 24" O.C. MAX.. MIN. 3- 112" SLAB 2500 PSI IGONG. 6x6-10x1 F BE M H VAPOR CONCRETEBARRR UNDER cr.ALE: 3 SCALE- P. E. Bennett, FL # 16644 Lawrence E. ENGINEERING CIVIL & STRUCTURAL P.O. Box 214368, South Daytona, F132121 Telephone #: (386) 767- 4774 Fax p: (386) 767 6556 b e@bellsouth. net AMIHEADER NGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL SCREW SYSTEMS MIN. (3) # 10 x 1 112" S.M.S. INTO SCREW BOSS 1" x 2" EXTRUSION 1-118" MIN. IN CONCRETE HEADER BEAM 4) #10 x 112" S.M.S. EACH SIDE OF POST H-13AR OR GUSSET PLATE 2„ x 2" OR 2" x T OR 2" S.M.B. POST MIN. ( 4) 00 x 112" S-M.S. @ EACH POST 1" x 2". EXTRUSION 1-118" MIN. IN CONCRETE Email. e P E © COPYRIGHT 2006 PAGE HOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P• 3A-4 NOT TO BE REPRODUCED IN a SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS 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. ALTERNATE CONNECTION: 2) #10 x 1-1/2" S.M.S. HROUGH SPLINE GROOVES IDE WALL HEADER TTACHED TO 1" x 2" OPEN LACK W/ MIN. (2) #10 x 1-1/2" M.S. IDE WALL GIRT ATTACHED 1 x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO ONCRETE W/ 1/4" x 2-1/4" ONCRETE / MASONRY NCHORS @ 6" FROM EACH OST AND 24" O.C. MAX. AND JALLS MIN. 1" FROM EDGE OF ONCRETE TYPfC L---& ALTERNA,TErCORNER-DETAIL SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE COPYRIGHT 2006 3A-6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREEN, ACRYLIC.A VINYL ROOMS SECTION 3A 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 4TYPTCAL UPRIGHT=DETiAIL> SCALE: 3" = 1'-0" RISER PANELS ATTACHED PER CHAPTER HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2" x 2", 2" x 3" OR 3" x 2" IHOLLOW (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.) Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 3A-7 SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL'L' CLIP OR'U' CHANNEL W/ MIN. 4) #10 S.M.S. PURLIN, GIRT, OR CHAIR RAIL ----/ SNAP OR SELF MATING BEAM ONLY SCREW BOSSES SNAP OR SELF MATING BEAM ONLY PU:RL-IN ,TOBE-AMVO'RyGIR{TTOPOSTDETAIL SCALE: 3" = V-0" O FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES O FOR ALL OTHER PURLINS AND GIRTS IF.THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, F132121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: lebpeen bellsouth.net IPAGE3A I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREEN, ACRYLIC & VINYL ROOMS UNIFORM LOAD l a A B SINGLE SPAN CANTILEVER UNIFORM LOAD ZZ A B C SECTION 3A UNIFORM LOAD l A B 1 OR SINGLE SPAN UNIFORM LOAD Z Zl A B C D ZSPAN 3 SPAN UNIFORM LOAD A B C D E 4:S.PAN NOTES: 1) 1 = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. 5) Span condition = number of supports (posts) less one. Example: If the number of supports (posts) is 5 then the span condition is "4 span". SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-9 SCREEN, ACRYLIC & VINYL ROOMS ( SECTION 3A Table 3A.1.1-110 Allowable Edge Beam-Spans---Hollow?.Extrusionsv, Scree Afor crylic-or'Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF (47.1 #/SF for Max. Cantilever) Aluminum Allov 6063 T-6 2-x=2t--x,0.0447 2" x 2" x 0.055" MLoad— " Width (ft.) Max. Span 'L' I (bending b' or deflection 'd') Load Width (ft.) Max. Span 'L' I (bending b' or deflection 'd') 1 8, 2 Span 3 Span G4'Span— Max. Cantilever 1 & 2 Span 3 Span 4 Span Max. Cantilever 5'4" d 6'-7" d 6'9"•--d. 0'-11" d 5 5'-8" d 6-11" d T-1" d 1'-0" d 6 5'-0" d 6'-2" d 6':e—dd 0'-11" d 6 54" d 6'-7" d 6'-8" d 0'-11" d 7 4'-9" d 5'-11" d 5'-11" b 0'-10" d 7 5'-1" d 6'-3" d 6'-4" d 0'-11" d 8 4'-7" d 5-8" d 5'-7" b 0'-10" 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 5'4" d 5'-9" b 0'-10" d 10 4'-3" d 5'-2" b 4'-11" b 0'-9" d 10 4'-6" d 5'-6" d 5-5" b 0'-10" d 11 4'-l" d 4'-11" b 4'-9" b 0'-9" d 11 4'4" d 5'4" d 5-2" b 0'-10" d 12 T-11'. d 4'-8" b 4'-7" b 0'-9" d 12 4'-3" d 5-2" b 4'-11" b 0'-9" d 3" x 2" x 0.045" 3" x 2" x 0.070" Load Width (ft.) Max. Span 'L' / (bending 'b' or deflection 'd') Load Width (ft.) Max. Span 'L' / (bending 'b' or deflection 'd') 1 8, 2 Span 3 Span 4 Span Max. Cantilever 1 8, 2 Spanp 3 Spanp 4 Spanp Max' Cantilever 5 6'-0" d T-5" d T-7" d 1'-1" d 5 6'-9" d 8'-5" d 8'-7" d 1'-3" d 6 5'-8" d T-0" d T-2" d 1'-0" d 6 6'-5" d T-11" d 8'-0" d 1'-2" d 7 5'-5" d 6'-8" d 6'-10" d. 0'-11" d 7 6'-l" d T-6" d T-8" d 1'-1" d 8 5'-2" d 6'-4" d 6'-5" b 0'-11" d 8 5'-10" d T-2" d 7'4" d 1'-1" d 9 4'-11" d 6-2" d 6-1" b 0'-11" d 9 5'-7" d 6' 11" d T-0" d 1'-0" d 10 4'-9" d 5'-11" d T-9" , b 0'-10" d 10 5'-5" d 6'-8" d 6'-9" b 0'-11" d 11 4'-8" d 5'-8" b 5'-0" b 0'-10" d 11 5'-3" d 6'-5" d 6'-5" b 0'-11" d 12 4'-0" d 5'-5" b 5'-3" b 0'-10" d 12 5'-1" d 6'-3" d 6'-2" b 0'-11" d 2" x .3" x"0:045" 2" x 4" x 0.050" Load""- Width (ft.) Max. Span V / (bending 1 & 2 Span 3 Span b' or deflection 'd') 4,Span M Cantilever Load Width (ft.) Max. Span 'L' I (bending b' or deflection 'd') 1 & 2 S anp 3 Spanp 4 Spanp Mom' Cantilever 5 T-6" d 9'-3" d 9'-5" d 1 1'-4" d 5 9'-8" d I V-11" d 12'-2" b 1'4" d 6 T-0" d 8'-8" d 8'-8" b 1'4" d 6 9'-l" d 11'-3" d 11'-1" b 1'4" d 7 6-8" d 8'-3" d 8'-l" b 1'-3" d 7 8'-8" d 10'-8" b 10'-3" b 1'-7" d 8 , "` 6-5" d T-9" b 1'-2" d 8 8'-3" d 9'-11" b 9'-7" b 1'-0" d 9 6'-2" d T-4" b T-1" b 1'-1" d 9 T-11" d 9'-5" b T-1" b 1'-5" d 10 5'-11" d 6'-11" b 6'-9" b 1'-1" d 10 T-8" d 8'-11" b 8'-7" b 1'-5" d 11 5'-9" d 6'-8" b 6'-5" b 1'-1" d 11 T-5" d 8'-0" b 8'-2" b V-4" d 12 5'-7" d 64" b 6'-2" b 1'-0" d 12 T-3" d 8'-1" b T-10" b 1'4" d 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net I © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 3A-1 1 SCREEN, ACRYLIC & VINYL ROOMS SECTION 3A Table 3A.1.4-110 'CAllowable-Spans-for:Ridge,Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms, For 3 second wind gust 01-4-0 H elocity; using design, load of 11.0 #ISF Self Mating Sections Tributary Load Width'W' = Purlin Spacing 5'-0" 1 6'-0" 7'-0" 1 1 _8:-0:--9'-0" 1 10'-0" 1 11'-0" r 12'-0" Allowable Span / bending'b' or deflection'd' 2" x 4" x 0.044 x 0.100" 12'-11" b 11'-10" b 10'-11" b 10'-3" b 9'-8" b 9'-2" b 8'-9" b 8'4" b 2" x 5" x 0.050" x 0.100" 16-11" b 14'-6" b 13'-5" b 12'-7" b 11'-10" b 11'-3" b 10'-9" b 10'-3" b 2" x 6" x 0.050" x 0.120" 17'-10" b 16-3" b 15'-0" b 14'-1" b 13'-3" b 12'-7" b 11'-11" b 1 l'-0" b 2" x 7" x 0.055" x 0.120" 19'-3" b 17'-7" b 16'-3" b 15'-3" b 14'-4" b 13'-8" b 12'-11" b 12'-5" b 2 x 8 x 0072'.'-'x 0:224-' 28'-8" b 26-2" b 24'-3" b22_8;a• 21'-5" b 20'-3" b 19' 4" b 18' 6" b 2" x 9" x 0.072" x 0.224" 30'-l" b 27'-6" b 25'-5" b 23'-9" b 22'-5" b 21'-3" b 20'-3" b 19'-5" b 2" x 9" x 0.082" x 0.310" 33'-9" d 31'-9" d 29'-9" b 27'-10" b 26'-2" b 24'-10" b 23'-8" b 22'-8" b 2" x 10" x 0.092" x 0.369" 40'-7" d 38'-3" d 36-1" b 33'-9" b 31'-10" b 30'-2" b 28'-10" b 27W" b 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 second wind gust at 120 MPH velocity; using design load of 13.0 #ISF Self Mating Sections Tributary Load Width 'W' = Purlin Spacing 5'-0" 6'-0" 7'-0" 1 8'-0" 1 9'-0" 1 10'-0" 1 11'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 4" x 0.044 x 0.100" 11'-11" b 10'-11" b 10'-l" b 9'-0" b 8'-11" b 8'-5" b 8'-0" b 7'-8" b 2" x 5" x 0.050" x 0.100" 14'-8" b 13'-4" b 12'-4" _ b 11'-7" b 10'-11 " b 10'-4" b 9'-10" b 9'-5" b 2" x 6" x 0.050" x 0.120" 16'-4" b 14'-11" b 13'-10" b 12'-11" b 12'-2" b 11'-7" b 11'-0" b 10'-7" b 2" x 7" x 0.055" x 0.120" 17'-9" b 16'-2" b 14'-11" b 14'-0" b 13'-3" b 121-6" b 11'-11" b 11'-5" b 2" x 8" x 0.072" x 0.224" 26'-5" b 24'-l" b 22'-4" b 20'-10" b 19'-8" b 18'-8" b 17'-9" b 17'-0" b 2" x 9" x 0.072" x 0.224" 27'-8" b 25'-3" b 23'-5" b 21'-11" b 20'-8" b 19'-7" b 18'-0" b 17'-10" b 2" x 9" x 0.082" x 0.310" 31'-11" d 29'-6" b 27'-4" b 25'-7" b 24'-1" b 22'-10" b 21'-10" . b 20'-10" b 2" x 10" x 0.092" x 0.369" 38'-5" d 35'-10" b 33'-2" b 31'-1" b 29'-3" b 27'-9" b 26'-6" b 25'-4" b 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 & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767.4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-23 SCREEN, ACRYLIC & VINYL ROOMS I SECTION 3A 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 oust 0 01MPHVelocityusingdesignroadof11nB/SF Sections Tributary Load Width 'W' = Purlin Spacing 3'-0" 3'-6" + 4 -0 : 4'-6" 1 5'-0" 1 5'•6" 1 6!-0" 1 6'-6" 7'-0" 1 7'-6" Allowable Height 'H' / bending 'b' or deflection d' 2" x 2" x 0.044" Hollow T-6" b 6-11" b 6'-0" bj 6'-2" b 5'-10" b 5'-7" b 5'-4" b 5'-1" b 4'-11" b 4'-9" b 2" x 2" x 0.055" Hollow 8'-10" b 8'-2" b 7'-8" bi T-2" b 6-10" b 6'-6" b 6'-3" b 5'-11" b 5'-9" b 5'-7" b 3" x 2" x 0.045" Hollow 8'-4" b 7'-8" b 7'-2" b 6'-9" b 6'-5" b 6-2" b 5'-10" b 5'-8" b 5'-5" b 5'-3" b 3" x 2" x 0.070" Hollow 11'-1" b 10'-3" b 9'-7" b 9'-1" b 8'-7" b 8'-2" b T-10" b T-7" b T-3" b 7'-0" b 2y x-K'' x.0A45"••--Hollows 10'-2" b 9'-5" U 9_-9,", ,.b 8'-3" b T-10" b T-6" b 7'-2" b 6-11" b 6-8" b,' 6'-5" b 2" x 4" x 0.050" Hollow 10'-0" b 9'-11" b 9'-3" b 8'-9" b 8'-3" b T-11" b T-7" b T-3" b 6-11" b 6'-9" b 2" x 5" x 0.062" Hollow. 13'-9" b 12'-9" b 11'-11" b 11'-3" b 10'-8" b 10'-2" b 9'-9" b 9'-4" b 9'-0" b 8'-9" b 2" x 4" x 0.046" S.M.B. 15'-6" b 14'-4" b 13'-5" b 12'-8" b 12'-0" b 11'-5" b 10'-11" b 10'-6" b 10'-2" b 9'-10" b 2" x 5" x 0.050" S.M.B. 18'-6" b 17'-1" b 16'-0" bi 15'-1" b 14'-4" b 13'-8" b 13--1" b 12'-7" b 12--l" b 11--8" b 2" x 6" x 0.050" S•M.B. 19'-3" b 17'-10" b 16'-8" bi 15'-9" b 14'-11" b 14'-3" b 13'-8" b 13'-1" b 12'-7" b 12'-2" b 2" x 2" x 0.044" Snap 9'-2" b 8'-6" b T-11" bi T-6" b 7'-1" b 6'-9" b 6'-6" b 6'-3" b 5'-11" b 5'-9" b 2" x 3" x 0.045" Snap 10'-5" b 9'-7" b 8'-11" b 8'-6" b 8'-1" b T-8" b T-4" b 7'-l" b 6'-10" b 6'-7" b 2" x 4" x 0.045" Snap 11'-3" b 10'-5" b 9'-9" b 9'-2" b 8'-8" b 8'-3" b 7'-11" b T-7" b 7'-4" b 7'-1" b 3" x 3" x 0.045" Fluted 9'-1" b 8'-5" b T-10" b T-5" b 7'-0" b 6'-8" b 6'-5" b 6'-2" b 5--11" b 5'-9" b 3" x 3" x 0.060" Square 11'-2" b 10'-4" b 9'-8" b 9'-1" b 8'-8" b 8'-3" b T-11" b 7'-7" b 7'-4" b 7'-1" b 3" x 3" x 0.093" Square 16'-0" b 14'-10" b 13'-11" b 13'-1" b 12'-5" b 11'-10" b 11'-4" b 10'-11" b 10'-0" b 10'-2- -b 3" x 3" x 0.125" Square 19'-1" b 17'-8" b 16'-7" b 15'-7" b 14'-10" b 14'-1" b 13'-6" b 12'-11" b 12'-6" b 12'-1" b 4" x 4" x 0.125" Square For 3 second wind aust at 19n 24'-9" b Mp41 voinri4v 22'-11" b ucinn'4-s- 21'-5" b 20'-2" b i-A s 4c 19'-2" b n aicr 18'-3" b 17'-0" b 16'-9" b 16'-2" bj 15'-8" b Sections Tributary Load Width 'W' = Purlin Spacing 3'-0" 1 3'-6" 4'-0" 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-6" 1 7'-0" 1 7'-6" Allowable Height 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" Hollow 6-11" bj 6'-6" b 6'-1" b 5'-9" b 5'-5" b 5'-2" bi 4'-11" b 4'-9" b 4'-7" b 4'-5" b 2" x 2" x 0.055" Hollow 8'-2" bi T-7" b T-1" bi 6'-8" b 6'-4" b 6'-1" bj 5'-10" b 5'-7" b 5'-4" b 5'-2" b 3" x 2" x 0.045" Hollow 7'-9" b T-2" b 6'-8" b 6'-4" b 5'-11" b 5'-8" b 1 5'-0" b 5'-3" b 5-1" b 4'-11" b 3" x 2" x 0.070" Hollow 10'-4" b 9'-7" b 8'-11" b 8'-5" b 8'-0" b T-8" b T-4" b 7'-0" b 6'-9" b 6'-6" b 2" x 3" x 0.045" Hollow 9'-5" b 8'-9" b 8'-2" b T-9" b T-4" b 6'-11" b 6-8" b 6'-5" b 6'-2" b 5'-11" b 2" x 4" x 0.050" Hollow 9'-11" b 9'-2" b 8'-7" b 8'-l" b T-8" b T-4" b T-0" b 6'-9" b 6'-0" b 6'-3" b 2" x 5" x 0.062" Hollow 12'-10" b 11'-11" b 11'-1" b 10'-0" b T-11" b 9'-0" b 9'-1" b 8'-9" b 8'-5" b V-1" b 2" x 4" x 0.046" S.M.B. 14'-5" b 13'-4" b 12'-0" b 11'-10" b 11'-2" b 10'-8" b 10'-3" b 9'-10" b 9'-5" b 9'-2" b 2" x 5" x 0.050" S.M.B. 17'-3" b 16-11" b 14'-11" b 14'-1" b 1314" b 12'-9" b 12'-2" b 11'-8" b 11'-3" b 10'-11" b 2" x 6" x 0.050" S.M.B. 17'-11" b 16'-7" b 15'-0" b 14'-8" b 13'-11" b 13'-0" b 12'-8" b 12'-2" b 11'-9" b 11'4" b 2" x 2" x 0.044" Snap 8'-0" b T-11" b T-5" b 6-11" b 6'-7" b 6'-4" b 6'-0" b 5'-9" b 5'-7" b 5'-5". b 2" x 3" x 0.045" Snap 9'-8" b 8'-11" b 8'-5" b 7'-11" b T-6" b 7'-2" bj 6-10" b 6'-7" b 6'-4" b 6-1" b 2" x 4" x 0.045" Snap 5" b 9'-8" b 9'-1" b 8'•6" b 8'-1" b T-9" b 7'-5" b b 6'-10" b 6'-7" b 3" x 3" x 0.045" Fluted" b T-10" b T-4" b 6'-11" b 6'-0" b 6'-3" b 5'-11" b T-1" 5'-9" b 5'-0" b 5'-4" b 3" x 3" x 0.060" Square5" bk14'-1 9'-7" b V-11" b 8'-6" b 8'-0" b T-8" b T-4" b T-1" b 6'-10" b 6'-7" b 3" x 3" x 0.093" Square1" 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 3" x 3" x 0.125" Square9" b 16'-6" b 15'-5" b 14'-0" b 13'-9" b 13'-2" b 12'-7" b 12'-1" b 11'-8" b 11--3" b 4" x 4" x 0.125" Square0" b 21'-4" b 19'-11" b 18'-9" bi 17'-10" b 16-11" b 16'-3" bi 15'-8" bi 15--1" b 14'-7" b 1\ V LUb. 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. REVISED APRIL 2007 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-25 Z 0 Table 3A.3-Schedule-of-P-ostto-Beam-Size o X-Aluminum'Alioy°6063 T6 m Thru-Bolts o Beam Size Minimum Alternate @ L=D+'/;' Mlnlmum Min. # Knee Min. Stichingv o Post Size Post Size 1/4"e 3/8"o Knee Brace* Brace Screws Screws @ 24" o.c. 2" x 4" x 0.050" Hollow 3" x 3" x 0.060" 2" x 3" x 0.050"*** 2 2" x 3" x 0.050" 3 #8 8 o nSelfMatingBeams 2" x 4" x 0.040" x 0.100" 3" x 3" x 0.060" 2" x 3" x 0.050"*** 2 2" x 3" x 0.050" 3 #8 8H i m2" x 5" x 0.050" x 0.100" 3" x 3" x 0.060" 2" x 3" x 0.050-** 2 2" x 3" x 0.050" 3 #8 8 m Z2" x 6" x 0.050" x 0.120" 3" x 3" x 0.060" 2" x 3" x 0.050" 2 2" x 3" x 0.050" 3) #10 10 2" x 7" x 0.055" x 0.120" " 3" x 3" x 0.060" 2" x 3" x 0.050" 2 2 2" x 3" x 0.050" 3 #10 10O ZZ 2 x 7" x 0.055" w/ Insert 3" x 3" x 0.093" 2 x 3" x 0.050" 2 2 2 x 3" x 0.050" 3) #10 10 A f2 x 8 ' x OA72" x 0.224-'-'-. - 3" x 3" x 0.093" 4 7 2_ _ 2 x 4=x 0 050"- 3 #12- 12 2" x 9" x 0.072" x 0.224" 3" x 3" x 0.093" 2" x 5" x 0.050' x 0.100" 3 3-- 2' x.5 =x 0:050 "x 0.1'00" 3 #14 14** r" 2" x 9" x 0.082" x 0.306" 3" x 3" x 0.125" 2" x 6" x 0.050" x 0.120" 4 3 2" x 6" x 0.050" x 0.120" 4 #14 14** 0 n2" x 10" x 0.092" x 0.369" 2" x 4" x 0.038" X 0.100" 2" x 7" x 0.055" x 0.120" 5 4 2" x 7" x 0.055" x 0.120" 6 #14 14** pDoubleSelfMatingBeams 2) 2" x 8" x 0:072" x 0.224" 2" x 5" x 0.050" x 0.100' 4" x 4" x 0.125" 6 4 2" x 4" x 0.044" x 0.100" 8 #12 12m 2) 2" x 9" x 0.072" x 0.224" 2" x 6" x 0.050" x 0.120' 4" x 4" x 0.125" 6 4 2" x 6" x 0.050" x 0.120" 8) #14 14** 1 Z2) 2" x 9" x 0.082" x 0.306" 2" x 7" x 0.055" x 0.120' 4" x 4" x 0.125" 8 6 2" x 6" x 0.050" x 0.120" 8) #14 14** 2) 2" x 10" x 0.092" x 0.369" 2" x 8" x 0.072" x 0.224' 4" x 4" x 0.125" 10 8 2" x 7" x 0.055" x 0.120" 10 #14 14** r minimum number of thru bolts is (2) MTheMinimum post / beam may be used as minimum knee brace O o M Decrease spacing to 16" o.c. Knee Brace Min. Length Max Length 0 o. or 2" x 3" x 0.045" 1'-4" 2'-0" 0 5 2" x 2" x 0.055" 1'-4" 2'-0"Cn e` a r` n 2" x 2" x 0.093" 1'.4" 2'-0" m Qo D 2" x 3" x_0.050" 1'-6" 2'-6" Z m C/) m R 0'xA-x-0:050"-- -: m w m x ---j m CW Dzn I, N aAg CADm o r 2Xom-v Zw: m T I1 W m AVf CY) n m n W m D Z0) 4 D q o SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) 1-1/2" x 1-1/2" x 0.080" ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY INTERIOR BEAM TABLES: 3A.1.3 iB'EAM TO-BEAM=CON'NECTION .D:ETAI'G SCALE: 3" = 1'-0" BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" ANGLE OR RECEIVING EXTERNALLY MOUNTED CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TO WOOD INTERNAL SCREW BOSSES FRAME WALL W/ MIN. (2) 3/8" x MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR 2) #10 x 1-1/2" INTERNALLY TO CONCRETE W/ (2) 1/4" x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER MINIMUM #8 S.M.S. x 3/4" LU SIDE FOR EACH INCH OF BEAM LONG NUMBER REQUIRED a Q DEPTH LARGER THAN 3" EQUAL TO BEAM DEPTH LU ~ IN INCHES w ALTERNATE CONNECTION: a 1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME INTERIOR BEAM TABLES: P WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS OR TO CONCRETE 3A.1.3 OR MASONRY WALL W/ (3) 1/4" x 2-1/4" ANCHORS OR ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM7TO-WALL_ - NN:ECTI:O.N_DETALL SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT2006 3A-36 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Design Check List for Structures w/ Wood and / or Aluminum Framing Components (Page 1 of 2) I. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and ayinompliance with the 2004 Florida Building Code Edition with 2006 Supplements, Chapter 235 and The 2005 Aluminum Design Manual Part I -A & II -A and ASCE 7-02; Exposure "B' "C"O or "D"n; Importance Factor 1.00; 120 MPH or MPH for 3 second wind gust velocity load; = Partially Enclosed or = Enclosed; Basic Wind Pressure /1/0; Design Pressures can be found on page 4-ii. a. '_' exposure, INT = for 10 SF (-) PSF; for 50 SF (+) PSF b. 'exposure, EXT = for 10 SF (-) PSF; for 50 SF (+) PSF 3 second wind gust velocity load; ,n, Partially Enclosed or F-1 Enclosed; design pressures can be found on pa a 4-ii. a. 'B' exposure = PSF for Roofs & /f LPSF for Walls. b. 'C' exposure = PSF for Roofs & PSF for Walls. Negative I.P.C. 0.18 for Enclosed ,D or 0.55 for Partially Enclosed D II. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. Phone: 110 7-32 7'-/ ontractor /kith zed Rep* Nafile (please print) Date: Z7i J Cont for o ' Rep* Signature Job Name & Address Note: Projection of room from host structure shall not exceed 16'. Ill. Building Permit Application Package contains the following: Ye No A. Project name &address on plans ............................................. . a B. Site plan or survey with enclosure location ................................... . . Q C. Contractor's /Designer's name, address, phone number, &signature on plans a D. Site exposure form completed ................................................. Q E. Floor plan layout drawing @ 1/4" scale with the following: c% a 1. Plan view with host structure, enclosure length, and projection from host ....... structure 2. Front and side elevation views with all dimensions & heights .................. [ Q IV. Highlight details from Aluminum Structures Design Manual: A. Roof panel tables from section 7....................................... :....... Q B. Beam span, spacing, & size. Use section 3B beam tables for enclosed or .......... -- Q partially enclosed structures. Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind zone and/or "C" or "D" Exposure for load width Look up span on 120 MPH table and apply the following formula: Span / Height Required Span @ 120 MPH F @ MPH 0. 00 (b or d) x 1.00 (b or d) x 1.00 (b or d) = Wind Zone Multiplier ** J I Exposure Multiplier ** C. Fourth wall details (See Section 3B and miscellaneous framin beam tables) ...... D. Wall sections, framing details, & specifications ...........Q E. Header tables w/ lengths ............. .. .... .. ......... .... 0 F. Wood deck & girder tables w/ lengths ......... ..... . G. Residential handrail detail.. lu4 ED 0 Q Must have attended Engineer's Continuing Education Class within the past two years. Appropriate multiplier from page 4-ii and 44ii. b-11 Design Check List for Structures w/ Wood and / or Aluminum Framing Components (Page 2 of 2) Yes No H. Connection details to be used such as: ..... ...................................... Q 1. Girder to peir or foundation ................................................... 0 2. Wall to wood deck / slab .. . . . . .............................................. 0 3. Roof system details from Section 7............................................ Q 4. Column to beam details ...............:..................................... Q I. Foundation detail type & size .................................................... Q Notes: b-12 SECTION STRUCTURES 0 OD FRAME ALUMINUM ROOF SYSTEMS General Notes and Specifications: 1. Certain of the following structures are designed to be married to Site Built block, wood frame, or DCA approved modular structures of adequate structural capacity, the contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the 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 16' from the host structure. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site spec engineering. 4. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction'. This applies to all utility sheds, carports, and / or other structures to be attached. b. Fourth wall construction means the addition shall be free standing with only the roof flashing of the two units being attached. The most common fourth wall construction is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. 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. If the mobile / manufactured home manufacturer certifies in writing that the home may be attached to, then a fourth wall frame is NOT required. 5. Section 7 of this manual 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. ;For high velocity hurricane Zones the minimum live load / applied load shall be 30 PSF. 8. Unless otherwise noted, all specified anchors are based on an enclosed building with a 16' projection and a 2' overhang for a wind velocity of 120 MPH. 9.:Spans maybe interpolated between values but not extrapolated outside values. 10. For Design Check fist and Inspection Guides for Structures with Wood & Aluminum Framing Components, see Appendix (Section 10). 11. Aluminum shall not be used in direct contact w/ CCA or ACQ treated lumber. Hot dipped (ASTM STD A) galvanized or 316 stainless steel fasteners shall be used on CCA & ACQ treated lumber. 12. Framing systems and room additions using this section of the manual comply w/ requirements of AAMA / NPEA / NSA 2100-02 for catagory IV & V sunrooms, habitable and conditioned. 4 i Section 4 Design Statement: The structures designed for Section 4 are solid roofs and screen or solid walls and are considered part of an enclosed structural system since they are designed to be married to an existing structure. The design wind loads used for glass rooms are from ASCE 7-02 Section 6.5, Analytical Procedure and are in compliance with the 2004 Florida Building Code w/ 2006 Supplements. The loads assume a mean roof height of less than 30; roof slope of 200 to 300 (+/-100); 1= 1.00. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. All pressures shown in the below table are in PSF (#/SF). 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. General (Votes and Specifications for Section 4 Tables: Section 4 Design Loads for Roofs & Walls (PSF) of Sheds or Solid Wall Rooms Exposure "B" Basic Wind Pressure Wind Pressure Live Load Desi n Loads Over Hang All RoofsRoofsWalls 100 MPH 13.0 3.3 / 19.0 20.0 26:6- 14.9_ 46.8 f-110.MP_H 14:.0 - -- 3.5'/ 26-8 _20.0 120 MPH 17.0 4.2 / 27.4 20.0 27.4 21.5 48.3 123 MPH 18.0 4.4 / 28.9 20.0 28.9 22.6 50.8 130 MPH 2O.0 4.9 / 32.2 20.0 32.2 25.2 56.6 140A MPH 23.1D 5.7 / 37.3 20.0 37.3 29.3 65.7 140B MPH 23.0 5.7 / 37.3 30.0 37.3 29.3 65.7 150 MPH 26.0 6.5 / 42.8 30.0 42.8 33.6 1 75.4 Rain Load = 5 PSF Note 1. Framing systems of screen, vinyl, and glass rooms are considered to be main frame resistance members. Wind loads are listed as minus loads for roofs and plus loads for walls. 2. All loads are based on the analytical method of ASCE 7-02. For window & door pressures use Section 3B table page 3B-00. 3. To convert the from the Exposure "B" loads above to Exposures "C" and "D" use table 4C on the following page. Conversion Table 4A Wind Zone Conversions for Sheds or Solid Wall Rooms From 120 MPH Wind Zone to Others, Exposure "B" Roofs I Walls Overhangs Wind Zone MPH Applied Load SF) Deflection d) Bending b) Applied Load ISF) Deflection d) Bending b) Applied Load S Deflection d) Bending b 100 26.6 5.80 13.96 14.9 1.85 2.51 46.8 1.01 1.02 1_1.04 26;8 5.78 13.91 18:1----- 1473- T-2:28-- 47:1- -' 1.01- 1-01"`" 120 27.4 5.74 13.75 21:5- 1-647-- 2.09 48:3 - 1.00 1.00 123 28.9 5.64 13.39 22.6 1.61 2.04 50.8 0.98 0.98 130 32.2 5.44 12.69 25.2 1.55 1.93 56.6 0.95 0.92 140-1 37.3 5.18 11.79 29.3 1.47 1.79 65.7 0.90 0.86 140-2 37.3 5.18 11.79 29.3 1.47 1.79 65.7 0.90 0.86 150 42.8 4.95 11.01 33.6 1.41 1.67 75.4 0.86 0.80 Conversion Table 4B from Enclosed to Partially Enclosed Building Classification Exposure "B" Deflection Bending Multipliers for Roofs Multipliers for Walls Loads Spans Loads Spans 1.03 0.92 1.04 0.90 1.05 0.90 1.06 0.85 4 ii Section 4 Design Statement: Conversion table 4C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B" to "C" Exposure "B" to "D" Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 zj:$L ./ 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' - 25' 1.34 1 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 30' - 40' 1.37 0.85 0.90 1.61 0.79 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE-02 4 - iii STRUCTURES WITH WOOD FRAME WALLS SECTION 4 ALUMINUM ROOF SYSTEMS X" (SEE TABLES 4.4, 4, FOR LUMBER COL ANCHOR POST TO 3-1/2" CONCRETE SLAB W/ GALVANIZED BUCKETS 1. ALL WALL FRAMING 16" O.C. EXCEPTION: 24" O.C. FOR WOOD STORAGE ROOM) 2. PIER POST CAN BE BOLTED TO SLAB OR CONTINUOUS FOOTER OR HAVE ISOLATED CONCRETE FOOTER EACH PIER (SEE DETAIL) 3. CENTER STRINGER MAY BE REQUIRED (SEE TABLE 4.5.1 AND 4.5.2) 4. HURRICANE ANCHOR EACH JOIST TO CENTER STRINGER W/ SIMPSON H5 5. OPEN DECKS OVER 30" IN HEIGHT ABOVE GRADE HAVE A GUARD RAIL SYSTEM COPYRIGHT 2006 LTYPl AL WO"OD-DECK SCALE: 3/16" = V-0" LEDGER SUPPORT DETAIL SCALE: 3" = V-0" OPTIONAL) WOOD FRAME WALL HOST STRUCTURE SEE WALL SECTIONS CENTER LEDGER PIER BRIDGING @ 48" O. C. 2 x 6 JOIST HANGER EACH BRACING REQUIRED FOR HEIGHT OVER 4'-0". USE 2 x 4 2 P.T.P. NAILED OR BOLTED AND BRACING FASTENINGS. WOOD POST 4# 8d COMMON TOE NAILED OR 3# 10d COMMON FOR LAPPED BRACING OR 1-3/8" x (LUMBER THICKNESS + 1/2"). ALUMINUM POST LAPPED BRACING ONLY USE 1-3/8" x (POST THICKNESS 1/2") (MAX. HGT. 8'-0") FLOOR JOIST (SEE TABLE 4.4) 3/8" x 5" BOLT GIRDER OR LEDGER SUPPORT SEE TABLE 4.5.1 AND 4.5.2). 4" x 4" PRESSURE TREATED PINE OR 3" x 3"x 0.090" ALUMINUM Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@t)ellsouth.net NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 4-1 TURES WITH WOOrSECTION4ISTR . & ALUMINUM ROOFDSYSTEMS ALLS FOOTINGS SEE PAGES 4-23 TO 25) DOUBLE 2 x -f PROVIDE JOIST BUCKETS FLOOR JOIST @ ALLOWABLE SPACING PER TABLE 4.4 DOUBLE 2 x gGIRDER III II II II II II II II II II III III II II II it I II II II II III III II II II II I II II II II III III II II II II II II II II II III III II II it II II II II II II III III II II it II II II II II II III III II it II II II II it II III III 11 11 B it II 11 11 II 11 II III rt I 11 11 11 /11 11 II 11 11 1 ui II II II II II II II II I III it 11 B II II II II II 11 II III III- it II II II II II II II II III III II II II it II It II II II III III II II II II II II II II II III III II II II II II II II II II III III II II II II II II II II II IIIIIIIII, II II II II II II II II IIII II II A II II II II II II II IIII iI = IL - 7IL _ _11- t- -IL _ -11- - -L - -IL 1f A MAX. SPAN BETWEEN SUPPORTS SEE TABLE 4.5.1 OR 4.5.2) VARIES DECKING MAY BE 5/8" OR 3/4" PLYWOOD OR 5/4" x 6" OR 2 x 6 PLANKING (SEE SECTIONS NEXT PAGE) TYPICAL7-W00BaDECKFRAMING-PLAN= SCALE: 3/16" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P. O. Box 214368, South Daytona, F132121 Telephone #: ( 386) 767-4774 Fax #: (386) 767-6&% Email: lebpe@bellsouth.net PAGE I © COPYRIGHT 2006 4- 6 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. TUES WITH WOOD FMEISTRU & ALUM NUM ROOF, YSTEMS WALLS I SECTION 4 1 CONCRETE BLOCK OR #2 P.T.P. PEIRS (PER GIRDER TABLES) ON 8" x 16" x 16" POURED PAD W/ (2) #4 BARS EACH WAY & POURED VERTICAL CELLS W/ (1) #5 BAR EACH WAY. (1) SIMPSON HETA-12 STRAP PER VERTICAL CELL FASTENED TO DOUBLE 2 P.T.P. GIRDER PER MANUFACTURERS SPECIFICATIONS 2 P.T.P. 2 x _ FLOOR JOIST FASTENED TO DOUBLE 2 x _ GIRDER OR BAND BEAM W/ SIMPSON JOIST BUCKETS OR H-10 HURRICANE STRAPS FASTEN PER MANUFACTURERS SPECIFICATIONS 3/4" PRESSURE TREATED PLYWOOD OR 2 x 6 PRESSURE TREATED DECKING ALTERNATE LOIST LOCATION FOOTING TO DECK CONNECTION SECTION A -A SCALE: 3/8" = V-0" 3/4" PRESSURE TREATED PLYWOOD OR 2 x 6 SURE TREATED DECKING CONCRETE BLOCK OR P.T.P. WOOD PIERS CONSTRUCTED ON 4" x 16" x 16" CONCRETE FOOTING PAD 2 x 6 FLOOR JOISTS FASTENE TO DOUBLE 2 x 8 GIRDER W/ SIMPSON JOIST BUCKETS AUGER @ EACH PIER FASTENED TO 2 x 8 GIRDER W/ FLAT STRAP ALTERNATE FOOTING TO DECK CONNECTION SECTION A -A SCALE: 3/8" = 1'-0" 2) SIMPSON H-5 CLIPS OR EQUAL DOUBLE 2" x 6" P.T.P. W/ 3/4" PLYWOOD (PT) SPACER NAILED W/ #16d COMMON GALV. (2) EACH 16" O.C. CENTER -OF -GIRDER B-B SCALE: 3/4" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-65M Email: lebpe@bellsouth.net O NOT TO8 R COPYRIGHT REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE A _ 7 I k STRUCTURES WITH WOOD, WALLSSECTION 4 ALUMINUM ROOF SYSTEMS APPLIED LOAD FROM TABLE 4.3, _'AP' O.H' OVERHANG ='O.H w a: LOAD WIDTH ='LVr_ U'P' 12 +'OH' = 10'-011 PROJECTION OPTIONAL SHEATHING: 7116" n O.S.B. OR 112" CDX NAILED 6" Cn 0. C. EDGES AND 12" O. C. 2 FIELD WALL UPLIFT ExAMPLE SCALE: 3116" = T-0" CALCUL ATE UPLIFT'U' IN # I L.F. FOR 120 M.P.H. ZONE ='AP' x'LW 1AP'=27#ISQ. FT. LW = 10,-0" 10'xCf=270#IL.F. D BY DIVIDING ANCHOR CAPACITY BY THE U,=27#1SQ.FT.x REQUIRED ANCHOR SPACING CAN BE FOUNSPACING OF 1.537 FT. UPLIFT VALUEPREVIOUSLYDETERMINED15 . 1270 # I L.F. = ANCHORS AS FOLLOWS EXp,MPLE: FOR AN H-3.0 CAPACITY = THUS, STUDSATTYPICALSPACINGSRECEIVE Vllind Load Conversion Table: Allowable Uplift Per Anchor Ions other than For WindZoneslReg' multiply Anchor Schedule Simpson Uplift Rating 120 MPH (Tables Shown), H 2. 5A spacing H 2.5A 600# allowable loads and roof areas by the Stud Spacing Studs Alternating F{ 3.0 8, 5.0 455# COr1VefSiOn factor. 12^ O. C. W5# Applied Conversion Each Stud Wind 16" O. C. H 6. 0 Load Factor 1,260# 1.19 Each StudMST16* Region 19 24" O. C. MSTC28* 2,760# 23.E . - Header andbeamstraps- 110 - 1..00 120 27 29 0. 97 123 0. 92 130 32 37 0. 85 140 0. 79 150 43 AND ANCHOR SPACING FOR ANY CALCULATE UPLIFTAPEDLOAD TO APPLPLIAD OR WIND OAD. CALCULATED FROM THE FOR HEADERS USE 112 THE HEADER SPAN x THE # I LF VALUE EXAMPLE ABOVE. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (t 767 65` 6 Email: lebpe@bellsouth. ne PAGE COPYRIGHT 2006 DU CED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF I?`WRENCE E. BENNETT, PE - NOT NOTTOBEREPRO4-11 STRUCTURES WITH WOOD FRAME WALLS ALUMINUM ROOF SYSTEMS E SECTION 4 6 1" x 2" CHANNEL 3/4" PLYWOOD DECK SCREWS SEE TABLE LAG SCREWS (SEE TABLE 4.2) 1-1/2" (MIN.) a`- 1/4" LAP PARAMETER DOUBLE 2 x 6 OR 2 x 8 STRINGER @ 16" O.C. SCREENiR WALLTO_l11O.O,D DECK SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, R 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 4-13 r SECTION 4 STRUCTURES WITH WOOD FRAME WALLS ALUMINUM ROOF SYSTEMS I GIRDER OR PERIMETER JOIST 3" x 3" ALUMINUM POST OR 4 x 4 P.T.P POST IN GALV. POST ANCHOR AND.(4) 1/4" x 1/2" S.M.S. FOR ALUMINUM 2) 1/4" x 1-1/2" LAG SCREWS FOR WOOD MAXIMUM UPLIFT 16" x 16" 548# 20 x 24" 978# 30" x 30" 1,388# 2) #50 BARS EACH WAY c I FOOTING DETAILS 1/16" x 3" x 3" ALUMINUM CAP ON ALUMINUM POST AND 1/16" x 3" x 6" PLATES W/ 4) #10 x 1/2" SCREWS INTO d ALUMINUM EACH SIDE 2)1/4" x 1-1/2" LAG SCREWS INTO WOOD USE SIMPSON BC-4 POST TO GIRDER / BEAM TO CAP WOOD POST W/ MFG RECOMMENDED SCREWS C ° IJ a a d POST TO SLAS-DETAIL SCALE: 1'-1/2" 9'-0" 16" SQ. MIN. OPEN DECKS OR SIDE WALL FOOTINGS 24" SQ. MIN. FRONT WALL FOOTINGS POST TO"FOOTINGSD ETAIL SCALE: 1-1/2" = 1'-0" 3-1/2" SLAB 3" x 3" ALUMINUM POST OR 4 x 4 P.T.P POST IN GALV. POST ANCHOR AND (4) 1/4" x 1/2" S.M.S. FOR ALUMINUM 2)1/4" x 1-1/2" LAG SCREWS FOR WOOD. BASE LEGS SHALL BE PERPENDICULAR TO THE RUN OF THE ROOF. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368,South Daytona, F132121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE @ COPYRIGHT 2006 4-22 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. STRUCTURES WITH WOOD FRAME WALLS SECTION 4 ALUMINUM ROOF SYSTEMS FOOTING DETAILS TYPICAL ALUMINUM POST ALTERNATE POST: 4 x 4 P.T. REPLACED SOIL. 1, 2, OR 3 READY MIX 80 LBS. 2500 PSI CONCRETE 1/4" x 2-1/4" EXPANSION BOLT 2) EACH PER BASE Dimension Table h' W N x'* 32" 12" 2 10'-0" 40" 12" 2 8'-0" 48" 18" 3 6'-0" 56" 18" 3 4'-0" 64" 1 24" 3 2'-11" 72" 30" 4 1'-4. ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL U) X AND VERTICAL BAR AT ALL w - uj CORNERS t > UJ TO WOOD DECK OR BEAM FORTALUMINUMROOF SEE PORCH POST CONNECTION DETAILS) VIRGIN SOIL 4" x 16" x 16" CONCRETE PAD ISOLATED `fOOT4NG, SCALE: 3/4" = V-0" I WOOD FRAME WALL 2 x 4 P.T.P. ANCHORED W 1 /2" x 8" 'L' BOLTS @ 4'-0" O.C. OR 1/2" x 6" DYNA BOLTS @ 77 4'-0" O.C. a 1) #40 BAR CONTINUOUS CONCRETE FILLED BLOCK STEM WALL 8" x 8" x 16" C.M.U. 3-1/2" CONCRETE SLAB W/ 1) #40 VERT. BAR @ 6 x 6 - 10 x 10 WELDED WIRE CORNERS AND 10'-0" O.C. MAX. MESH (SEE NOTES FILL CELLS W/ 2500 PSI PEA CONCERNING FIBER MESH) ROCK CONCRETE CONCRETE VISQUEEN VAPOR BARRIER UNDER SLABS _ 8" x 12" CONCRETE FOOTING HAVING STRUCTURES ABOVE °0 o W/ ('N') #40 CONT. LOCATE ON COMPACTED CLEAN FILL UNDISTURBED NATURAL SOIL OVER (SCARIFIED).NATURAL SOIL 90% DENSITY Notes: 1. Crack control fiber mesh: Fibermesh ® Mesh, InForceTm e3n`' (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. RAISED PATIO FOOTING, KNEE WALL FOOTING FOR SCREENED ENCLOSURES SCALE: 3/4" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net O COPYRIGHT BE REP06 PAGE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNEfT, P.E. I NOTO4-23 0 00 I - 0 m a m v 00C m0 z O m O z a x0C i rn z m 0 z 0 M m z m m CDmzz in Table 4.3 Allowable Header Spans for Exterior Bearing WallsHeadersConstructedof #2 Grade Non -dense Pine w/ or w/o Pressure Treatment with 1/2" Plywood Spacer Supporting Aluminum Roof Loads Only , Notes: R I y supported b a Semco or equal joist 1. N.J. is the required number of jack studs. If the number of jack studs is (1) then the header may be suppo Y bucket. 2. Jack studs are assumed to be #2 spruce, pine, or fir. 3. Use 110 M.P.H. / 27 Sq. Ft. for wind design speeds less than 110 M.P.H. 4. Applied load includes 2# / Sq. Ft. dead load. 5. Building width is measured perpendicular to the ridge. For widths between those shown, spans may be interpolated. 6. Spans may be interpolated. r-ki. d e _Allowable-Floor:Joist-Sparwfor-Decks-and-Ftoors Notes: st weight is also considered as part of limiting span. 1. Applied load includes 5# / Sq. Ft. dead load for deck. Joi2. Joist shall be lapped over support and nailed together. Splicing of joist shall not be allowed. 3. The above tables have been restricted to reflect the maximum length of p.t:p. available which is 20'-0". C 90C cm C Op Op v T Cl) m 3m Cl):* D r 0 n09 S 1 m W w Table 4.5.1 Allowable Floor or Deck Girder Spans Girders Constructed of One (1) #2 Grade Non -dense Pressure Treated Pine Supporting Floor Dead Loads and Live Loads Load Width Perpendicular to Girder Applied Load 55 # / sq. ft. 1 & 2 Span 3 S an 2" x 6" 2" x 8" 2" x 10" 2" x 12" 2" x 6" 2" x 8" 1 2" x 10" 2" x 10" Girder Span Girder Span 4'.0" 5'-4" 7'-10" 8'-2" 9'-7" 5'-11" 8'-9" 9'-2" 10'-8" 61-0" 4'-4" 6'-5" 6'-8" T-10" 4'-10" T-2" 7'-6" 8'-911 8'-0" 3'-9" 57" 5-10" 6'-10" 4'_3" 64" 6'-6" 7'-7" Girder Splice Points" NONE NONE Notes: 1. For posts with girders on both sides divide the load width by 2 and enter table with that value. 2. Applied load includes a 10 # / sq. ft. dead load for flooring and joist. Girder weight is also considered in limiting girder spans. 3. Spans between supports shall be equal. 4. Overhangs of girders shall be limited to 2'-6" joist. 5. Joists shall rest on top of girders and not be attached to the sides of girders. 6. The above tables have been restricted to reflect the maximum length of p.t.p. available which is 20'-0". 7. Spans may be interpolated. Table 4.5.2//Allb. Floor_or_Front /` -For-th-WaI1_Deck-Girder-Spans, Girders Constricted of -Two (2) #2 Grade Non -dense Pressure Treated Pine With 1/2" Plywood Spacer Supporting Floor Dead Loads and Live Loads Load Width Perpendicular to Girders Applied Load 55 # / sq. ft. 1-& 2'S — any 3 Span 4 Span 2) 2" x 6" 2) ..' 2' z13 7 2) 2" x 10" 2) 2" x 12" 2) 2" x 6" 2) (2) 2" x 8" 2" x 10" 2) 2" x 12" 2) 2" x 6" 2) (2) 2" x 8" 2" x 10" 2) 2" x 12" GlFder Span Girder Span Girder Span 4'.0" T-11" 10'-0" 10'4" 10'-0" 6'-8" 6'-8" 6-8" 6'-8" 5'-0" 5'-0" 5'-0" 5'-0" 6'.0" 6'-8" 9'-2" 10'-0" 10'-0" 6'-8" 6'-8" 6'-8" 6-8" 5'-0" 5'-0" 5'-0" 5'-0" 8'=0" ) 5'-9" I , _8'-5" 8'-10" 10'-0" 6'-5" 6'-8" 6'-8" 6'-8" 5'-0" 5'-0" 5'-0" 5'-0" 10,--0„ 6_2" 7f_7" — T-11„ g'-4" 51-91, 6,-8„ 6,-8„ 6'-8" 5,-0„ 5,-0" 5,_0„ 5'-0" 12'-0" 4'-9" 6'-11" T-3" 8'-6" 5'-3" 6'-8" 6'-8" 6'-8" 5'-0" 5-0" 5'-0" 5'-0" 14'.0" 4'-4" 6'-5" 6'-9" T-10" 4'-11" 6'-8" 6'-8" 6'-8" 4'-9" 5'-0" 5'-0" 5'-0" Girder Splice Points* NONE A,B A,B Notes: 1. Applied load includes a 10 # / sq. ft, dead load for flooring and joist. Girder weight is also considered In limiting girder spans. 2. Splicing of girders shall be @ 1/3 span points only and all splices shall be staggered. 3. Spans between supports shall be equal. 4. Overhangs of girders shall be limited to 2'-6" 5. The above tables have been restricted to reflect the maximum length of p.t.p. available which is 20'-0". Therefore, single girder spans are restricted to 10'-0", triple to 6'-8", and four span to 5'-0", C 90 1 C m Z C . 00 n pv- N u) m3 3m D r r U) m n O Z A• SECTION 7 General Notes and Specifications: 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect, engineer or certified home inspection company to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from"Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans. 6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed well in either test. The composite panel tables are based on bending properties determined at a deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria. 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each way. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in ispection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section.1. 12. All fascia gutter end caps shall have water relief ports. 13. All exposed screw heads through roof panels into the roof substructure shall' be caulked w/ silicon sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 7-1 Section 7 Design Statement: The roof systems are main force resisting systems and components and cladding in conformance with the 2004 Florida Building Code w/ 2006 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-02 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30'; roof slope 0 to 20°; 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures, and 0.55 for partially enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-02 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-02 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140E and 150 MPH zones. Wind loads are from ASCE 7-02 Section 6.5, Analytical Procedure. for glass and modular rooms. 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Open Structures Mono Sloped 1= 0.87 for 90 to 100 MPH 1= 0.77 for 100 to 150 MPH KCpI = 0.00 Zone 2 loads reduced by 25% Screen Rooms Attached Covers 1 = 0.87 for 90 to 100 MPH 1 = 0.77 for 100 to 150 MPH KCpI = 0.00 Zone 2 Glass & Modular Enclosed Rooms Roof Overs I =1.00 KCpI = 0.18 Zone 2 Overhang / Cantilever All Rooms 1 =1.00 KCpi = 0.18 Zone 3 Basic Wind Pressure Effective Area Basic Wind Pressure Effective Area Basic Wind Pressure Effective Area Basic Wind Pressure Effective Area 50 20 1 10 50 20 10 50 20 10 50 20 10 100 MPH 13 13 16 25 17 20 1 23 176 17 23 27 30 17 27 38 45 110-MPH- 14-- 14 1.7 20.r 1.8 21"25- 287 18,; 27 32_ x36 r-=-18------ 33- 46-- 55- 120-MPH- 17 17 20 23 1 22 25^ 36 33 22 32 39 43 22 39 54 65. 123 MPH 18 17 21 24 23 26 1 32 1 35 23 34 41 45 23 1 41 57 69 130 MPH 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77 140-1 MPH 23 23 27 31 30 34 40 46 30 44 53 59 30 53 74 89 140-2 MPH 23' 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89 150 MPH 26' 26 32 36 34 39 46 52 34 51 60 68 34 61 85 102 Minimum live load of 30 PSF controls in high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on the following page. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific. 7-ii Section 7 Design Statement (cont.): Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B" to "C" Exposure "B" to "D" Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending . Deflection 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 30' - 40' 1.37 1 0.85 0.90 1.61 0.79 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE-02 7 - iii R SOLID ROOF PANEL PRODUCTS I SECTION 7 INDUSTRY STANDARD ROOF PANELS Un) W 12.00" 10US-HEIGHTI Ili I I OF—RANE-P SCALE: 3" = 1'-0" ci 12. 00" 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 3" = 1'-0" U) T 12. 00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 3" = 1'-0" ALUMINUM SKIN TABLES E. P.S. CORE Lu+- SIDE CONNECTIONS VARY 1- ...... z b- ...... a- 0LU ...... ......... ...... (DO NOT AFFECT SPANS) Lt 48.00" — @ COPYRIGHT 2006 COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P. O. Box 214368, South Daytona, F] 32121 Telephone #: ( 386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 7-1 SOLID ROOF PANEL PRODUCTS EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION SECTION 7 HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) N Z BREAK FORMED METAL SAME THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16" O.C. 8 x 1/2" SCREWS @ EACH RIB ROOF PANEL 1-1 /2" x 1 /8" x 11-1 /2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 8 x 1/2" S.M.S. @ 8" O.C. HEADER.(SEE NOTE BELOW) FOR MASONRY USE 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE 10 x 1-1/2" S.M.S.OR WOOD SCREWS @ 12" O.C. ALTERNATE--ROOF-PANEL: TO-WALL_D.ETAIL SCALE: 3 l'-0" ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT S.M.S. W/ 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 W/ (3) EACH #8 is 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. L Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Fl 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7-7 SOLID ROOF PANEL PRODUCTS COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4" x 3" LAG SCREWS Vl// U%/Acueoe FOR 140 & 1 2) 3/8" x 3" L V POST SIZE PER TABLES SCALE: 318" = V-0" SECTION 7 BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net @ COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7.11 SOLID ROOF PANEL PRODUCTS PAN ROOF ANCHORING DETAILS 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 ROOF PANEL TO;BEApVi::DETAIL WHEN FASTENING TO SCALE: 3" = 1'-0" ALUMINUM USE TRUFAST HD x t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D'; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" CAULK ALL EXPOSED SCREW HEADS& WASHERS 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) FOR COMPOSITE ROOFS: SUPPORTING BEAM 10 x (t + 1/2") S.M.S. W/ WASHERS (PER TABLES) 1-1/4 P1 FENDER @ 12" O.C. (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE PROOF- 'ANEL TOABE•Anfl FASTENt METAIL SCALE: 3 = 1 -0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, F132121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE COPYRIGHT2006 7-21 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 0Mm r w n r n 0- o Qo CD u m 0 M Z n C00 COJ in00TrCDQ Mv A }l h o n v ry_ T 11 rn-nN m O7 v. 4 h Table 7.1.3 Allowable Spans and Design / Applied Loads* (#/SF) for Industry Standard Riser Panels for Various Loads 3" Y 19" Y n n9d" 9 nr 5 Rlh Rlcar Pnnalc Ahiminnm All— 31n5 WAA nr N.9.9 Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Rooms Overhang Cantilever Zone MPH 1&2 s an/load* 3 s an/load" 4 s an/load* 1&2 s an/load* 3 s an/load* 4 s an/load" 1&2 s an/load* 3 s an/load* 4 s an/load* All Roofs 100 12'-2" 116 16-1" 13 16'-5" 13 11'-0" 21 13'-8" 21 13'-11" 21 9'-10" 30 12'-7" 27 12'-10" 27 4'-0" 45 110 11'-11" 17 15'-10" 14 16'-1" 14 10'-10" 22 13'-5" 22 13'-8" 22 9'-3" 36 11'-10" 32 12'-1" 32 3'-9" 55 120 11'-2" 20 13'-10" 20 15'-1" 17 9'-10" 30 12'-7" 27 12'-10" 27 8'-8" 43 11'-1" 39 1l'-4" 39 3'-7" 65 123 11'-0" 21 13'-7" 21 13'-11"' 21 9'-7" 32 12'-4" 28 12'-7" 28 8'-6" 45 10'-11" 41 11'-2" 41 3'-6" 69 23 13'-2" 23 13'-5" 23 9'-3" 36 11'-11" 31 12'-3" 31 8'-3" 51 10'-7" 45 10'-10" 45 3'-4" 77 9" 31 12'-7" 27 12'-10" 27 8'-10" 41 11'-5" 36 11'-8" 36 8'-3" 51 10'-7"45 10'-10" 45 3'-3" 89CO18" 9" 1 12'-7" 27 12'-10" 27 8'-10" 41 11'-5" 36 11'-8" 36 7'-10" 59 9'-8" 59 9'-10" 59 3'-3" 89 36 11'-11" 32 12'-2" 32 8'-5" 48 10'-10" 42 11'-1" 42 7'-6" 68 9'-3" 68 9'-5" 68 3'-1" 102 a Y -iz Y u_usu nr n run rusar ranaic ian m num ounY _4 u n.a nr n.% Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever Zone MPH 1&2 s an/load" 3 s an/load* 4 span/load" 1&2 span/load" 3 s an/load* 4 s anlload" 1&2 s an/load" 3 s an/load* 4 span/load" All Roofs 100 13'-2" 16 17'-5" 13 17'-9" 13 11'-11" 21 15'-10" 17 16'-2" 17 10'-11" 27 13'-7" 27 1 13'-10" 27 4'-0" 45 110 12'-11" 17 17'-1" 14 17'-5" 14 11'-9" 22 15'-6" 18 15'-10" 18 10'-4" 32 12'-10" 32 13'-1" 32 4'-0" 55 120 12'-1" 20 15'-11" 17 16'-4" 17 10'-11" 27 13'-7" 27 13'-10" 27 9'-5" 43 11'-11" 39 12'-3" 39 3'-10" 65 123 11'-11" 21 15'-8" 17 16'-0" 17 10'-10" 28 13'-4" 28 13'-8" 28 9'-3" 45 11'-10" 41 12'-l" 41 4'-0" 69 130 11'-6" 23 15'-l" 20 15'-5" 20 10'-6" 31 12-11" 31 13'-3" 31 8'-11" 51 11'-5" 45 11'-8" 45 3'-8" 77 140-1 10'-11" 27 13'-7" 27 13'-10" 27 9'-7" 41 12'-4" 36 12'-7" 36 8'-11" 51 1 T-5" 45 1l'-8" 45 3'-6" 89 140-2 10'-11" 27 13'-7" 27 1370" 27 9'-7" 41 1 12-4" 36 12'-7" 36 8'-5" 59 10'-10" 53 11'-1" 53 3'-6" 89 150 10'-5" 32 12'-11" 132 1 13'-2" 132 1 9'-l" 148 1 11'4" 142 11'-11" 142 1 8'-1" 168 10'-5" 60 10'-7" 60 3'-4" 102 s Y iy- Y it tj iv- % nr 9 Kin wmar ranaic amminnm a;inu "4inft M.9a nr M.Jti Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever Zone MPH 1&2 s an/load* 3 s an/load* 4 s an/load* 1&2 s an/load* 3 s anlload* 4 s anlload* 1&2 s an/load* 3 s an/load* 4 s an/load* All Roofs 100 16'-6" 13 20'4" 113 20'-9" 13 13'-11" 21 18'-6" 17 18'-10" 17 12'-10" 27 16-9" 23 17'-l" 23 4'-0" 45 110 16'-2" 14 19'-11" 114 20'-4" 14 13'-9" 22 18'-2" 18 18'-6" 18 12'-1" 32 15'-10" 27 16-2" 27 4'-0" 55 120 15'-1" 17 18'-8" 17 19'-0" 17 12'-10" 27 16-11" 22 17'-4" 22 11'4" 39 14'-0" 39 15'-3" 32 4'-0" 65 123 13'-11" 21 18'-4" 17 18'-8" 17 12'-8" 28 16'-8" 23 16-11" 23 11'-2" 41 13'-10" 41 14'-1" 41 4'-0" 69 130 13'- 6" 23 17'-8" 20 18'-0" 20 12'-3" 31 16'-0" 26 16'-4" 26 10'-10" 45 13'-4" 45 13'-8" 45 4'-0" 77 140-1 12'-10" 27 16'-10" 23 17'-2" 23 11'-8" 36 15'-4" 30 15'-7" 30 10'-10" 45 13'-4" 45 13'-8" 45 4'-0" 89 140-2 12'-10" 27 16'-10" 23 17'-2" 23 11'-8" 36 1 16-4" 30 1 16-7" 130 9'-11" 59 12'-8" 53 1 12'-11" 53 4'-0" 89 150 12'- 2" 32 16'-2" 26 16'-6" 26 11'-1" 42 13'-8" 42 13'-11" 42 9'-5" 68 12'-2" 160 1 12'-5" 60 4'-0" 102 Note: Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel Cn m i 0 Z 0 0 v 0 0 TI Z m r U X 0 v c 0 U) LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: zz a ti I hereby name and appoint: an agent of: -:5e to be my lawful attorney- in- fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): All permits and applications submitted by this contractor. The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: 1 /Z' Lo 9 License Holder Name: State License Number: Signature of License F STATE OF FLORIDA COUNTY OF <v1,o Lam. The foregoing instrument was ackgowledged before me this 22— day of V O-ft . , 200_L_, by e 14, who personally known to me or ? who has produced as identification and who did (did not) take an oath. Signature Notary Print or p_ name Notary Public - State of Commission No. 29 03 My Commission Expires: Rev. 3/27/07) t-LUHIDA Nuum A q X J RedGaaOi Q I I Ik _ I 14 wee a p i t . z Woeasoa Mg _: n e EnKefQ _ i SunlMd Eatatu , f' . j lI,,M1M1a G•ct • I ' I 4? F,nn,aor a L 1 CrOas 0hff Lo Osprey nett In . wnroenaroarq ytn•sa restu T I . s fi/ / 2 (' 2007 Y4O '„ Ho. /," _— rAyp aIT UW s4h0.ea 02007 Ni"EQ Location Map , A Y DATE; Sheet Index 1.1 Cover Sheet, Sheet Index and Location Map 2.1 Deck / Wall Layout Plan, Front Elev: Carport Elev. 2.2 Roof Framing Plan, Side Wall Elevations Buiding mments 10-31-05 No. RevisionAssue Data 00 M 20 Q L O to (0C4 o C? m o to FLORIDA ROOM for Lot #8 Carriage Cove Sanford, Florida 32771 Project Sheet Date Scale NONE 11 FXISTINC; STPtJrT1JRF C EXISTING STRUCTURE GIRDER SEE PLAN 3'Ox6'8 R 4'-0" 4'-0" 4'-0" 16'-0" 3" PF WALL ELEVATION "C" 3CALE:1 4 mt --O EXISTING STRUCTURE WALL ELEVATION "B" SCALE: 1 s1 — No. RevisloNlasue Date 00 M A C O Qj O L0 Q C: Q) N mO c o Ca U FLORIDA ROOM for Lot #6 Carriage Cove Sanford, Florida 32771 Proled Sheet 2.2Date Scale NONE EXISTING STRUCTURE I 2x6 JOIST T I 24" OC PT Ay 4.4 DBL TABLE 2X8 GIRDER 4.5.2 PER 2xSOLID @ MID -SPAN BLOCK IG FOUNDA PER ONS 4-23 I 4'-0" 4'-0" X-11" 3'-11" 15'-11" DECK FRAMING PLAN 4'-0" I 4'-0" 4'-0" 4'-0" 16 0" WALL ELEVATION "At' S ALE:3 16 =1 —O" N EXISTING STRUCTURE CV 0 c') M 4 Q v "v B w w 2 a LNEW ELEVATED WOOD DECK a w SEE DECK FRAMING PLAN w v O 7 p X j x 4'-0" 4'-0" 4'-0" 4'-0" 16 -0" A WALL LAYOUT PLAN SCALE: 16 —O PLAN NOTES: 1. ALL FRAMING MEMBERS HAVE BEEN SELECTED USING TABLES AND CHARTS PROVIDED IN THE ATTACHED ENGINEERED DOCUMENTS. 2. DESIGN WIND SPEED OF 110 M.P.H. 12 r CARPORT ELEVATION "D" S 16 —1 —O" No. RevisioMme Date co 0 IN C 0 ` co C Q c N mcoccU r. US SCREEN PORCH for Lot #8 Carriage Cove Sanford, Florida 32771 Projed Sheet 2.1Date Scale NONE