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HomeMy WebLinkAbout109 Hazel Blvdc 1 ^_ t Permit # : �V Job Address: / d Description of Work: Historic District: "'\4 CITY OF SA IFOkD PERMIT APPLICATION RECEIVED Date: S—Z Z—01FCT 1? 2009 Zoning: Value of Work: $ 29 0 tTZ� Permit Type: Building Electrical Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets Occupancy Type: Residential Commercial Mechanical Plumbing Fire Sprinkler/Alarm Pool _ Addition/Alteration Change of Service Temporary Pole_ Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: /o - Z-0 - 30 - 509 - 0000 - 00 9 O (Attach Proof of Ownership & Legal Description) Owners Name & Address: ; JEFFREY %�Url- / /D 4 l lA Z EL L� L-Y� . dRn/Fo2 O , FL 32, 7 3 Phone:g% 7 - / 7 9 2 - Contractor Name & Address: ,- (/P /t/D/L C-a-yuA.)LIM—?00,5-'40-les-_7"'1 FC / D- b"Tele RR/C FL 32"9 2 State License Number: �XC0 'Y_/5 7 T/O Phone & Fax: (078-05-00 Contact Person: Phone: (076 '-OSO O Bonding Company: Address: Mortgage Lender: Address: Arc hitect/Engineer:. Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Accepta of permit is verification that [will notify the owner f the property of the requireme/ u o�Floriida Lien Law, FS 3. rz�%� -O 5� S a[ur of Ow er/Agent Date gnature of Contractor/Agent Date Print Owner/Agent's Na QQ Print Contractor/A ttibl— ,�of ary-State of Florida Date ry-State of Florida Date Owner/Agent is - erson_ally Known to e or Contractor/Agent is ersonally Known to or Produced ID _ Produced ID APPLICATION APPROVED BY Special Conditions: /� Zr or Bldg: 1' 1—r P( Zoni / Utilities: FD: ( nitial & Date) ( tidal & Date) (initial & Date) (Initial & Date) BILLY D. HASTINGS, JR. Notary Public, State of Florida My comm. expires Feb. 16, 2008 No. DD291295 thru Ashton Agency, Inc. (800)451-4854 BILLY D. HASTINGS, JR. Notary Public, State of Florida My comrn. expiresFeb.6,920008 Bonded thru Ashton Agency, inc. (800)451-4854 http: //www. scpafl. org/pls/web/re_web. seminole_county_title?PARCEL=10203 0509000000... 9/7/2005 LLJ 1 .,4111111111 �a 1 DAVID JOHNSON. CFA. ASA X PROPERTY g5 a APPRAISER SEMINOLE COUNTY FL. f n 1101t. Fie5Tsr �1 d SANFono. rL 32771-1468 Q 407-665-7606 DO N NA CIR 2005 WORKING VALUE SUMMARY GENERAL Value Method: Market Number of Buildings: 1 Parcel Id: 10-20-30-509-0000-0090 Owner: DUNN JEFFREY S STACY L Depreciated Bldg Value: $93,763 Mailing Address: 109 HAZEL BLVD Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32773 Land Value (Market): $23,000 Property Address: 109 HAZEL BLVD SANFORD 32773 Land Value Ag: $0 Subdivision Name: HAZEL GLEN Just/Market Value: $116,763 Assessed Value (SOH): $75,701 Tax District: S1-SANFORD Exempt Value: $25,000 Exemptions: 00 -HOMESTEAD Taxable Value: $50,701 Dor: 01 -SINGLE FAMILY Tax Estimator 2005 Notice of Proposed Property Tax 2004 VALUE SUMMARY SALES Tax Value(without SOH): $1,518 Deed Date Book Page Amount Vac/Imp Qualified 2004 Tax Bill Amount: $994 WARRANTY DEED 03/1996 03051 1902 $83,000 Improved Yes Save Our Homes (SOH) Savings: $524 WARRANTY DEED 11/1988 02020 1901 $78,200 Improved Yes 2004 Taxable Value: $48,496 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND Land Assess Land Unit Land LEGAL DESCRIPTION PLAT Method Frontage Depth Units Price Value LEG LOT 9 HAZEL GLEN PB 33 PG 63 LOT 0 0 1.000 23,000.00 $23,000 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1987 6 1,211 1,847 1,211 CONC BLOCK $93,763 $100,281 Appendage / Sgft OPEN PORCH FINISHED / 56 Appendage / Sgft GARAGE FINISHED/ 500 Appendage / Sgft SCREEN PORCH FINISHED/ 80 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** Ifyou recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http: //www. scpafl. org/pls/web/re_web. seminole_county_title?PARCEL=10203 0509000000... 9/7/2005 MARYW WMI CLERK OF CIRCUIT COURT E Cam Permit Number , , 5EPlINtJI. PK 05921 FFG 0534 I'h) CLERK% S * !4e^rQ 165866 Parcel Identification Number _-30 r5'�4i "�f�©� RECfIRDED 69/P712M 09139113 AN & M Prepared by: RECORDING FEES I �`%i� RECORDED BY L McKinley UPERIOALUMINUM Return to: INSTALL TIPNS, INC. CERTIFIED COPY 3005 Fc�iisyth Road MARYANNE MORSE Park ) 41 32792-8298 CLERK OF CIRCUIT COURT �II NOTICE OF COMM «aNCEMENT SEM y LE COUNTY. FLORIDA State of �0 2 o � �' I rY CI.E(2�! 1� County of _ of�� t4F20 _ I 272005 The undersigned hereby giv#rhotice that improvement(s) will be made to certain real property, and in accordance with Chapter 713, Florida Statute 1 ai e following information is provided in this Notice of Commencement. 1. Description, of prop ,y (legal description of the property, and street address if available) AzE� 3 2. General descriptiort of improvement(s) 3. Owner information NameJEFF2 l7u.v.� Telephone Number -7 - 1-7 2 Z Address log W VA zEc B4_1p Fax Number Interest in Property: 4. Fee Simple Title Holder (if other than owner shows above) Name " Telephone Number Address Fax Number 5. Contractor ; Name PE2 oe �cc��,i.vu•�-� Telephone Number X78 -ds o0 Address= Fax Number Z 79 7 -6. Surety (if any) Name Telephone Number Address Fax Number Amount of bond $ 7. Lender (if any Name Telephone Number Address Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by 713,1 (.1 a)7, Florida Statutes. Name Telephone Number Address Fax Number 9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1 b)l Florida Statutes. Name Telephone Number AddressFax Number 10. Expiration date of different date is sr)E �- z z 51' Date Signed of. commencement (if expiration date is one year from the date of recording unless Sworn to and subscribed bef �,re me this S Vn a t:u of OWner (Note: per 713.13(1)(g), "owner must sign ... and no one else may be permitted to sign in his or her stead." 2 Z- day of to mevORpro�11uc+,ed as identification. 0 23-20 (9/04) 20 D S— by who is � `p sonall BILLY D. HASTINGS, JR. Sffto�Public, State of Florida y comm. expires Feb. 16, 2008 No. DD291295 Bonded thru Ashton Agency, Inc. (800)451-4854 LIMITED POWER OF ATTORNEY I hereby name and appoint S 0 (VI ra of L in fact to act for me and apply to t '4Q- (!je 51n fora BUILDING at a location described as: Range Lot Section DATE to be my lawful attorney permit for work to be performed Township Block Subdivision Hca?' --e I (�Ien 109 �Act - -6 7U,j)A .(Address of Job) u fti (Owner of Propbrty and Address) and to sign my name and do all things necessary to this appointment. THOMAS A. ORIE SR. RX0045740 Type or P��' �ie of Cg�tified,�Ir�ra�tor,.-Vicense # Aign7 of Certified Contractor VLAcknowledged: Sworn to and subscribed before me this % I^ of A.D. 20Day of OeAo.0-f-5 Notary Public, State of Florida (Seal) My Commission Expires: �� Q RQBYN WHITAKER '` Put�lio State of Florida Bonded tluu �r�on Agena��,ptie.(� HAZEL : GLEN HOME OW�IERS ASSOCTfATION SANFORD FLORID.,, swtember 1, 2005 , Building Department City of Sanford ; Swiford Florida To whom it may concern: Thee Home Owners Association for the H&.ei Glee Association are in favor of the projeut located at JCLOL Hazel Blvd as long as this proj!tx.'I niems.city building codes. Any quzstions, please call t:s. Sincerely, Phone: `Ir> Iti'l 6 X i 3 nY Pd `til ✓ r# M 00765 '" r •� Ryr�r �1CR14�� FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION CENTRAL 4 5 6 FORM 600C-01 Residential Limited Applications Prescriptive Method C Small Additions, Renovations & Building Systems CompGarrce with Method C of chapter 6 of the Florida Energy Efficiency Code may be demonstrated by the use of Form 600G01 for additions of 600 square feet a less, site- installed components of manufaa ed hones, and renovations to single and mulfifam residences. AhemaWe methods are crovided for additions b use of F rm 6008-01 or 600A-01. ` l c r n PROJECT NAME: 1 >c EFQ r='i Q`ti""' BUILDER: S LA CLIMATE AND ADDRESS: t c 9 k 4 a Z a -k 6 Is PERMITTING ZONE: 4❑ 5❑ 6 $a n rd 3 Z7 -I OFFICE: PERMIT NO. JURISDICTION NO.: OWNER: s q m A- SMALL ADDITIOfJS TO EXISTING RESIDENCESn600Square e�amless ust be met'condonllyy when equipment ed area). ris installed specifically g. We requirements in to serve tles he addition oris being insbIled c-3 appq only to iconju components tioo with the action coo tstruction. Compono the 6sting ents Space heating, cooing, and water heating equipment efficiency n 30% of the awnsed value of the separating unconditioned spaces from conditionedspacesmust me� the prescribed insulation a lnt evels. RENOVATIONS renovatedlaNeplaced.eMANUFrACnTURED HOMESeAND BUILDINGSmOnly she led comm and features building). Prescrip6verequirements irTaMes apply please Print CK are covered by this form. BUILDING SYSTEMS Comply when complete new system is installed. 1. Renovatio <d -;it" n, New System or Manufactured Home 2. Single faml etached or Multifamily attached 3. If Multifamily -No. of units covered by this submission 4. Conditioned floor area (sq. ft.) S. Predominant eave overhang 6. Glass area and type: a. Clear glass b. Tint, film or solar screen 7. Percentage of glass to floor area 8. Floor type and insulation: a. Slab -on -grade (R -value) b. Wood, raised (R -value) c. Wood, common (R -value) d. Concrete, raised (R -value) e. Concrete, common (R -value) 9. Wall type and insulation: a. Exterior: 1. Masonry (Insulation R -value) 2. Wood frame (Insulation R -value) b. Adjacent: 1. Masonry (Insulation R -value) 2. Wood frame (Insulation R -value) rt c. Marriage Walls of Multiple Units* (Yes/No) 10. Ceiling type and insulation: a. Under attic (insulation R -value) b. Single assembly (Insulation R -value) 11. Cooling system* (Types: central, room unit, package terminal A.C., gas, existing, none) 12. Heating system*: (Types: heat pump, elec. strip, natural gas, L.P. gas, gas h.p., room or PTAC, existing, none) 13. Air Distribution System*: a. Backflow damper or single package systems" (Yes/No) b. Ducts on marriage walls adequately sealed* (Yes/No) 14. Hot water system: (Types: elec., natural gas, other, existing, non * Pertains to manufactured homes with site r , 2. S I ^) lr L 1 3. 4. 3 Sa 5. �- Single Pane Double Pane 6a. sq. ft. ___= _sq. ft. 6b. sq. ft. _.� _sq. ft. 7. % 8a. R= IJ o t:� C: lin. ft. 8b. R= -- sq. ft. 8c. R= sq. ft. 8d. R= sq. ft. 8e. R= sq. ft. 9a-1 R= sq. ft. 9a-2 R= 153' '�sq. ft. 9b-1 R= sq. ft. 9b-2 R= sq. ft. 9C 1 Oa. R= - sq. ft. 1 Ob. R= 5'0 sq. ft. 11. Type: SEER/EER: 12. Type: HSPF/COP/AFUE: 13a. iV 0 13b. F -J o 4, Type` o n .e - EF: fl ereby certify that the Plops and spec' ' attons vend by the'calculatidn are in weh �e Flof onda Energans y Code'.tt8efoieco mpliance with the F ida En rgy Code /inspected for compliance in accordance DATE: __ BUILDING OFFICIAL: EPARED BY:ereby certify that this uildrng is in compliance with the Florida Energy C e• DATE: DATE:NER AGENT: FLORIDA BUILDING CODE - BUILDING (Revised November, 2001) 13.203 Climate Zones 4 5 6 ,ABI r � .. eorrPDWWC DcnnhoaucurC cne QUA! r Anmm�us 1600 sci to And I ess1. RENOVATIONS TO EXISTING BUILDINGS AND SITE -INSTALLED COMPONENTS OF MANUFACTURED HOMES. COMPONENT .....��.�,- MINIMUM INSULATION --1. ..-..--___ -.._- INSULATION INSTALLED EQUIPMENT MINIMUM EFFICIENCY INSTALLED EFFICIENCY J Q < Concrete Block Frame, 2'x 4' Frame, 2'x 6' Common, Frame Common, Masonry R-5 R-11 R-19 R-11 R-3 - _ g Central A/C - Split 'Single Pkg. Room unit or PTAC SEER = 10.0 SEER = 9.7 EER = •8.5' SEER = SEER = EER = - Double t 3 - = a N Electric Resistance Heat pump - Split Single Pkg. Room unit or PTHP Gas, natural or propane Fuel Oil ANY HSPF = 6.8 HSPF = 6.6 COP = 2.7' AFUE = .78 AFUE = .78 HSPF = HSPF = HSPF/ = COP AFUE = AFUE = N O K J UJ U Under Attic Single Assembly; Enclosed Frame Metal Pans Single Assembly; Open n, Frame R-30 R-19 R-13 R-10 R-11 1'-.87 0'-.75 0'- .78 U) OConcrete LL grade Wood n, Frame runecdor7tioned No Minimum R 11 R-5 R-11 M + 4'-.87 3' 5 5 - .39 "- w = 3 Electric Resistance Gas; Natural or L.P. Fuel Oil EF = 88 EF = 54 EF = 54 EF = EF = EF = TABLE 6C-3 I MINIMUM REQUIREMENTS FOR ALL PACKAGES � o space ioned space R-6 No minimum Exterior Windows & Doors 606.1 Max. 0.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. See Table 6.3. 6.7 nm M -1I M-rule-rnn r ACC AMCAC DJ AnnrTr(1NC r1Nr V IAbLt 66-L: rn:CaUnlrllvE REAUmEIVIEN FOR U- M-1- u. ...+.�,........ .-..-. Maximum percentage glass to floor area allowed is selected by type,overhang length, and solar heat gain coefficient. Maximum% = Installed % GLASS TYPE, OVERHANG, AND SOLAR HEAT GAIN COEFFICIENT REQUIRED FOR GLASS PERCENTAGE ALLOWED UP TO 20% UP TO 30% UP TO 40% UP TO 50% Single Double Single Double Single Double Single Double 1'-.87 0'-.75 0'- .78 2'-.87 l'-.75 0'-.57 l'-.78 0'- .61 3'-.87 2'-.75 V-.57 0'-.39 2'-.78 1 '- .61 0'- .44 4'-.87 3' 5 5 - .39 3'-.78 2'-.61 l'-.44 0'-.35 Get certified SHGC from the manufacturer or use defaults: Single clear SHGC = .87, double clear SHGC =.78, and single tint SHGC =.75. TABLE 6C-3 I MINIMUM REQUIREMENTS FOR ALL PACKAGES COMPONENTS SECTION REQUIREMENTS CHECK Exterior Joints & Cracks 606.1 To be caulked asketed weather-stripped or otherwise sealed. Exterior Windows & Doors 606.1 Max. 0.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Sole & Top Plates 606.1 Sole plates and penetrations through top plates of exterior walls must be sealed. Recessed Lighting 606.1 Type IC rated with no penetrations two alternatives allowed). Multi -story Houses 606.1 1 Air barrier on perimeter of floor cavity between floors. Exhaust Fans 606.1 Exhaust fans vented to unconditioned space shall have dampers, except for combustion devices with integral exhaust ductworft. Combustion 606.1 Heatina Combustion space and water heating systems must be provided with outside combustion air, except for direct vent appliances. Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker (electric) or cutoff as must be Provided. External or built-in heat trap reouired for vertical vipe risers. Swimming 612.1 Pools & Spas Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have minimum thermal efficient of 78%. Hot Water Pipes 612.1 Insulation is required for hot water circulating systems(including heat recovery units). Shower Heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. HVAC Duct 610.1 Construction, Insuiation & Installation All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section 610.1. Ducts in attics must be insulated to a minimum of R-6. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. GENERAL DIRECTIONS: 1. On Table 6C-1 indicate the R -value of the insulation being added to each component and the efficiency levels of the equipment being installed. A9 R -values and efficiencies installed must meet or exceed the minimum values listed. Components and equipment neither being added nor renovated may be left blank 2. ADDITIONS ONLY. Determine the percentage of new glass to conditioned floor area in the addition as followiJotaj & seas ofall.gl'ass wipdbws, hslirlipg,glass doors and glass door panels. Coble the area of at non -vertical roof glass and add it to the previous total. When glass in existing exterior walls is being removed or enclosed by It1polhe�oml area of this glass maybe subtracted from the total glass area Divide the adjusted glass area total by the conditioned floor area ofthe addition. Multiply by 100 to get the percent. Find thelawegt )(o a da�QflercentagefallsonTable6G2. Presaiptives are given by the type of glass (Single a Double pane) and the overhang -PH) paired with a solar hear gain coefficient (SHGC). For a given glass type and wen g, the mnirnum solar heat gain coefficient allowed'is specified. Actual glass windows and doors., previously in the exterior walls of the house and being reinstalled in the addition do not have to comply with the overhang and solar heat gain coefficient requirements on Table 6C-2. Ail new glass in the addition must meet the requirement for one of the options in the glass percentage category you indicated. The overhang (OH) distance is measured perpendicularly from the face of the glass to a point directly under the outermost edge of the overhang. 3. RENOVATIONS ONLY. Replacement glass needs to meet the following requirements. Any glass type and solar heat gain coefficient may be used for glass areas which are under at least a two foot overhang and whose lowest edge does riot extend further than 8 feel from the overhang. Glass areas being renovated that do not meet this critefia'must be either single -pane tinted, double -pane clear or double -pane tinted. 4. BUILDING SYSTEMS. Comply when new system is installed for system installed. 5. Complete the information requested on the top half of page 1. 6. Read'MininNm Requirements for Small Additions and Renovations, Table 6C•3, and check all applicable items. 7. Read, sign and date Ihe'Dw ierlAgenr certification statement on page 1. ,�� (Revised November, 2001) FLORIDA BUILDING CODE - BUILDING GLASS & MODULAl7 ROOMS 1/4" x 6" RAWL TAPPER THROUGH 1"x 2" AND ROW LOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NOW STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4"x 1-3/4" TAPCON TO SLAB OR FOOTING SECTION 3B ALUMINUM FRAME SCREEN WALL ROW LOCK BRICK KNEEWALL TYPE S MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB W/ 6 x 6 - 10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) (1) #5 0 BARS W/ 3" COVER (TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" 2'-0" MIN. 3-1/2" (TYP. (1) #5 BAR CONT. BEFORE SLOPE ALL SLABS) TYPE I TYPE II FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-2"/ 12" 2"/ 12"- V-10" 4" MIN. (2) #5 BAR CONT. TYPE III STEEP SLOPE FOOTING > 1'-10" Notes: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab /foundation shall be cleared of debris, ,roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 20'-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTm e3Tm (Formerly Fibermesh MD) per maufacturer•s specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code govems. (See additional detail for structures located in Orange County, FL) 6. If a carrier beam or fourth wall frame is required use a Type II footing minimum. SLAB -FOOTING DETAILS SCALE: 3/4"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 PAG�13-71 © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. GLASS & MODULAR ROOMS SECTION 313 INTERIOR BEAM (SEE TABLES 38.1.4) H HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE ALUMINUM ROOF SYSTEM PER SECTION 7 RIDGE BEAM (SEE TABLES 36.1.5) SCALE: N.T.S. _ HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 313-1 P GLASS & MODULAR ROOMS ALTERNATE CONNECTION DETAIL 1"x 2" WITH (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSS (2) #10 x 1 1/2" S. M. S. INTO SCREW BOSS ANCHOR 1" x 2" PLATE TO CONCRETE W/ 1/4" x 2-1/2" CONCRETE ANCHORS WITHIN - 6" OF EACH SIDE OF EACH POST AND 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE SECTION 3B BEAM/HEADER ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL SCREW SYSTEMS MIN. (3) #10 x 1 1/2" S.M.S. INTO SCREW BOSS 1" x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 3"= 1'-0" ANCHOR 1"x 2" CHANNEL TO CONCRETE WITH 1/4"x 2-1/4"CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6x6 -10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM (4) #10 x 1/2" S.M.S. EACH SIDE OF POST H -BAR OR GUSSET PLATE 2" x 2" OR 2" x 3" OR 2" S.M.B. POST MIN. (4) #10 x 1/2" S.M.S. @ EACH POST 1"x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 3"= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 313-11 GLASS & MODULAR ROOMS SECTION 313 ALTERNATE CONNECTION: (2) #10 x 1-1/2" S.M.S. THROUGH SPLINE GROOVES 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. )IDE WALL HEADER ATTACHED TO 1" x 2" OPEN IACK W/ MIN. (2) #10 x 1-1/2" ).M.S. IDE WALL GIRT ATTACHED TO ' 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 ^ONCm1-- 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 TYPICAL & ALTERNATE CORNER DETAIL SCALE: 3"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 PAGE @ COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 313-13 13 r- -- SECTION 3B 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 I 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 GLASS & MODULAR ROOMS TYPICAL UPRIGHT DETAIL SCALE: 3" = 1'-0" RISER PANELS ATTACHED PER CHAPTER 7 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" I HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1"x 2" OPEN BACK BOTTOM RAIL 1/4" x 2-1/4" MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER. DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (388) M-4774 FAX: (388) 767.6M PAGE © COPYRIGHT 2064 3B-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. GLASS & MODULiAR ROOMS UNIFORM LOAD l d A B SINGLE SPAN CANTILEVER UNIFORM LOAD l Z A B C 2 SPAN SECTION 313 UNIFORM LOAD Z A B 1 OR SINGLE SPAN UNIFORM LOAD A B C D UNIFORM LOAD 3 SPAN 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. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214366, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 ` PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 36'27 ra Section 3A Design Statement: The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered part of an open structural system which is designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of the 2004 Florida Building Code. The loads assume a mean roof height of less than 30'; roof slope of 0° to 20°; 1= 0.77. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal pressure coefficient is 0.00 for open structures. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a Z overhang. Any greater load width shall be site specific. General Notes and Specifications for Section 3A Tables: Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Note 1: Framing systems of screen, vinyl, and glass rooms are considered to be main frame resistance components. Wind loads are listed as minus loads for roofs and plus loads for walls. To convert above wind loads to "C" Exposure loads multiply by 1.4. Conversion Table 3A -A Wind Zone Conversions for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others Roof Wall Over Hang All Roofs 100 MPH +10/-10 9 +20/-30 110 MPH +10/-11 11 +20/-36 120 MPH +10/-13 13 +20/-43 123 MPH +10/-14 14 +20/-45 130 MPH +10/-15 15 +20/-50 140A MPH +30/-17 18 +30/-58 1406 MPH +30/-18 18 +30/-58 150 MPH +30/-20 20 +301-67 Note 1: Framing systems of screen, vinyl, and glass rooms are considered to be main frame resistance components. Wind loads are listed as minus loads for roofs and plus loads for walls. To convert above wind loads to "C" Exposure loads multiply by 1.4. Conversion Table 3A -A Wind Zone Conversions for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others Conversion Table 3A-13 Wind Zone Conversions for Over Hangs All Room Types From 120 MPH Wind Zone to Others Wind Zone MPH Applied Load Deflection (f#S (d) Roofs 100 30 Walls 1.20 Wind Zone MPH Applied Load Deflection (#IS ( Bending (b) Applied Load Deflection #ISF) (d) Bending (b) 100 10 1.09 1.14 10 1.12 1.18 110 11 1.06 1.09 11 1.08 1.13 120 13 1.00 1.00 14 1.00 1.00 123 14 0.98 0.96 15 0.98 1 0.97 130 15 0.95 0.93 16 0.96 0.94 140A 17 0.91 0.87 18 0.92 0.88 1406 I . 18 0.90 0.85 18 0.92 0.88 150 1 30 0.76 0.66 21 0.87 0.82 Conversion Table 3A-13 Wind Zone Conversions for Over Hangs All Room Types From 120 MPH Wind Zone to Others Wind Zone MPH Applied Load Deflection (f#S (d) Bending b 100 30 1.13 1.20 110 36 1.06 1.09 120 43 1.00 1.00 123 45 0.98 0.98 130 50 0.95 0.93 140A 58 0.91 0.86 140B 58 0.91 0.86 150 67 0.86 0.80 Conversion Table 3A -C Conversion Based on Mean Height of Host Structure for Screen Rooms �....r.,...... _ -� - Span Multiplier Mean Host Structure Height Load Multiplier Pans Composite Panels 0-15' 1.21 0.94 0.91 15' - 20' 1.29 0.92 0.88 20'- 25' 1.34 1 0.91 0.86 25' - 30' 1.40 0.89 0.85 3A -ii SECTION 3B GLASS & MODULAR ROOMS Table 3B.1.1-110 Allowable Edge Beam Spans -Hollow Extrusions Glass & Modular Rooms For 3 second wind gust at 110 MPH velocity; using design load of 23 #ISF (36 XSF for Max. Cantilever) LCAT C vy v 2" x 2" x 0.044" 2" x 2" x 0.055" Load Max. Span V/ (bending 'b' or deflection 'd') Width (ft.) 1 & 2 an an Span 3 S 4 S Max. p p p Cantilever Load Max. Span 'L' / (bending 'b' or deflection 'd') Width (ft.) 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 4'-2" d 5'-1" b 4'-10" b J 1'-1" d 5 4'-5" d 5'-6" d 54" b 1'-2" d 6 3'-11" d 4'-7" b 4'-5" b I 1'-0" d 6 4'-2" d 5-0" b 4'-10" b 1'-1" d 7 3'-9" d 4'-3" b 4'-1" b 0'-11" d 7 3'-11" d 4'-8" b 4'-6" b 1'-0" d 8 3'-7" d 3'-11" b 3'-10" b 0'-11" d 8 3'-9" d 4'-4" b 4'-2" b 0'-11" d 9 3'4" b 3'-9" b 3'-8" b 0'-10" d 9 3'-8" d 4'-1" b 3'-11" b 0'-11" d 10 3'-2" b 3'-7" b 3'-5" b 0'-10" d 10 3'-6" b 3'-11" b 3'-9" b 0'-11" d 11 3'-0" b 3'-5" b 3'-3" b 0'-10" d 11 3'-4" b 3'-9" b 3'-7" b 0'-10" d 12 2'-11" b 3'-3" b 3'-2" b 1 0'-10" d 12 3'-2" b 3'-7" b 3'-5" b 0'-10" d 3" x 2" x 0.045" 3" x 2" x 0.070" Load Max. Span 'L' / (bending 'b' or deflection 'd') Width (ft.) 1 & 2 an an Span 3 S 4 S Max. p p p Cantilever Load Max. Span V/ (bending 'b' or deflection 'd') Width (ft.) 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 4'-9" d 5'-10" d 5'-10" b 1'-2" d 5 5'-4" d 6'-7" d 6'-8" d 1'4" d 6 4'-5" d 5'-6" d 5'-4" b 1'-2" d 6 4'-11" d 6'-2" d 6'-3" d 1'-3" d 7 4'-3" d 5'-1" b 4'-11" b 1'-1" d 7 4'-9" d 5'-10" d 5'-11" b 1'-3" d 8 4'-0" d 4'-9" b 4'-7" b 1'-0" d 8 4'-6" d 5'-7" d 5'-6" b 1'-2" d 9 3'-11" d 4'-6" b 4'-4" b 0'-11" d 9 4'-4" d 54" b 5'-2" b 1'-1" d 10 3'-9" d 4'-3" b 4'-2" b 0'-11" d 10 4'-3" d 5'-1" b 4'-11" b 1'-1" d 11 3'-8" d 4'-1" b 3'-11" b 0'-11" d 11 4'-1" d 4'-10" b 4'-8" b 1'-0" d 12 3'-6" b 3'-11" b 3'-9" b 0'-11" d 12 3'-11" d 4'-8" b 4'-6" b 1'-0" d 2" x 3" x 0.045" 2" x 4" x 0.050" Load Max. Span V/ (bending 'b' or deflection 'd) Width (ft.) 1& 2 Span 3 Span 4 Span Max. p Pa Cantilever Load Max. Span V/ (bending 'b' or deflection 'd') Width (ft.) 1& 2 Span 3 Span 4 Span Max. I Cantilever 5 5'-10" d 6'-10" b 6'-7" b 1'-6" d 5 7'-7" d 8'-8" b 8'-5" b 1'-11" d 6 5'-6" d 6'-3" b 6'-0" b 1'-5" d 6 7'-1" b 7'-11" b 7'-8" b 1'-10" d 7 5'-2" b 5'-9" b 5'-7" b 1'4" d 7 6'-7" b 7'-4" b 7'-1" b l'-9" d 8 4'-10" b 5'-5" b 5'-2" b 1'-3" d 8' 6'-2" b 6'-11" b 6'-8" b 1'-8" d 9 4'-7" b 5'-1" b 4'-11" b 1'-3" d 9 5'-10" b 6'-6" b 6'-3" b 1'-7" d 10 4'-4" b 4'-10" b 4'-8" b 1'-2" d 10 5'-0" b 6'-2" b 5'-11" b 1'-6" d 11 4'-1" b 4'-7" b 4'-5" b 1'-2" d.1 11 5'-3" b 5'-10" b 5-8" b 1'-6" d 12 3'-11" b 4'-5" b 1 4'-3" b 1'-1" d 1 12 5'-0" b 1 5'-7" b 1 5-5" b 1'-5" d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767 -WW PAGE p © COPYRIGHT 2004 3B-30 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 3B GLASS & MODULAR ROOMS Table 36.2.1 Allowable Upright Heights, Chair Rail Spans or Header Spans For Glass & Modular Rooms " Aluminum Alloy 6063 T-6 J s_A ....& ..6'qAn Uou ..e.l....N..• ncinn rineinn Inarl nf'1R $/SF Sections 3'-0" 3'-0" 3'-6" 1 Tributary Load Width W' = Puriin Spacing 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-6" Allowable Height 'H' / bending'b' or deflection'd' 7'-0" 1 7'-6" 2" x 2" x 0.044" Hollow 6'-10" d 6'-6" d 6'-2" d 5'-11" d 5'-8" b 5'-5" b 5'-2" b 5'4" b 4'-10" bj 4'-8" b 2" x 2" x 0.055" Hollow 7'-3" d 6'-10" d 6'-7" d 6'-4" d 6'-1" d 5'-11" d 5-8" b 5'-6" b 5'-3" b 5'-1" b 3" x 2" x 0.045" Hollow T-9" d 7'-4" d T-0" d 6'-9" d 6'-6" d 6'-4" d 6'-2" d 5'-11" d 5'-9" b 5'-7" b 3" x 2" x 0.070" Hollow 8'-8" d 8'-3" d 7'-11" d T-7" d 7'-4" d 7'-1" d 6-11" d 6'-9" d 6'-7" d 6'-5" d 2" x 3" x 0.045" Hollow 9'-7" d 9'-1" d 8'-7" b 8'-1" b T-8" b 7'-4" b T-0" b 6'-9" b 6'-6" b 6'-3" b 2" x 4" x 0.050" Hollow 12'-5" d 11'-9" b 11'-0" b 10'-4" b 9'-10" b 9'-5" b 8'-11" b 8'-8" b 8'-4" b 8'-0" b 2" x 5" x 0.050" S.M.B. 17'-2" d 16'-4" d 15'-7" d 15'-0" d 14'-3" b 13'-7" b 13'-0" b 12'-6" b 12'-1" b 11'-8" b 2" X 6" x 0.050" S.M.B. 20'-1" d 19'-1" d 18'-3" d 17'-5" b 16'-6" b 15'-9" b15'-1" b 14'-6" b 13'-11" b 13'-6" b 2" x 2" x 0.044" Snap 7'-8" d 7'-4" d 6'-11" d 6'-9" d 6'-6" d 6'-3" d 6'-1" d 5'-11" d T-9" b 5'-7" b 2" x 3" x 0.045" Snap 10'-4" d 9'-10" d 9'-5"d 9'-1" d 8'-8" b 8'-4" b T-11" b 7'-8" b 7'-4" b T-1" b 2" x 4" x 0.045" Snap 13'-1" d 1 12'-5" d 11'-11" d 11'-3" b 10'-8" b 10'-2" b 9'-9" b 1 9'4" b 8'-11" b 8'-8" b Sections 3'-0" 3'-6" 1 Tributary Load Width V4'= Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" T 6'-0" 1 6 -6 1 Allowable Height 'H'I bending 'b' or deflection 'd' 7'-0" 7'-6" 2" x 2" x 0.044" Hollow 6'-5" d 6'-1" d 5'-9" b 5'-5" b 5'-2" b 4'-11" b 4'-8" b 4'-6" b 4'-4" b 4'-3" b 2" x 2" x 0.055" Hollow 6'-9" d 6'-5" d 6'-2" d 5'-11" d 5'-8" b 5'-4" b 5'-2" b 4'-11" b 4'-9" b 4'-7" b 3" x 2" x 0.045" Hollow 7'-3" d 6'-10" d 6'-7" d 6'4" d 6'-1" d 5'-11" b 5'-8" b 5'-5" b 5'-3" b 5'-1" b 3" x 2" x 0.070" Hollow 8'-1" d T-9" d T-5" d T-1" d 6'-i 0" d 6'-8" d 6'-5" d 6'-3" d 6'-1" d 5'-11" d 2" x 3" x 0.045" Hollow 8'-11" d 8'4" b T-9" b T-4" b 6'-11" b 6'-8" b 6'-4" b 6'-1" b 5'-11" b 5'-8" b 2" x 4" x 0.050" Hollow 11'-6" b 10'-8" b 9'-11" b 9'-5" b 8'-11" b 8'-6" b 8'-1" b T-10" b T-6" b 7'-3" b 2" x 5" x 0.050" S.M.B. 16'-1" d 15'-3" d 14'-5" b 13'-7" b 1 12'-11" b 12'-4" b 11'-9" b 11'-4" b 10'-11" b 10'-7" b 2" x 6" x 0.050" S.M.B. 18'-10" d 17'-10" b 16'-8" b 15'-9" b 14'-11" b 14'-3" b 13'-8" b 13'-1" b 12'-8" b 12'-2" b 2" x 2" x 0.044" Snap 7'-2" d 6-10" d 6'-6" d 6'-3" d 6'-1" d 5'-10" b 5'-7" b 5'-5" b 5'-2" b 5'-0" b 2" x 3" x 0.045" Snap 9'-8" d 9'-3" d 8'-10" b 8'-4" b T-10" b 7'-6" b 7'-2" b 6'-11" b 6'-8" b 6'-5" b 2" x 4" x 0.045" Snap 12'-3" d 11'-6" b 1 10'-9" b 10'-2" b 9'-8" b 9'-2" b 8'-9" b 8'-5" b 8'-2" b 7'-10" b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. " Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767556 PAGE p pp © COPYRIGHT 2004 3p -4p NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 3B GLASS & MODULAR ROOMS Table 3B.1.5-110 Allowable Spans for Ridge Beams with Self Mating Beams or Square Tubes For Glass & Modular Rooms For 3 second wind gust at 110 MPH velocity; using design load of 23 #/SF Self Mating Sections 5'-0" 1 6'-0" Tributary Load Width 'W' = Purlin Spacing 7'-0" 1 8'-0" 1 9'-0" 1 10'4" I Allowable Span 'L' / bending 'b' or deflection 'd' 11'-0" 1 12'-0" 2" x 4" x 0.044 x 0.100" 2" x 4" x 0.044 x 0.100" 10'-3" b 9'4" b 8'-8" b 8'-1" b 7'-7" b 7'-3" b 6'-11" b 6'-7" b 2" x 5" x 0.050" x 0.100" 12'-8" b 11'-6" b 10'-8" b 9'-11" b 9'-5" b 8'-11" b 8'-6" b 8'-2" b 2" x 6" x 0.050" x 0.120" 14'-7" b 13'4" b 12'4" b 11'-7" b 10'-11" b 10'-4" b 9'-10" b 9'-5" b 2" x 7" x 0.055" x 0.120" 16'-5" b 15'-0" b 13'-11" b 13'-0" b 12'-3" b 11'-8" b 11'-1" b 10'-7" b 2" x 7" x 0.055" w/ insert 21'-11" b 19'-11" b 18'-6" b 17'-4" b 16'-4" b 15'-6" b 14'-9" b 14'-2" b 2" x 8" x 0.072" x 0.224" 21'-3" b 19'-5" b 17'-11" b 16'-10" b 15'-10" b 15'-0" b 14'-4" b 13'-9" b 2" x 9" x 0.072" x 0.224" 23'-1" b 21'-0" b 19'-6" b 18'-3" b 17'-2" b 16'-4" b 15'-6" b 14'-10" b 2" x 9" x 0.082" x 0.310" 25'-4" b 23'-1" b 21'-5" b 19'-11"" b 18'-10" b 17'-11" b 17'-1" b 16'4" b 2" x 10" z 0.092" x 0.369" 30'-5" b 27'-9" b 25'-8" b 24'-0" b 22'-8" b 21'-6" b 20'-6" b 19'-8" b Square Tubes 5'-0" 6'-0" Tributary Load Width W'= Purlin Spacing 7'-0" 8'-0"1 9'-0" 1 10'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 11'-0" 12'-0" 2" x 5" x 0.050" x 0.100" 2" x 4" x 0.044 x 0.100" 101-6" d 9'-7" b 8'-11" b b 7'-10" b 7'-5" b 7'-1" b 6'-9" b 2" x 5" x 0.050" x 0.100" 11'-5" d 10'-9" d 10'-2" b 9'-6" b 8'-11" b 8'-6" b 8'-1" b T-9" b Notes: 1. Glass Rooms: The addition of aluminum frame windows with glass panes that are designed to 110 M.P.H. wind load requirements to the above upright sizes increases the strength so that additional framing is not required. 2. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 3. Spans may be interpolated. Table 3B.1.5-120 Allowable Spans for Ridge Beams with Self Mating Beams For Glass & Modular Rooms For 3 second wind gust at 120 MPH velocity; using design load of 27 #/SF Self Mating Sections 5'-0" 1 6'-0" Tributary Load Width W'= Purlin Spacing 1 7'-0" 1 8'-0"1 9'-0" 1 10'-0" Allowable Span'L' / bending 'b' or deflection'd' 11'-0" 12'-0" 2" x 4" x 0.044 x 0.100" 9'-5" b 8'-7" b 7'-11" b T-5" b 7'-0" b 6'-8" b 6'-4" b 6'-1" b 2" x 5" x 0.050" x 0.100" 11'-8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b 8'-3" b 7'-10" b 7'-0" b 2" x 6" x 0.050" x 0.120" 13'-6" b 12'-4" b 11'-5" b 10'-8" b 10'-1" b 9'-0" b 9'-1" b 8'-8" b 2" x 7" x 0.055" x 0.120" 15'-2" b 13'-10" b 12'-10" b 12'-0" b 11'4" b 10'-9" b 10'-3" b 9'-10" b 2" x 7" x 0.055" w/ insert 20'-2" b 18'-5" b 17'-1" b 15'-11" b 15'-1" b 14'-3" b 13'-7" b 13'-0" b 2" x 8" x 0.072" x 0.224" 19'-7" b 17'-11" b 16'-7" b 15'-6" b 14'-7" b 13'-10" b 13'-3" b 12'-8" b 2" x 9" x 0.072" x 0.224" 21'-3" b 19'-5" b 17'-11" b 16'-10" b 15'-10" b 15'-0" b 14'4" b 13'-9" b 2" x 9" x 0.082" x 0.310" 23'4" b 21'-4" b 19'-9" b 18'-5" b 17'-5" b 1 16'-6" b 1 15'-9" b 15'-1" b 2" x 10" x 0.092" x 0.369" 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 1 19'-10" b 18'-11" b 18'-1" b Self Mating Sections 5'-0" 1 6'-0" Tributary Load Width W'= Purlin Spacing 7'-0" 1 8'-0" 1 9'-0" 1 10'-0" Allowable Span'L' / bending'b' or deflection'd' 11'-0" 1 12'-0" 2" x 4" x 0.044 x 0.100" 91-8" bi 8'-10" b 1 8'-2" b 1 7'-8" b 1 7'-3" b 1 6'-10" b 1 6'-6" bj 6'-3" b 2" x 5" x 0.050" x 0.100" 10'-10" d 10'-1" b 9'-4" b 8'-9" b 8'-3" b 7'-10" b 7'-0" b 7'-2" b Notes: 1. Glass Rooms: The addition of aluminum frame windows with glass panes that are designed to 120 M.P.H. wind load requirements to the above upright sizes increases the strength so that additional framing is not required. 2. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 3. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (356) 7674774 FAX: (386) 767558 PAGE © COPYRIGHT 2084 36-46c NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. Section 7 Design Statement: The roof systems designed for section 7 are Main Wind Force Resisting Systems and Components and Cladding. In conformance with the 2004 Florida Building Code such systems must be designed using loads for components & cladding. Thus, Section 7 uses several different categories of these loads as described below. All pressures shown in the table below are in PSF (#/SF). 1. Free-standing Structures with Mono -sloped Roofs with a minimum live load of 10 PSF except for 140B and 150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-98 Section 6.5, Analytical Procedure. The loads assume a mean roof height of less than 30'; roof slope of 0° to 10°; I = 0.77 for open structures & 1.00 for all others. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. 2. Attached Covers such as carports, patio covers, gabled carports, and screen rooms with a minimum live load of 10 PSF except for 1408 and 150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-98 Section 6.5, Analytical Procedure. Roof slope of 0° to 25'-(+/- 10°); 1 = 1.00. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. 3. Glass & Modular Rooms design loads use a minimum live load of 20 PSF and wind loads are from ASCE 7-98 Section 6.5, Analytical Procedure and the 2004 Florida Building Code. The loads assume a mean roof height of less than 30; roof slope of 20° to 30° (+/- 10*); 1= 1.00. a. Enclosed structural systems use a negative internal pressure coefficient = +/- 0.18. b. Partially Enclosed structural systems use a negative internal pressure coefficient = +/- 0.55. 4. Overhangs use a minimum live load of 20 PSF except for 1408 and 150 MPH loads which are 30 PSF. Wind loads are from ASCE 7-98 Section 6.5, Analytical Procedure for Components & Cladding for Enclosed or Partially Enclosed Structural Systems. The loads assume a mean roof height of less than 30'; roof slope of 20° to 30° (+/-10°); 1= 1.0. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. 5. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific. Conversion Table 7A Load Coversion Factors Based on Mean Roof Height of Host Structure For All Components Ex osure "B" to "C" Mean Host Structure Height Pans Composite Panels 0-15, 0.91 0.94 15'-20' 0.88 0.92 2V-26 0.86 0.91 25'- 30' 0.85 0.89 Conversion Table 7B Conversion Based on Mean Height of Host Structure for Solid Roof Systems f (VIII VAF/VJYIc Y -V v Span Multiplier Mean Host Structure Height Load Multiplier Pans Composite Panels 0-15' 1.21 0.94 0.91 15'- 20' 1.29 0.92 0.88 20'- 25' 1.34 0.91 0.86 25' - 30' 1.40 0.89 1 0.85 7 -ii r- - SECTION 7 I SOLID- ROOF PANEL PRODUCTS PAN ROOF ANCHORING DETAILS ALTERNATE CONNECTION: (3) #8 SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL #10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4"x 1-1/4" MASONRY VCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 2" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION SEALANT r--- HEADER (SEE NOTE BELOW) ROOF PANEL TO FASCIA DETAIL SCALE: 3"= 1'-0" ROOF PANEL TO WALL DETAIL SCALE: 3 1'-0" ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANELS SHALL BE ATTACHED TO- THE HEADER WITH (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #8 x 9/16".TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #8 x 1/2" S.M.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 PAGE © COPYRIGHT 2004 7.2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. L_._ FASTENERS SECTION 9 CONCRETE' EXPANSION DRIVE NAIL SPIKE SCREW T -BOLT BOLT ANCHOR CONCRETE AND MASONRY ANCHORS SCALE: N.T.S. SHEET METAL HEX HEAD MACHINE SCREWS TEK SCREW LAG SCREW BOLT I OPTIONAL METAL FASTENERS . WASHER SCALE: N.T.S. NOTES: ALTERNATIVE FASTENERS MAY BE USED AS SHOWN IN THE DETAILS HEREIN, AND MUST MEET OR EXCEED THE SAFE WORKING LOAD VALUES SPECIFIED BY THE MANUFACTURER, AND SHALL BE APPROVED BY THE BUILDING OFFICIAL Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 787-4T74 FAX: (386) 7676556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 9-1 SECTION 7 SOLID ROOF PANEL PRODUCTS Table 7.2.1 Allowable Spans for Elite Composite Roof Panels for Various Loads Elite Aluminum Corporation Statewide Product Approval #FL1049 Manufacturers' Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density nC n c MI T% _.1.. Wind Region Open Structures Mono -Sloped Roof 1&2 1 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span Glass & Modular Rooms Enclosed 1&2 1 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 21'-4" 23'-10" 23'-0" 20'4" 22'-9" 21'-11" 15'-1" 17'-9" 16'-3" 4'-0" 110 MPH 21'-4" 23'-10" 23'-0" 1 18'-8" 20'-11" 20'-2" 13'-9" 154" 14'-10" 4'-0" 120 MPH -20'4" 1 22'-9" 21'-11" 17'-5" 19'-5" 18'-10" 12'-6" 13'-11" 13'-6" 4'-0" 123 MPH 19'-6" 21'-10" 21'-1" 15'-11" 18'-11" 18'-3" 11'-8" 13'-8" 13'-2" 4'-0" 130 MPH 18'-0" 20'-2" 19'-5" 15-1" 17'-9" 16'-3" 11%1" 12'-11" 12'-6" 4'-0" 140 MPH 12'4" 13'-9" 13'-3" 12'-4" 13'-9" 13'-3" 1 10'-3" 11'-6" 11'-1" 4'-3" 150 MPH 12'4" 13'-9" 13'-3" 12'4" 13'-9" 13'-3" 9'-6" 10'-8" 10'4" 3'-11" Wind Region vvvOpen Structures Mono -Slope d Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 24'-11" 27'-11" 27'-0" 23'-10" 26'-8" 25'-9" 18'-8" 20'-10" 20'-2" 4'-0" 110 MPH 1 24'-11" 27'-11" 27'-0" 21'-11" 24'-0" 23'-8" 16-2" 19'-3" 18'-8" 4'-0" 120 MPH 23'-10" 26'-8" 25-9" 20'-5" 22'-10" 22'-1" 14'-8" 17'-8" 15'-10" 4'-0" 123 MPH 22'-11" 25'-7" 24'-9" 19'-10" 22'-2" 20' 14'-4" 16'-0" 15'-6" 4'-0" 130 MPH 21'-2" 23'-7" 22-10" 18'-8" 20'-10" 20'-2" 13'-7" 15'-2" 14'-8" 4'-0" 140 MPH 14'-5" 16'-2" 15'-7" 14'-5" 16'-2" 15'-7" 12'-8" 14'-2" 13'-8" 4'-0" 150 MPH 14'-5" 16'-2" 15'-7" 14'-5" 16'-2- 15'-7" 11'-2' 13'-2" 12'-9" 4'-0" Wind Region Open Structures Mono -Slope d Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever All Roofs 1&2 1 3 4 1&2 3 4 1&2 3 4 span I span span span span span span span span 100 MPH 23'-5" 26'-2" 25-3" 22'-3" 24'-11" 24'-1" 17'-5" 19'-0" 18'-10" 4--0- 110 MPH . 23'-5" 26'-2" 25'-3" 20'-6" 22'-11" 22'-2" 15'-1" 18'-0" 17'-5" 4--0- 120 MPH 22'-3" 24'-11" 24'-1" 19'-1" 21'4" 20'-7" 13'-9" 15'4" 14'-10" 4'-0" 123 MPH 21'-5" 23'-11" 23'-2" 18'-6" 20'-9" 20'-0" 13'-5" 14'-11" 14'-6" 4'-0" 130 MPH 19'-9" 22'-1" 21'-4" 17'-5" 19'-0" 18'-10" 12'-8" 14'-2" 13'-8" 4'-0" 140 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 14'-7" 11'-3" 13'-3" 12'-9" 4'-0" 150 MPH 13'-0" 15'-1" 14'-7" 1 13'-6" 15'-1" 14'-7" 10'-5" 12'4" 11'4" 4'-0" Wind Region Open Structures Mono -Slope d Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang Cantilever All Roofs 100 MPH 26'-11" 30'-1" 29'-1" 26-8" 28'-9" 27'-9" 20'-1" 22'-5" 21'-8" 4'-0" 110 MPH 26'-11" 30'-1" 29'-1" 23'-8" 26'-5" 25'-6" 18'-7" 20'-9" 20'-1" 4'-0" 120 MPH 25'-8" 28'-9" 2T-9" 21'-11" 24'-7" 23'-9" 15'-10" 19'-1" 18'-5" 4'-0" 123 MPH 24'-8" 27-7" 26-8" 21'-4" 23'-11" 23'-1" 15'-5" 181-6" 17'-11" 4'-0" 130 MPH 22'-9" 25'-5" 24'-7" 20'-1" 22'-5" 21'-8" 14'-7" 17'-5" 15-9" 4-4- 140 MPH 15'-7" 17'-5" 16-10" 15'-7" 17'-5" 16-10" 13'-8" 15'-3" 14'-9" 4'-0" 150 MPH 15'-7" 17'-5" 16'-10" 15'-7" 1 17'-5" 16-10" 12'-8" 14'-2" 13'-9" 4'-0" Note: Total mot panel whin = room wia[n - wan MUM M T vvc111011V Lawrence E. Bennett, P.E. FL # 16644 ""�°" LLE CIVIL ENGINEER - DEVELOPMENT CONSULTANT Elite Aluminum .Corporation P.O. BOX 214368, SOUTH DAYTONA, FL 32121 . 1801 N.W. 64th Street TELEPHONE: (386) 767-4774 Panel Products Ft. Lauderdale, FL 33309 FAX: (386) 7676556 Tel: (954) 491-3700 Fax: (954) 491-1433 PAGE © COPYRIGHT 2004 7-34 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7 SOLID ROOF PANEL PRODUCTS RIDGE CAP #8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS #8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: #8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END. OF PAN AND HEADER WHEN FASTENING PANELS OR PANS TO WOOD PLATES SCREWS SHALL HAVE A MINIMUM EMBEDMENT OF 1" CAULK ALL EXPOSED SCREW HEADS & WASHERS FOR COMPOSITE ROOFS: #10 x (t + 1/2") S.M.S. W/ 1-1/4"0 FENDER WASHERS @ 12" O.C. (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON-BEARING ELEMENT (SIDE WALLS) PAN ROOF ANCHORING DETAILS ROOF PANEL TO BEAM DETAIL SCALE: 3"= l'-0" m i SECTION 7 SEALANT PAN HEADER (BREAK - FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION PAN OR COMPOSITE ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM FOR PAN ROOFS: (3) EACH #8 x 1/2" LONG S.M.S. PER 12" PANEL W/ 3/4" ALUMINUM PAN WASHER ROOF PANEL (PER TABLES SECTION 7) SUPPORTING BEAM (PER TABLES) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 3" =1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 7-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 9 FASTENERS Table 9.1 Allowable Loads for Concrete Anchors Notes: 1. Concrete screws are limited to 2" embedment by manufacturers. 2 Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to yawl may be substituted. 4. Anchors receiving bads perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 for wind load. 6, Minimum edge distance and center to center spacing shall be 5d. 7 Anchors receiving loads parallel to the diameter are shear loads. S. A 133% increase has been applied because wind uplift is only load. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2' x 6" beam with: spacing = T-0" O.C., allowed span = 20'-5' (Table 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS - 1 /2(20.42') x T x 10# / Sq. Ft. ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. Allowable Load Coversion Multipliers for Edge Distances More Than 5d Embedment Min. Edge Dist. 8 Allowable Loads Screw Size Depth Anchor Spacing 6d 1.04 1.20 d = diameter (In.) I 5d (in.) Tension Shear 9d ZAMAC NAILIN (Drhre Anchors) 10d 1.18 2.00 1/4" 1-1/2" 1-114" 273# 236# 2• 1-1 /4" 316# 236# TAPPER Concrete Screws) 3/16" 1-1/4" 15/16" 288# 167# 1-3/4" 15/16" 371# 259# 114" 1-1/4" 1-1/4" 427# 200# 1-3/4" 1-114 544# 216# 318" 1-112" 1-7/8" 511# 402# 1-3/4" 3-318" 703# 455# POWER BOLT (Expansion Bolt 114" 2" 1-1/4" 6249 261# 5/16" 3" 1-7/8" 936# 751# 318" 3-1/2' 1-7/8' 1,575# 1,425# 112" 5" 2-112" 2,332# 2,220# POWER STUD (Wedge Anchor) 114" 2-3/4" 1 1-1/4" 812# 326# 318" 4-1/4' 1-7/8" 1,358# 921# 112" 6" 2-1/2" 2,271# 1,218# 518" 7- 2-1/4" 3,288# 2,202# Notes: 1. Concrete screws are limited to 2" embedment by manufacturers. 2 Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to yawl may be substituted. 4. Anchors receiving bads perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 for wind load. 6, Minimum edge distance and center to center spacing shall be 5d. 7 Anchors receiving loads parallel to the diameter are shear loads. S. A 133% increase has been applied because wind uplift is only load. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2' x 6" beam with: spacing = T-0" O.C., allowed span = 20'-5' (Table 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS - 1 /2(20.42') x T x 10# / Sq. Ft. ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance Multi liars Tension I Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 1.21 - 12d 1.25 - Lawrence E. Bennett, P.E. FL # 16644 CMI. ENGINEER - DEVELOPAIENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) W-4TT4 FAX: (386) 7878568 PAGE ® COPYRIGHT 2004 OR IN PART WITHOUT THE WRITTEN PERMISSION of LAWRENCE E BENNErr, P.E. 9-2 NOT TO BE REPRODUCED IN WHOLE FASTENERS Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6063 T-6 Alloy Aluminum Framing (As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile strength 55.000 osi: Shear 24,000 psi SECTION 9 Screw Allowable Tensile Loads on Screws for Nominal Wall Thickness. ('t') (lbs.) Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" #8 0.164" 182 207 228 298 340 381 - #10 0.190" 211 240 264 345 393 441 - #12 0.210" 233 265 292 382 435 488 - #14 0.250" 278 316 347 455 518 581 789 1/4" 0.240" 267 303 1 333 436 1 497 558 758 5/16" 0.3125" 347 395 1 434 568 1 647 1 726 986 3/8" 0.375" 417 473 521 682 776 871 1,184 1/2" 0.50" 556 1 631 694 909 1,035 1 1,162 1,578 Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (lbs. Screw Single Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" #8 0.164" 175 199 219 286 326 366 - #10' 0.190" 203 230 253 332 378 424 - #12 0.210" 224 255 280 367 418 438 - #14 0.250" 267 303 333 436 497 558 758 114" 0.240" 256 291 320 419 477 535 727 5/16" 0.3125" 333 379 417 546 621 697 947 3/8" 0.375" 400 455 500 655 745 836 1,136 112" 0.50" 533 606 667 873 994 1,115 1,515 Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (Ibs.) Screw Double Shear Size Nd 0.044" 0.050" 0.055' 0.072" 0.082" 0.092" 0.125" #8 0.164" 350 398 438 572 652 - 732 - #10 0.190" 406 460 506 664 756 848 - #12 0.210" 448 510 560 734 836 876 -#14 0.250" 534 606 666 872 994 1116 1516 1/4" 0.240" 512 582 1 '640 838 954 1 1070 1454 5/16" 0.3125" 666 758 1092 1242 1394 1894 3/8" 0.375" 800 910 1000 1310 1490 1672 2272 1/2" 0.50" 1066 1212 1334 1745 1988 2230 3030 Notes: 1. Screw goes through two sides or memoers. 2. All barrel lengths; Celus Industria( Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3. Minimum. thickness of frame members Is 0.036" aluminum and 26 ga. steel. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 9"5 ti'ko:s- FASTENERS n:-4- Afk elsominllm nr StpPl Mandrel Table 9.8 Alternative Angle and Anchor Systems for Beams -- - — .w/_n-" 11-..*.—k•� nr r mrrinr Ronmc Aluminum Mandrel Steel Mandrel Rivet Diameter Tension (lbs.) Shear Tension (lbs.) Shear 118" 129 176 210 325 5/32" 187 263 340 490 3/16" 262 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams -- - — .w/_n-" 11-..*.—k•� nr r mrrinr Ronmc MOIL. K VI ouc-a Table 9.9 Minimum Anchor Size for Extrusions Maximum Screw / Anchor Size Extrusion Type Size Description To Wali To Upright / Beam Angle 1" x 1" x 0.045" 3/16" #10 Angle 1" x 1" x 1116' 0.063" 3/16" #12 Angle 1" x 1" x 1/8" 0.125" 3/16" #12 Angle 1-1/2" x 1-1/2" 1/16" 0.062" 1/4" #12 Angle 1-1/2"0-1/2"3/1610.188") 1/4" #14 Angle 1-1/2" x 1-1/2" 1/8'(0.062') 1/4" #14 Angle 1-3/4"x 1-3/4"x 1/8"(0.125") 1/4" #14 An le 2" x 2" x 0.093" 3/8" 3/8" Angle 2"x 2"x 1/8"(0.125*) 5/16" 5/16" Angle 2" x 2" x 3/16"(0.313") 1/2" 1/2" U -channel 1-3/4"x 1-3/4"X 1-3/4" x 1/8" 3/8" #14 U -channel 1" x -2-1/8"x 1" x 0.050" 5/16" 5/16 U -channel 1-112" x 2-1/8" x 1-1/2" x 0.043" 1/2" ..1 .. A--# #14 ..f V -- MOIL. K VI ouc-a Table 9.9 Minimum Anchor Size for Extrusions now: Wall, beam and upright minimum anchor sizes shall be,used for super gutter connections. SECTION 9 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 7678656 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 9"� 0 Wall Connection Extrusions Wall Metal Upright Concrete Wood 2"x 10" 1/4" #14 1/4" 1/4" 2" x 9" 1/4" #14 1/4" 1/4" 2" x 8" 1/4" #12 1/4" #12 2" x 7" 3116" 1 #10 3/16" #10 2" x 6" or less 3/16" 1 #8 3/16" #8 now: Wall, beam and upright minimum anchor sizes shall be,used for super gutter connections. SECTION 9 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 7678656 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 9"� 0 FASTENERS Table 9.10 Alternative Anchor Selection Factors for Anchor/ Screw Sizes Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors (concrete screws: 2" maximum embedment) Anchor Size 3/16" 114" 318" Metal to Metal 0.50 114" 0.83 1.00 Anchor Size #8 #10 #12 #14- 5116-' 3/8" #8 1.00 0.80 0.58 0.46 0.27 0.21 010' 0.80 1.00 0.72 0.57 0.33 0.26 012 0.58 0.72 1.00 0.78 0.46 0.36 #14 0.46 0.57 0.78 1.00 0.59 0.46 5116" 0.27 0.33 0.46 1 0.59 1.00 0.79 318" 0.21 0.26 0.36 1 0.58 0.79 1.00 Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors (concrete screws: 2" maximum embedment) Anchor Size 3/16" 114" 318" 3116" 1.00 0.83 0.50 114" 0.83 1.00 0.59 3/8" 0.50 0.59 1.00 Dyna Bolts (1-5/8" and 2-114" embedment respectively) Anchor 3/16" 1/2" Size 3116" 1.00 0.46 1/2" 0.46 1.00 Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even number of screws. Example: If (10) #8 screws are required. the number of #10 screws desired is: 0.8x10=(8)#10 Lawrence E. Bennett, P.E. FL # 16644 CMl. E OMM R - DEVELOP01EKr CONStATANT P.O. Box 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: MM 7674774 FAX: (306) 767 -SM PAGE p ®COPYRKiHT 2004 9-p NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. January 01, 2005 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering 2004 "ALUMINUM STRUCTURES DESIGN MANUAL" Dear Building Official/Plans Examiner, This is tocertify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" for the year 2005. This authorization also applies to contractor Master File Drawings, "ONE JOB ONLY" drawings, or any "SITE SPECIFIC" drawings that I may furnish for the contractor. Timothy J. Orie Superior Aluminum 3005 Forsyth Road Winter Park, FL 32792 Shouldyknce haveestions please contact me at your convenie - 'Sincerel J: i; Lawren_ E. Bennet , P.E. #116644 f F,_ifl.: 1Tf10F'_f'1TG_COR'P FRX NO. : 4078312802 Dec. 11 2801 01:40PM P8 PLAT OF SURVEY DESCRIPTION LOT 9, HAZEL GLEN, AS RECORDED IN PLAT BOOK 33, PAGE 63, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, rNa/%"1"/' Z.j 21010-6- GROVEVIEW VULAGE PLAT 600K 19. PAGE 4.5 AND 6 LOT 88 S D' 47' DO" W S 00'50'30" W FiVO / %4 ' If' 'LS 2001 HAZEL BOULEVARD ( 50' R/W ) FI -11D 11/4°1? LS ZOOS NSaVN BY, ZZ ON le H'4 - LEG,IsND I HERESY, MIIF': THAT -.THIS- aavEY TS TRUE AND cur CALMAnD _ FEW:C �- "Wima'T cM?fCT.j,THE BEST OF W MMID9_ AND THAT vHD _ cawCl�7F WALKMY MSRVEY [tiE£TS 1HE `'4INAR1t TECHNICAL T _ AF D _ UVAV E FA;�r STAI:D+yZDs' AS REAUII2fD BY CHAPTER 61G17-6 w _ DASI 4Y � _ FL� �wr�o FLORIDA BOARD OF LAND BIBtVEym PIIM"T Mir iffy ww oP PA.. r PON P1°f SEC7Ti71 472627 FLORIDA STATUTES of Orlando Inc. inApc_ WASMED ws =MEW 2012 E. RoCri wOn St. - a PLAT & IWAROM PW - POp�r o pw - czar Q Orlando, Florida 32803 n _ ,�,� fw _ �, e� Y FRANK A. 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