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HomeMy WebLinkAbout478 Kays Landing Dr (2)ggsy� 2 CITY OF SANFORD PERMIT APPLICATION RECEIVED Date: 0SAI � 2007 "Job Address: O red I }�r. Description of Work: 0Ue,r eXSi.F'% P'.3 Historic District: Zoning: Value of Work: S 5S'In nn Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service TemporaryPole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required far outer than X) Parcel #: 7 %—/ y — �9 Owners Name & Address: 1 flollvu� Contractor Name & Address: Phone & Fax. LOTS& Bonding Company Address: Mortgage Lender - Address: ArchitectlEngineer: Address: �11 (Attach Proof of Ownership & Phone: State License Number: (• �Z�_.7 �7� Contact Person: bJP rrs/ l u 0,40 In Phone: r�l_.)-1T.(O of - (op b O 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 Iae s wpulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESUTLT IN YOi 0, i , Y ING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDUR OR /ti\) 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 paNic rccotds of this county, and there may be additional permits equired from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is ve ' tca ' t otify the owner of the property of the requirements of Florida Lien Law, FS Signature of;Owner/Agent bate Signature ofContraccttoor/ ent arc iJ E1 U MHO R pt 11/ /� ' _ 72LIAgent's Name Print Co tactor/Agent's Name J' Signature of Notary -State of Florida e i nature of Nota State of Florida Date RONUBLIC C. HOMAN g �' `/ a - 2 COMMISSION # DD228953 ��►►-� EXPIRES 9/612007 _o.►nY oat Susan L Matre-Harrison Owner/Agent is nPersonally Known to Me WONDEDTHRU t-8MNOTARYIContractor/Agent is �e=nqally Known to a My Commission DD218024 Produced ID l Pr d I Ir APPLICATION APPROVED BY Special Conditions: o uce h `eo- Expires July 12, 2007 &Z — Bid p Zoning:' !" Unlities: (Init al & Date) (Initial & Date) FD: (Initial & Date) (Initial & Date) Limited Power of Attorney Date: - a y- to DF--- � •r [ hereby name and appoint .5 rr �YIC i W of Dulando Screen & Awning, lnc. to be my lawful att rney in fact to act forjme and apply to C -1+ -Ai_ fora 1 r -P. Permit for work to be performed'at a location described as: Parcel ID#:3 3d Section: 3 Township: Range: --� Lot.: �ZZ Block: Subdivision: ' LQ [ oL n Address of Job: Owner of Property and address: And to sign my name and do all things n cessary to this appointment. Printed name of Contractor: Bprn�e Contractor License #: SCS 1,3114q sz�'a Signature of Contractor: c State of Florida County of se The foreoing instrument was owledged "s aY day of 2 00b i✓ Y ���1//� ��CQ who personally appeared before m and acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. . ,�5Personally Known or Produced Identification (Type of identification) >gnature of Not tic, State of Florida PgYNA- Susan L Matre-Nar ison 4+' 4: My Commission D0218024 " or rvoSTPires July 12, 2007 —Su—<.� �l tt re-- E - r- i -,on (Seal) Print or Type Name of Notary Public W Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PROPERTY, APPR AMSER SEATL:=cam r r- L aA3CF',.R= E1. 327r7r'E 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 34-19-30-520-0000-1400 Number of Buildings: 0 Owner. TOUSA HOMES INC Depreciated Bldg Value: $0 Mailing Address: 4000 HOLLYWOOD BLVD STE 500N Depreciated EXFT Value: $0 City,State,ZipCode: HOLLYWOOD FL 33021 Land Value (Market): $62,000 Property Address: 478 KAYS LANDING DR SANFORD 32771 Land Value Ag: $0 Subdivision Name: KAYS LANDING PHASE 2 JL!V,1i,•1 .kei: `,`w';:Y: $62,000 Tax District: Si-SANFORD Assessed Value (SOH): $62,000 Exemptions: Exempt Value: $0 Dor. 00 -VACANT RESIDENTIAL Taxable Value: $62,000 Tax SALES 2006 VALUE SUMMARY Deed Date Book Page Amount Vacflmp Qualified ::" 406, Tux t3iii its t�ss�r�;`; $1,220 SPECIAL 1212006 G;6,5,25`':'?Ct $876,800 Vacant No 2CDS Taxab:e Value: $52,0`00 WARRANTY DEED DOES NOT INCLUDE NON -AD VALOREM n ! s ,ur..._;,c •_z._ . ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess land Unit Land PLATS: Pick... .. Method Frontage Depth Units Price Value LOT 140 KAYS LANDING PHASE 2 P6 69 LVT V V k.VVV vL,VVv. lwWIt,V.IV t''lJ3 4� -'�� ( -..t.-. S -: ..� NOTE: Assessed��a'ues shown are NOT, -e. :�.::ac �_afu�:. anY.r�. �...:.> .. Page 1 of 1 Prepared By A -Pct 1 C)er"Dit,nC,{. fti LANDO SCREEN & AWNING 835 SUNSHINE LANE AI,TAMONTE SPRINGS, FL 32714 f r C -e 1 =: _ (4o7)862-6060 NOTICE OF COMMENCEMENT State: Florida County: Sanford THE UNDERSIGNED hearby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statues, the following information is provided in this Notice of Commencement. Description L/tion of property, (legal I4I 'f /) : U r, \ i -, t ,, 2 General Description of Imp 3 Owner Information:' Name and Address Interest in Property Name and address of fee simple titleholder (if other than owner) I loll if ill if oil If 111 fl 11111 off 11 111 (9111 if !ll R M If ill I Rit MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY GR 06715 Pg 1664; Opg) CLERK'S # 200.7062592 RECORDED 06/05/2007 11:30:43 AM RECORDING FEES 10.00 RECORDED BY H DeVore E ER S�M�N�L c�ERv� of property, and street address if available) Install screen enclosure 4. l Contractor: (name and address) L..s . 5 Surely: A. Name and Address B. Amount of Bond. - 6 Lender: (name and address) Dulando Screen & Awning 835 Sunshine Lane Altamonte Springs, Florida 32714 N/A N/A SAME Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7, Florida Statues (name and address) N/A 8 In addition to himself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713(1)(b), Florida Statues (name and address) ABOVE NAMES CONTRACTOR 9 Expiration date of Notice of Commencement (the expiration date is 1 year for the date of recording unless different date specified) 14 Signature of Owner Driver's License Number Owner's Name Owner's Address 5W Al All information must be printed legibly to comply with recording requirements STATE OF FLORIDA COUNTY OF 5 E%I&N "' The foregoing instrument was acknowledged before me this `+ © by t 4 MAOI kk .' _ whoersonally k'novi7n,to me or who has produced as identification and who`didTdid not take and oath. (Signature of person taking acknowledgement) (Name of officer taking acknowledgement- typed or stamped (Title or RanK) NOTARY PUM IC • STATE OF FLORIDA COMMISSION # DD228953 EXPIRES 9/6/2007 SONOE:DTHRU 1.888•NOTARYI Design Check List for Pbol Enclosures (Page 1 of 4) I. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with the 2004 Florida Building Code Edition with 2006 Suppl,prllents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure 'B' V or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; Negative I.P.C. 0.00;_ MPH Wind Zone for 3 second wind gust; Basic Wind Pressure �; Design pressures are IL PSF for roofs & L PSF for walls. (see page 1 ii for wind loads and design pressures) A 300 PLF point load is also considered for screen roof members. Notes: Wind velocity zones and exposure category is determined by local code. Design pressures and conversion multipliers are on page 1 -ii. II. Host Structure Adequacy Statement: have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. �/ / G t'�Vl� K!•L Lyt st Phone: `tO 7 p j2 �L� d6ll Contractor/ Authorized Rep* Name (please print) Date: Co ctor / Authorized Rep* Signature %- 4a eS `f 7� le4 S Job Name & Address Note: If the total of beam span & upright height exceeds 50' or upright height exceeds 16', site specific engineering is required. 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 ......................... E. Enclosure layout drawing @ 1/8" or 1/10" scale with the following: ................. 1. Plan view with host structure, enclosure length, projection from host structure, .. and all dimensions Z: Front and side elevation views with all dimensions &heights .................. Note: All mansard wall drawings shall include mansard panel at the top of the wall. / 3. Beam location (show in plan & elevation view) & size ......................... (Table 1.1 & 1.6) Roof frame member allowable span conversions from 120 MPH wind zone, "B" Exposure tok 20 MPH wind zone and /or—"C" or— "D" Exposure for load width of Note: Conversion factors do not apply to members subject to point load (P). Look up span in appropriate 120 MPH span table and apply the following formula: Span Required Converted @ 120 MPH Span / Height 00 (b or d)x1,00(bord)xALX) (bord)= Zo Wind Zone Multiplier_� Exposure Multiplier . (see page 1 ii) (see page 1 ii) / 4. Upright location (show in plan & elevation view) & size ....................... (Table 1.3 & 1.6) / 5. Chair rail & girt size, length, & spacing ..................................... . (Table 1.4) / 6. Eave rail size, length, spacing and stitching of ................................ _ (Table 1.2) * Must have attended Engineer's Continuing Education Class within the past two years. b-1 w Design Check List for Pool Enclosures (Page 2 of 4) Wall frame member allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind zone and / or _"C" or _"D" Exposure for load width of Look up span in appropriate 120 MPH span table and apply the following formula.- Span ormula: Span / Height Required Converted @ 120 MPH Span / Height or jWMPH [ 3 (b or d) x GW (b or d) x 1. 00 Wind Zone Multiplier ** —� Exposure Multiplier (see page 1 ii) Yes No 7. Enclosure roof diagonal bracing in plan view . . . . . . .......................... 8. Knee braces length, location, & size ........................ . (Table 1.7) 9. Wall cables or K -bracing sizes shown in wall views ..................:....... IV. Highlight details from the Aluminum Structures Design Manual: Yes No A. Beam & purlin tables with size, thickness, spacing, & spans / lengths ........ (Tables 1.1 & 1.2 or 1.9.1 & 1.9.2) / B. Upright & girt tables with size, thickness, spacing, & spans / lengths .............. — (Tables 1:3 & 1.4) C. Table 1.6 with beam & upright combination ................................... D. Connection details to be use such as: 1. Beam to upright .................... 2. Beam to wall ......:.............. _ 3. Beam to beam .................................. 4. Chair rail, purlins, & knee braces ........................ _� ................... 5. Extruded gutter connections ......... — 6. Angle to deck and / or sole plate ............................. — 7. Anchors go through pavers into concrete ............: 8. Minimum footing and / or knee wall details ............St 1- (!?. 9. Cable or K- brace details Section 1 .................................... ,...: Wall area calculations for cables: W = wall width, H = wall height, R = rise W1 = width @ top of mansard, W2 = width @ top of wall E. Select footing from examples in manual. Example 1: Flat Roof Front wall @ eave: ft. x ft. = ft.2 @ 100% = ft.2 Largest side wall: ft. x ft. = ft.2 50% _ I ............ ft.2 Total area / (233 ft.2 / cable for 3/3 ) ab) epairs TOTAL = .......... ft.2 or Total area / (445 ft.2 / cable for 1 ") = cable pairs Side wall cable calculation: b ft.2 @ 100% = ft 2 ....................... Side wall area / (233 ft.2 / cable for 3/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) b-2 Design Check List for Pdol Enclosures (Page 3 of 4) R W H W HOST FRONT SIDE WALL WALL Example 2: Gable Roof Front wall @ eave: ft. x ft. = ft.2 @ 100% = ... . . ................. . W H a Front gable rise: ft. x 1/2(_ft.) = ft.2 @ 100% = ..................... R W b Largest side wall: ft. x = ft.2 @ 50% = ......... . ...... . .......... W H c Largest side gable rise: ft. x ft. = ft.2 @ 50% = .. . ... . ........... . R d TOTAL = .......... Total area / (233 ft.2 / cable for 3/ " = able pairs or Total area / (445 ft.2 / cable for /8") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft.2 @ 100% _ ............. c d Side wall area / (233 ft.2 / cable for 3/32") = cables) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) RxW R Rx(1/2)W W H W HOST FRONT SIDE WALL WALL Example 3: Transverse Gable Roof Front wall @ eave: ft. x ft. = ft.2 @ 100% = .... . ................. . W H a Front gable rise: ft. x ft. = ft 2 @ 100% = . ....................... . R W b Largest side wall: ft. x = ft.2 @ 50% _ ........................... W H c Largest side gable rise: ft. x 1/2 (__ft.) = ft 2 @ 50% = . . ............ . R W d TOTAL = Total area / (233 ft.2 / cable for 3/32") = cable pairs or Total area / (445 ft.2 / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft.2 @ 100% = ............. c d Side wall area / (233 ft.2 / cable for 3/32") = cables) or Side wall area / (445 ft.2 / cable for 1/8") = cables) b-3 ft.2 ft.2 ft.2 ft.2 ft.2 ft.2 ft.2 ft.2 ft.2 ft.2 ft.2 ft.2 Design Check List for Pool Enclosures (Page 4 of 4) Example 4: Mansard Roof Front wall @ eave: ft. x ft. = ft.2 @ 100% = ft? W H a Front mansard rise: ft. x 1/2( ft. + ft.) = ft.2 @ 100% = ft.2 R W1 W2 b Largest side wall: ft. x = ft.2 @ 50% _ ......................... , . ft? W H .... Largest side mansard rise: ft. + ft.) = ft.2 @ 50% = ft? RW2 /=Ya�, d TOTAL = ............ ft.2 Total area / (233 ft.2 / cable for 3/ pairs or Total area / (445 ft.2 / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft.2 @ 100% _ ........ ft.2 c d Side wall area / (233 ft.2 / cable for 3/32") = cables) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) Example 5: Dome Roof Front dome wall @ eave: 40 ft. x ft. = 37Z ft. @ 100% _ -37 z ft.2 W H 317 ZO a %y Front dome rise: ft. x 1/2( ft.) _ ft.2 @ 100% _ ft? R2. W Largest side wall: 30 ft. x R,3 =27 I b ft.2 @ 50% .................... W H Largest side dome rise: 31,7 ft.x Lfo ft._ c JqV ft.2 @50%_ ,,,,,,,,,,,,,,, '[ 7 ft2 R W d &.2 TOTAL = ............. Total area / (233 ft.2 / cable for 3/32") = cable pairs or Total area / (445 ft.2 / cable for 1/8") = Z cable pairs Side wall cable calculation: q. 3 ft.2 + 30 ft.2 = 271 ft.2 @ 100% _ . , , Z 71 ft.2 c d Side wall area / (233 ft.2 / cable for 3/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = FZcable(s) Notes: b-4 Permit #: I Project Name: 07-2362 Screen Enclosure Address: 478 Kays Landing Dr. Plans Reviewed By: Richard Denman 407.330.5656 The Permit Is Subject To The Following Comments THE FOLLOWING ARE STANDARD COMMENTS: Notice: In addition to the requirements of the Permit, there may be additional restrictions applicable to this property that may found in the Public Records of this County and there may be additional Permits required from other Governmental entities such as Water Management Districts, State Agencies or Federal Agencies. 1. Any connections that may be hidden during the installation shall be inspected prior to covering. 2. Inspections shall not be given unless the Approved Plans and Permit are posted in a prominent location and protected from against the elements until all inspections are complete. 3. All permits require final inspection. Failure to do so may result in charges being filed with the Department of Business And Professional Regulation. 4. Permits shall expire if work has not begun within six months of date of issuance. 5. All 2004 Florida Building Codes are to be complied with. PERMIT # -7-??6 z DATE: old K IBI GROUP, Inc. IBI AUTHORIZATION �ILB5610 IBI ENGINEERS SURVEYORS' PLANNERS LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS GROUP 2200 PARK CENTRAL BLVD. N., SUITE 100 2603 MAITLAND CENTER PARKWAY, SUITE C GROUP POMPANO BEACH, FLORIDA, 33064 MAITLAND, FLORIDA, 32751 (954) 974-2200 (407) 660-2120 Eft (--", I E KA Y'S LANDING PHASE 2 \ NA77ONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE KEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST 1/4 OF SECT70N 34, TOWNSHIP 19 PANEL NUMBER 12117C0040E SOUTH, RANGE JO EAST, SEMINOLE COUNTY FLORID MAP R£VIS/ON 05/17/1995 BEINGS 00'14'40' E, AN ASSUMED MERIDIAN. FLOOD ZONE X L E G E N D: LR= ARCDIUS DIISTANCE O INDL.B. ATES D SET WITH NUMBER A CENTRAL ANGLE 5610 CAP•((IRC))N UN ESS OTHERWISE NOTED L.B. 6USINESS A/C = AIR CONDITIONER SLAB - LICENSED N&D = SET NAIL AND DISC L.B. 5610 FCENTERLINE PC = POINT OF CURVATURE .E. = DRAINAGE EASEMENT PCC = POINT OF COMPOUND CURVATURE L.M.E, - LAKE MAINTENANCE EASEMENT P1 = POINT OF INTERSECTION U.E. = UTILITY EASEMENT PRC = POINT OF REVERSE CURVATURE F. F. - FINISH FLOOR CATV. - CABLE TV FHYD. FIRE HYDRANT L.P. . LIGHT POLE W.M. WATER METER ELEC. = ELECTRIC SERVICE W.V. WATER VALVE PT = POINT OF TANGENCY ® = PROPOSED ELEVATION SCALE: 1' = 40' KAYS LANDING_ DRIVE _ — (50' RIGHT—OF—WAY i70' UE. I I c I `»+e.an. ' vi I aq-r Ir r7 I —J 125' B.S. I O I � I9.lJ' n 04 $ n 0 � Z Wn; SANTA WS4RA tl' r L 0 T 139 ELEVATION *73' g (50.00' x 54.33) ?.069frp.If. I .0 7 F.F. EL. J6.05' b; ,INN L I 14U i l Z I 11r I I II I I s.9 I I I , N89'47'18'V 72.62' - N 89'471 0 W\, 60.00 M. LOT 7 8 OT 147 1 � 4-71` I 4-R NOTE: BUILDING WILL BE STAKED AS SHOWN LOT 141 LOCATION SKETCH (NOT TO SCALE) P.C. AREA TA_SULATION _: - LOT = 10,050tsarr.. LEGAL DESCRIPTION: Lot 140, Kays Landing, Phase 2, according to the Plat thereof, as recorded in Plot Book 69, Q0 at Page 43-44, of the Public Records, Seminole County, Florida. (SKETCH AND LEGAL ONLY, NOT A SURVEY) L0 NOTES: 1. UNLESS IT BEARS THE SIGNATURE AND 774E ORIGINAL RAISED 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED �— SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY IBI GROLfP, INC. FOR EASEMENTS AND DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL RIGHTS-OF-WAY OF RECORD, PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS 7, D.4iA ,SHOWN HEREON WAS COMPILED FROM DINER TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING INSTRUMENTS AND DOES NOT CONSTITUTE A FIELD SURVEY tAJ PARTY OR PAR77£S IS PROHIBITED WITHOUT WRITTEN AS SUCH, 0 6 CONSENT OF THE SIGNING PARTY OR PARTIES. a z REVISIONS: DATE: BY: ) PLOT PLAN 3/6/07 JAM �' r PLOT PLAN No. 2 4/5/07 JAM 0, L OPTION CORRECTED 4/17/07 JAM R ALJ W. HERR P.L.S. PROFESSIONAL SURV YCrt and MAPPER X4907 STATE OF FLORIDA DATE OF SKCTCh DIEALV,4 CHECKED FIELD NIA 4117/07 BY JAM BY RWH BOOK SECTION 1 SCREENED ENCLOSURES General Notes and Specifications: 1. The following structures are designed to be married to site built block or wood frame 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 combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 4. Spans are for enclosures with mean roof heights less than 30'. For greater heights, consult engineer. 5. Connections to fascia shall be limited to overhangs shown in table 1.11 or less unless site specific engineering is provided. 6. The proper structural name for a chair rail or top rail of an enclosure is a girt. Thus the terminology shall be interchangeable. 7. Screws that penetrate the water channel of the super gutter shall have ends clipped off for safety of cleaning gutter and the heads of screws through the gutter into the fascia shall be caulked. 8. Section 7 contains span tables and attachment details for pans and composite panels. 9. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head. 10. An additional super gutter strap or ferrule is required to be located near the midpoint of the beam spacing. Straps shall be attached to each truss / rafter tail when a 2" sub -fascia does not exist. Straps at the beam are not required when straps are placed @ each truss / rafter tail and spacing of straps does not exceed 2'-0". 11. Super or extruded gutter details are applicable to all widths of super or extruded gutters, and gutters may be substituted. Gutter straps and/or ferrules shall be the width of the inside and outside of the super or extruded gutter respectively. The center of the knee braces shall not be more than 6" above the top of the super or extruded gutter. 12. If the sub -fascia is 3/4", and the sub -fascia is in good repair, a 3/4" P.T.P. strip the width of the fascia may be added to the existing sub -fascia by attaching the plywood with (2) 16d x 3" common nails or (2) #8 x 3" screws. This gives the equivalent of a 2" fascia. 13. Spans may be interpolated between values but not extrapolated outside values. 14. All 2" X 4" and larger purlins shall have an internal or external angle clip or screw boss to fasten the bottom of the purlin to the beam. 15. Load width and / or panel spacing used in determining spans / heights is measured from center to center of the members. EXAMPLE: Screen panel A is 6' center to center. Screen panel B is 7' center to center. The load width of the frame member between panel A and B is (672 + 772) = 6.5' or 6'-6". The distance, spacing or load width is not measured between frame members as that would add 2" to the load width if figured that way. 16. For Design Check List and Inspection Guides for Screened Enclosures, see Appendix (Section 10). 17. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 18. Other shapes than those shown in Section 8 with State Product Approvals may be used with the details of this section so long as the shapes are compatible with the details. 19. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process. Section 1 Desian Statement: The structures designed for Section 1 are framing systems -with screen roofs & walls and loads have been determined by wind tunnel test that include any negative internal pressure coefficient. Since these structures are open, the negative internal pressure coefficient is considered to be 0.00. The design loads used 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 and 0.77 for 110 or higher. All loads are based on 20 / 20 screen or larger. Multiply wall heights by 1.10 for members controlled by bending(b) and 1.07 for members controlled by deflection(d) when using 18 / 14 screen. All pressures shown in the below table 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. General Notes and Specifications for Section 1 Tables: SECTION 1 Uniform Loads for Structures with Screen Roof & Walls Wind Velocity MPH Basic Wind Pressure Roofs Exposure'B' Windward Walls Leeward Walls Roofs Exposure 'C' Windward Walls Leeward Walls 100 13 3 12 10 5 17 13 110 14 4 13 9 5 18 14 120 1 17 4 15 13 6 21 17 123 18 4.3 15.9 13.3 6.3 22.2 17.6 130 20 5 18 14 7 25 19 1401 & 2 23 6 21 15 8 29 23 150 26 1 7 24 18 9 33 27 Loads per table 2002.4 Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load. Conversion Table 1A Wind Zone Conversion Factors for Screen Roof or Wall Frame Members From 120 MPH Wind Zone to Others; Exposure'B' Note: Multipliers are for wall loads only. Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load. Conversion Table 1B Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "ll)" Roofs Walls Wind Zone MPH Applied Load #I SF Conversion Factor Applied Load #/ SF Conversion Factor 100 3 1.15 12 1.12 110 4 1.00 13 1.07 120 4 1.00 15 1.00 123 4.3 0.96 15.9 1 0.97 130 5 0.89 18 0.91 1401 & 2 6 0.82 21 0.85 150 7 0.76 24 0.79 Note: Multipliers are for wall loads only. Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load. Conversion Table 1B Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "ll)" * Use larger mean roof height of host structure or enclosure Values are from ASCE 7-02 Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load. Conversion Example (Convert span for Exposure "B" to "C"): If max span found from span tables for Exposure "B" = 31'-11" = 31.92' and the mean roof height of the structure is 0-15' then multiply span by 0.91 the span for Exposure "C" is 31.92' * 0.91 = 29.05' = 29'-1" Exposure "B" to "C" Exposure "B" to "D" Mean Roof Height* Load Conversion Factor Span Multiplier Bending Deflection Load Conversion Factor Span Multiplier Bending Deflection 0-15, 1.21 0.91 0.94 1.47 0.83 0.88 15'- 20' 1.29 0.88 0.92 1.54 0.81 0.87 20'- 25' 1.34 0.86 0.91 1.60 0.79 0.86 25'- 30' 1 .40 0.85 0.89 1.66 0.78 0.85 30' - 40' 1.37 0.85 1 0.90 1.61 0.79 0.85 * Use larger mean roof height of host structure or enclosure Values are from ASCE 7-02 Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load. Conversion Example (Convert span for Exposure "B" to "C"): If max span found from span tables for Exposure "B" = 31'-11" = 31.92' and the mean roof height of the structure is 0-15' then multiply span by 0.91 the span for Exposure "C" is 31.92' * 0.91 = 29.05' = 29'-1" SCREENED ENCLOSURES SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H ALTERNATE CABLE (SEE TABLES 1" x 2" (TYP.) 1.3 OR 1.6) GRADE K -BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE RISER WALL WHERE ALUMINUM BEAM W REQUIRED (TABLES 1.3, 1.4 & 1.6) PURLINS (TYP.) L SIZE MEMBERS PER DIAGONAL ROOF BRACING APPROPRIATE TABLES (SEE SCHEMATIC SECTION 1) CABLE BRACING H K -BRACING (OPTIONAL) GIRT (TYP.) / SCREEN (TYP.) SIN FRONT WALL ALUMINUM .COLUMNS (TYP.) (TABLES 1.3, 1.4 & 1.6) 1" x 2" (TYP.) TYPICAL DOME ROOF - ISOMETRIC DE WALL FRAMING (SEE tBLES 1.3, 1.4 & 1.6) SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. 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. 1-3 SCREENED ENCLOSURES PURLIN 2" x 3" MAX. ATTACH GUSSET PLATES TO PURLIN & POSTS 2" x 2" EXTRUSION 1" x 2" OPEN BACK EXTRUSION (1) #10 x 1-1/2" S.M.S. 24" O.C. NOTCH POST SIDE WALL TO PURLIN DETAIL SCALE: 3" = 1'-0" SECTION 1 SSET PLATES SHALL NIMUM OF 5052 H-32 OR HAVE A ULTIMATE >TRENGTH OF 30 KSI. :CEIVING CHANNEL OR T PLATES S.M.S. EACH SIDE N PER TABLE 1.3 OR 1.4 AAXIMUM RGER UPRIGHT USE PAGES 1-18,1-107 & VD MIN. PURLIN TO UPRIGHT SAME AS MIN. UPRIGHT TO BEAM TABLE 1.6 (I.E. 2" x 7" UPRIGHT REQUIRES 2" x 4" BEAM) Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 7675556 Email: lebpe@bellsouth.net © COPYRIGHT 2008 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-13 SECTION 1 SCREENED ENCLOSURES r-- STRAP SUPER OR EXTRUDED GUTTER STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = V-0" 2" S.M.S. OR LAG SCREWS (SEE SECTION 9) 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP (SEE SECTION 9) ECEIVING =E SECTION 9 CE FROM FASCIA 2UCTURE (SEE SCREW PATTERNS MAY VARY ALTERNATE CUT OFF BEAM & (SEE TABLES OR NOTES FOR CAP W/ RECEIVING CHANNEL SIZE AND NUMBER OF SCREWS) ALTERNATE FLAT BEAM SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER 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@ bell south. net PAGE I © COPYRIGHT 2006 1-24 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES J J LJJ ) U W Z LU Zd M T BEAM -SCREEN ROOF a g > 0.050" H -CHANNEL W 0 OR GUSSETS ¢ w ®® \ ~ ® ® ®®® I- 45°± LENG OF KNEE B E HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND 00 FASTEN PER STRAP LOCATION DETAIL PAGE 1-24 I FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER X COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN a (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS ® SUPER OR ® EXTRUDED MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL (SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 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 1-32 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT,.P.E. SECTION 1 SCREENED ENCLOSURES PANELS / ELEMENTS HOST STRUCTURE UNBRACED BY HOST O ELEMENTS BRACED BY STRUCTURE TO BE BRACED BY DIAGONALS IN DIAGONALS PERIMETER PANELS (MIN.) ALTERNATE BRACING ELEMENTS BRACED BY HOSTQ - - - PATTERN, CORNER BRACES STRUCTURE CONNECTION STILL REQUIRED CABLE OR BEAMS AND / OR PURLINS K -BRACING (IN WALLS) m �Z a a Qo U � -w m \A I A I EXAMPLE OF ALTERNATING BRACE POSITION CABLE OR TYPICAL LAYOUT CABLE OR K -BRACING BEAMS OR PURLINS K -BRACING (IN WALLS) (IN WALLS) ADDITIONAL ROOF BRACING IS REQUIRED FOR ALL SIDE EACH DIAGONAL TO BE WALLS LARGER THAN 4 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) PANELS. NUMBER OF PANELS MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) SHOULD BE EVEN TO PERMIT AT CORNERS (TYP.) POSITION OF BRACES ALTERNATING (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8" = 1'-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 p 1-4$ NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 SCREENED ENCLOSURES CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3/32" 233 Sq. Ft. / PAIR OF CABLES 1/8" 445 Sq. Ft. / PAIR OF CABLES * TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8'x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x 19 STAINLESS. STEEL CABLE DIAMETER SIDE WALL CABLE ** 3/32" ONE PER 233 Sq. Ft. OF WALL 1/8" ONE PER 445 Sq. Ft. OF WALL ** SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall be even and position shall be alternating. 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 1.50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. F SCREENED ENCLOSURES SECTION 1 / N (5)#10 S.M.S.(MIN.) 1/8" x 1-1/2" x 8" FLAT BAR F I 0.125" PLATE OUT ON 45° ANGLE I I EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION I I STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING 4_1 MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = V-0" I - - - - A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER /- WASHER EACH SIDE OF ®® FRAME MEMBER EITHER A OR B 1" x 2"x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED #10 x 3/4" S.M.S. EACH SIDE FOR CABLES ®® 45 (TYP ) MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 76711774 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. 1-51 SECTION 1 SCREENED ENCLOSURES 3-1/2" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED' FOR 2"-91&x 0.125" ANGLE MIN. 3-3/4" (4" NOMINAL) SLAB S.S. CABLE @40° - 60° MAX. MIN. (2) 1/4" OR 5/16" x 1-3/4" ANGLE W/ SLAB MIN. 5d CONCRETE ANCHORS d ALTERNATE CLIP: MIN. 5 ��� 3" ASTM A-36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE FOR 3/32" CABLE 5/16" x 2" CONCRETE ANCHOR W/ CABLE THIMBLE AND WASHER 3-1/2" (4" NOMINAL) SLAB (MIN.) SCALE: 3" = 1'-0" SLAB FOR 1/8" CABLE SHALL HAVE A THICKENED EDGE TO ACHIEVE 5d MIN. AND A 3/8" x 2" ANCHOR 5d (MIN.) I I 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A 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 1-52 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 I S.S. CABLE @ 40° TO 60° MAX. 2" x 2" x 0.125" ANGLE ANGLE TO SLAB CABLE CLAMP 2-1/4" x 1-1/2" CONCRETE o-- ANCHORS (MIN.) (SEE TABLE) yd ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP MAY BE NOTE: M/N SEE PAGE 1-50 FOR NUMBER SUBSTITUTED FOR 2" x 2" x So. MIN. 3-3/4" 0.125" ANGLE OF CABLES REQUIRED (4" NOMINAL) 3-1/2" ASTM A-36 PRESSED SLAB STEEL CLIP MAYBE SUBSTITUTED FOR DISTANCE FROM EDGE OF 2" x 2"x 0.125" ANGLE SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B 5-1/2 (6" NOMINAL) SLAB (MIN.) SCALE: 3" = V-0" \ \ 5d (MIN.) J \ J u s " 5d (MIN.) tiJ SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32" CABLE AND 594# FOR 1/8" CABLE, FOR 3/32" CABLE (1) 1/4" x 1-1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 3" = 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 @ COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-53 SCREENED ENCLOSURES 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 - _ � I SECTION 1 - SCREW BOSSES SNAP OR SELF MATING BEAMSI ONLY y SNAP OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 3" = V-0 OFOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES 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, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net © COPYRIGHT2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 SECTION 1 SCREWS OR THRU-BOLTS (SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = V-0" 2" x 2"x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THRU PRIMARY ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" FOR WOOD DECKS (MIN. 2" NOMINAL THICKNESS) USE WOOD FASTENERS W/ THESE DETAILS Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@ bell south. net PAGE C @ COPYRIGHT 2006 1-60 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES CONCRETE DECK EDGE 2" x 2" PRIMARY ANGLE VARIES 5d (MIN.)' 2-1/2" (MIN.) 1" x 2" O.B. BASE PLATE (TYP.) 410 x 3/4" S.M.S. (TYP.) 2"x S.M.B. COLUMN MIN. EDGE DISTANCE & O.C. ANCHOR SPACING ANCHOR ALUM. 2-1/2d WOOD 4d CONC. 5d 1/4" 5/8" 1" 1-1/4" 5/16" 25/32" 1-1/4" 1-9/16" 3/8" 15/16" 1-1/2" 1-718" TOP VIEW POST TO DECK DETAIL SCALE: 3" = V-0" Primary and Secondary Anchor Schedule SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN ABSOLUTE MINIMUM EDGE OF CONCRETE TO C.O. FASTENER = 5d SECONDARY 2" x 2" x 0.063" ANGLE (SEE SECONDARY ANGLE ANCHOR SCHEDULE AND SECTION 9) CONCRETE ANCHORS INTO PRIMARY AND SECONDARY ANGLES S.M.S. STITCHING SCREWS @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) Column Secondary Angle Maximum Number and Spacing Anchors Size Angle Length "L" Number of Anchors 114" 5/16" 1 3/8" # "A" 1/4" "B" "C" # 5/16" 1 "A" "B" "C" # "A" 3/8" "B" 2 x 4 2" 4 4 4 4 1" 1" 1" 4 1" 1" 1" 4 1" 1" 1" 2 x 5 3" 4 4 4 4 1" 1-1/2" - 4 1" 1-1/2" - 4 1" 1-1/2" - 2 x 6 4" 4 4 4 1 4 1" 2" - 4 V 2" - 4 V 2- 2 x 7 5" 6 4 4 6 1" 5/8" 1-7/8" 4 1" 2-1/2" - 4 1" 2-1/2" - 2 x 8 6" 6 4 4 6 1 1" 1 5/8" 2-3/8" 4 .1 3" - 4 1 1" 3" - 2 x 9 7" 6 6 4 6 1 1" 1 5/8" 2-7/8" 6 1" 13/16" 2-7/8" 4 1 1" 3-1/2"1- 2 x 10 8" 8 6 6 8 1 1" 1 5/8" 2" 6 1" 13/16" 3-3/16" 6 1 1" 3/4" 13 -1/4 - Example: Calculate the number of anchors required: 1.5 x beam span 12 x beam spacing x roof wind pressure (PSF) = total #; if 1.5 x 3072 x 6'x 10 PSF = = 1350# and 1/4" x 1/4" Tapcwn in tension @ 5d = 427# / ea. (see table 9.1) then 1350# 1427# / ea. = 3.16 ea. use (3) ea., secondary angle not required Actual Edge Distance Example: From edge of concrete to fastener = 2" / dia. of 0.25" = 8d Note: For attachment to wood deck substitute wood fasteners for concrete fasteners & calculate the required number of fasteners using tables from section 9. 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. 1-65 2 x 2 SCREENED ENCLOSURES I SECTION 1 -PERMIT #- 7- Z36 z _ w DATE, V, -I&) Atz NOTES: 1. Door to be attached to structure with minimum two (2) hinges. TION SION MON MON 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. 3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. 6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1" S.M.S. at 12" on center and within 3" from end of upright. TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. VIEWED Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING C11 I UF 1Z A®R ® P.O. Box 214366, South Daytona, FI 32121 TV Telephone #: (386) 767-4774 Fax #: (386) 767556 VANFEm ail: le bpe@ bel (south. net PAGE © COPYRIGHT2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-73 SECTION 1 SCREENED ENCLOSURES Table 1.1 120 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Wind Zones up to 120 M.P.H., Exposure "B" and Latitudes Below 30"-30'-00" North (Jacksonville, FL) Uniform Load = 4 9/SF a Prim# I .,-a -f inn iticr -.,,,- 141 r..,..,- fa -1-- .-:.f....,a Hollow Sections Tributary Load Width V'= Beam Spacing T-0" 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 9'-0" Allowable Span 'L' I Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 2" x 0.044" 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" 1 Pb 4'-5" Pb 2" x 2" x 0.050" 5'-2" . Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 2" x 2" x 0.090" T-6" Pb 7'-6" Pb 7'-6" Pb T-6" Pb T-6" T-6" Pb T-6" Pb 2" x 3" x 0.045" T-7" Pb T-7" Pb T-7" Pb T-7" Pb 7'-7" 7'-7" Pb T-7" Pb 2" x 4" x 0.050" 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" jPb9'-V Pb 9'-1" Pb 2" x 5" x 0.062" 20'-5" Pb 20'-5" Pb20'-5"Pb 20'-4" Ud 19'-4" 8'-6" Ud 17'-9" Ud Self Mating Sections Tributary Load Width W'= Beam Spacing T-0" 4'-0" 1 5'-0" 1 6'-0" 1 T-0" 1 8'-0" Allowable Span 'L' / Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 4" x 0.044 x 0.100" 11'-8" Pd 1 11'-8" Pd 11'-8" Pd 11'-8" 1 Pd Pd 11'-8" Pd 2" x 5" x 0.050" x 0.100" 16-1" Pd 16-1" Pd 16'-1" Pd 16'-1"r37"'-12" Pd 15'-9" d 15'-1" Ud 2" x 6" x 0.050" x 0.120" 20'-4" Pd 20'-4" Pd 20'-4" Pd 20'-3" Ud 17'-8" Ud 2" x 7" x 0.055" x 0.120" 24'-9" Pd 24'-9" Pd 24'-6" Ud 23'-1" Ud 20'-11" Ud 20'-2" Ud 2" x 8" x 0.072" x 0.224" 34'-2" Pd 32'-9" Ud 30'-5" Ud 28'-7" Ud 25'-11" Ud 24'-11" Ud 2" x 9" x 0.072" x 0.224" 39'-3" Pd 35'-11" Ud 33'4" Ud 31'-5" Ud 28'-6" Ud 27'-5" Ud 2" x 9" x 0.082" x 0.310" 42'-5" Ud 38'-7" Ud 35'-10" Ud 33'-8" Ud 30'-7" Ud 29'-5" Ud 2" x 10" x 0.092" x 0.369" 49'-3" Ud 44'-9" Ud 41'-7" Ud 39'-1" Ud 35'-6" Ud 34'-2" Ud Snap Sections Tributary Load Width W'= Beam Spacing - 3'-0" 4'-0..1 5'-0" j 6'-0" 1 7'-0" 18'-0" 9'-0" Allowable Span 'L' / Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 2" x 0.044" 4'-10" Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 2" x 3" x 0.045" T-6" Pd T-6" Pd T-6" Pd T-6" Pd T-6" Pd T-6" Pd T-6" Pd 2" x 4" x 0.045" 10'-8" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 2" x 6" x 0.062" 22'-2" Pd 22'-2" Pd 22'-2" Pd 21'-5" Ud 20'-5" Ud 19'-6" Ud 18'-9" Ud 2" x 7" x 0.062" 26'-8" Pd 26'-8" Pd 25'-9" Ud 24'-3" Ud 23'-0" Ud 22'-0" Ud 21'-2" Ud (vote: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. 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. 5. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 6. Spans may be interpolated. 7. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with W'= V-0" = 9'-1" 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 PAGE . © COPYRIGHT 2006 1-74 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1.3 120 Allowable Post I Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #/sq. ft. Hollow Sections 3'-0" Tributary Load Width W = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Height "H" / bending (b), deflection (d) 1 9'-0" 2" x 2" x 0.044" 6'-11" b 5'-11" b 1 5'-3" b 4'4" b 1 4'-4" b 3'-11" b 3'-8" b 2" x 2" x 0.050" 7'-5" d 6'-7" b 5-10" b 5'-3" b 4'-10" b 4'-5" b 4'-2" b 2" x 2" x 0.090" 8'-7" d 7'4" d 7'4" d 6'-8" b 6'-1" b 5'-8" b 5'-4" b 2" x 3" x 0.045" 7'-11" d 7'-3" d 7'-2" d 6-6" d 5'-11" b 5'-6" b 5'-2" b .2" x 4" x 0.050" 10'-5" b 8'-11" b 7'-11" b 7'-2" b 6'-7" b 6'-1" b 6-8" b 2" x 5" x 0.062" 16'-0" b13'-10" b 12'4" b 11'-2" b 10'-3" b9'-7" b 8'-11" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" ' 701-0" 1 8'-0" Allowable Height "H" / bending (b), deflection (d) 9'-0" 2" x 4" x 0.044 x 0.100" 11'4" d 10'4" d 9'-7" d 8'4" b 8'-0" 6'-11" b 2" x 5" x 0.050" x 0.100" 14'-0" d 12'-9" d 11'-10" d 10'-1 9'-11" b 9'-3" b 8'-8" b 2" x 6" x 0.050" x 0.120" 16-5" d 14'-11" d 13' 4" b 12'- " '=5 2" x 7" x 0.055" x 0.120" 18'-9" d 16'-3" bi 14'-6" b 13'-2" b 12'-2" b 11'-4" b 10'-8" b 2" x 8" x 0.072" x 0.224" 23'-2" d 21'-1" d 19'-7" d 18'-5" d 17'-6" d 16'-9" d 16'-1" d 2" x 9" x 0.072" x 0.224" 25'-5" d 23'-1" d 21'-6" d 20'-2" d 19'-2" d 17'-11" b 16-11" b 2" x 9" x 0.082" x 0.310" 27'4" d 24'-10'' d 23'-0" Idl d 21'-8" d 1 20'-7" d 19'-8" d 18'-11" d 2" x 10" x 0.092" x 0.369" 31'-9" d 28'-10" d 26'-9" 25'-2" 1 d 1 23'-11" I d 22'-10" d 21'-11" d Snap Sections X -F Tributary Load Width 'W'= Upright Spacing 4'-0"1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Height "H" / bending (b), deflection (d) 9'-0" 2" x 2" x 0.044" 6'-3" d 5-8" d 1 5'-4" d 4'-11" d 4'-6" b 4'-2" b 3'-10" b 2" x 3" x 0.045" 8'-6" d 7'-8" d 7'-2" d 6'-6" b 5'-10" b 5'-4" b 4'-11" b 2" x 4" x 0.045" 10'-8" d 9'-8" d 8'-6" b 7'-7" b 6'-10" b 6'-3" b 5'.9" b 2" x 6" x 0.062" 17'-5" d 15'-10" d 14'-8" d 13'-10" d 13'-1" d d 11'-11" b 2" x 7" x 0.062" 19'-8" d 17'-10" d 16'-7" d 15'-7" d 14'-10" d 14'-1" b 13'-2" b Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select upright length W. 3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 30' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height are designed to be residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S.into the screw bosses and do not exceed 8'-0" in span. 7. Max. beam size for 2" x 5" is 2" x 7" x 0.055" x 0.120" 8. Spans may be interpolated. 9. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. 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 p NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-81 1 SECTION 1 SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Beam/Upright Upright or Minimum Purlin, Girt Notes Minimum Number of Screws" Beam Stitching or Post Post/Beam & Knee Brace Size #8 x'/:" #10 x'/z' #12x%" Screw at 24" OC 2 x 4 SMB 2 x 3 SMB or H 2" x 2" x 0.044" Partial Lap 8 6 4 #10 2 x 5 SMB 2 x 3 SMB or H 2" x 2" x 0.044" Partial Lap 8 6 4 #8 2 x 6 SMB 2 x 3 SMB or H 2" x 2" x 0.044" Partial Lap 10 8 6 #10 2x7SMB 2x4SMB orH 2"x3"x0.044" Full Lap 14 12 10 #12 2x8SMB 12x5SMB orH 2"x3"x0.044" Full Lap 16 14 12 #14 2 x 9 SMB 2 x 6 SMB 2" x 3" x 0.045" Full Lap 18 16 14 #14"" 2 x 9 SMB' 2 x 7 SMB 2" x 4" x 0.050" Full Lap 20 18 16 #14"" 2 x 10 SMB 2 x 8 SMB 2" x 5" x 0.050" Full Lap 20 18 16 #14'" Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness #8 5/16" 5/8" 2" x 7" x 0.055" x 0.120" 0.063" #10 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 0.125" #14 or 1/4" 3/4" 1-1/2" 2" x 9" x 0.082" x 0.306" 0.190" 5/16" 7/8" 1-3/4" 2" x 10" x 0.092" x 0.369" 0.250" 3/8" 1" 2" 0.082" wall thickness, 0.310" flange thickness "" (1) Stitching screw at 16" O.C. max. Connection Example: 2" x 7" beam & 2"x 5" at beam & gusset plate, (14) #8 x 1/2" sms & upright & gusset plate (14) #8 x 1/2" sms ea. side of beam & upright. Note: 1. Connection of 2" x 6" to 2" x 4" shall use a full lap cut or 1/16" gusset plate. 2. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut. 3. The number of screws is based on the maximum allowable moment of the beam. 4. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 5. Hollow splice connections can be made provided the connection is approved by the engineer. 6. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut. 7. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 8. For minimum girt size read upright size as a beam and purlin size is minimum girt size. (i.e. 2" x 9" x 0.072" x 0.224" s.m.b. w/ 2" x 6" x 0.050 x 0.120" s.m.b. upright requires a 2" x 3" x 0.045" girt / chair rail.) 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 1-94 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 Brace Length' Extrusion Anchoring System 0'- 2'-0" 2" x 2" x 0.044" 2" H -Channel With 3 #10 x 1/2" each leg of channel To 3'-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" each leg of channel To 6'-0" 2" x 4" x 0.044" x 0.125" 2" H -Channel With 4 #10 x 1/2" each leg of channel ' Knee brace length shall be the horizontal and vertical length @ a 45" angle from the center of the connection to the face of the beam or upright. Note: . 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 140 shall be used for transom wall to host structure attachment when knee brace length exceeds 6'-0". Table 1.8 K -Bracing Fastening Schedule Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. 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. 1-95 Number of #10 x 3/4" S.M.S. Required Maximum Wall Width = Corner Post @ Top Diagonals (K) per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'-0" 2 2 4 2 2 40'-0" 3 4 6 2 2 50'-0" 4 1 5 8 3 1 3 60'-0" 6 1 7 1 12 1 3 1 3 Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. 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. 1-95