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HomeMy WebLinkAbout260 Magnolia Park Trl (2)L11 r Vr NA1vrPU" rhKMI I AYYLICA'I'ION — `Permit # : _06- a3 O Job Address: L .b /►� 2g n a 1 / `�� r"I� �� - Description of Work: , %�6 d Historic District: Zomig: Date: Y -1? -64 Value of Work: $ �0 UQ MAY 2 A )nna Permit Type: Building Electrical Mechanical _ Plumbing Fire Sprinkler/Alarm Pool Electrical: Ncw, Service — # of AMPS .Addi.tion/Al.teration Change of Service Temporary Pole _ Mechanical:,Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential K Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: l8 J / - ,J�0 �2 - Do o v - d / p o / (Attach Proof of Ownership & Legal Description) Owners Name & Address: A er e q l,. /t'(t � O C / / �4 Q 1� i �4 hD /� Li_ ?Ark 71-/. e_ ,3;y7 Contractor Name «Address: t on slvoc'nO f Phone & Fax: 71 Bonding Company: Address: Mortgage Lender: _ Address: Architect/Engineer: Address: y r, ! n -ioSO Cf 1- 2? Contact Person: Phone: _ 4); //MSL c State License Number: 7Qvt6Q_ Phone: Fax: /Of C 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 suchum_ e r manageme trios, state agencies, or federal agencies. Acceptance of permit i verification that I will notify the owner of the property of the Si tore o wneriAgemt Date l4 e reg 1,P, 14a_r'^w,.l I P " Own Agent's Name Signature of Notary -State of Florida Date Owper/Agent is Personally Known to Me or Pf Produced ID APPLICATION APPROVED BY: Bldg: _ PIE — Zoning: (Initial & Date) Special Conditions: :o.,Psr N', Notary Public State of Florida David Romanowski y a` My Commission DD405947 torr°'' Expires 03/10/2009 93 Date Print Co ctor/Agent's Name 00nt, Signature of Notary -State of Florida Date Contractor/Agent is''Personally Known to Me or _ Produced ID (Initial & Date) Utilities: No (Initial & Date) (Initial & Date) =01,vf Pu, Notary Public State of Florida David Romanowski _fa My Commission DD405947 A'or a°°' Expires 03/10/2009 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 i-iRCIEL DL iiia DAVID JOHNSON. CFA. ASA ' • PROPERTY d' APPRAISER SEMINOLE COUNTY FL. 81 it 1 101 E. FIRST ST SANFORD. FL 32771-1468 13 407-665-7506 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 18-20-31-507-0000-0490 Number of Buildings: 1 Owner: EDWARDS-MAMWELL MEREQUA C Depreciated Bldg Value: $201,266 Mailing Address: 260 MAGNOLIA PARK TRL Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32773 Land Value (Market): $43,000 Property Address: 260 MAGNOLIA PARK TRL SANFORD 32771 Land Value Ag: $0 Subdivision Name: MAGNOLIA PARK Just/Market Value: $244,266 Tax District: S1-SANFORD Assessed Value (SOH): $215,193 Exemptions: 00 -HOMESTEAD Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $190,193 Tax Estimator 2005 VALUE SUMMARY SALES Tax Value(without SOH): $3,670 Deed Date Book Page Amount Vac/Imp Qualified 2005 Tax Bill Amount: $3,670 WARRANTY DEED 12/2004 05613 0120 $300,000 Improved Yes Save Our Homes (SOH) $0 Savings: WARRANTY DEED 07/2004 05424 0414 $472,500 Vacant No 2005 Taxable Value: $183,925 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value LOT 0 0 1.000 43,000.00 $43,000 LOT 49 MAGNOLIA PARK PB 63 PGS 54 - 59 BUILDING INFORMATION Bid Year Base Gross Living Est. Cost Bid Type Fixtures Ext Wall Bid Value Num Bit SF SF SF New 1 SINGLE 2004 13 1,520 4,311 3,445 CB/STUCCO $201,266 $203,299 FAMILY FINISH Appendage / Sgft OPEN PORCH FINISHED/ 216 Appendage / Sgft GARAGE FINISHED / 520 Appendage / Sgft OPEN PORCH FINISHED / 130 Appendage / Sgft UPPER STORY FINISHED / 1925 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded 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=18203150700000490... 5/17/2006 POWER OF ATTORNEY Date: ,.f' /7 —0 6 I hereby name and appoint David Romanowski of Design Pro Screens To be my lawful attorney in fact to act for me and apply to the / �y O �o r� Building Department for _o 0 I �. h GID SGS % permit for work .to be performed at a Location described as: /Vp � Section , Township , Range , Loi '/ 7 , Block Subdivision �49no7/a Ae i—e,�/ (address of job ittive// P60 (owner of property and address) FE J� �� and sign my name and do all things necessary to this Jeff Cheffer (Type or print and signature The foregoing instrument was acknowledge before me this / % 7 / 0.0 g g By Jeff Cheffer Who is personally known to me/who produced _ (personally known) As identification and who did not take oath. State of Florida, County.of Seminole Commission My Commission Expires: KIMBERLY L. BORTELL Notary Public, State of Florida My Commission Expires Oci 16, 2009 Commission # DD458099 1/00 Parcel Identification Number i 7 '©O60 V")q f U Prepared by: David Romanowski 1287 S Oleander Street Return to: Longwood, FL 32750 Design Pro Screens 655 Wilma Street Longwood, FL 19 7 S 0 NOTICE OF COMMENCEMENT State of Florida County of 5eAA--14 le 'd an Al GH ,'..{ M, It H::11 71 M .. cat 9C . 1 tool YANNE MORSE, CLERK OF CIRCUIT COURT ZNOLE cowry P-4 15609 {1f'9) ERK' S 44 200F,08430F, ORDED OS/, 4VL4006 09:31:16 AM ul nlNG FI_ES 10.C* t)RDED BY L McKinley tEit�+rte.: MARYANNE IV ORS CLERK OF CIRCUIT COURT The undersigned hereby gives notice that improvement(s) will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1''. Description of property (legal description of the property, and street address If available) k,� -/- Al� /� ),,L -e, ?cr_rk "713 45 ?,0' sy-59 r, 20', 2. General description of improvement(s) ?,o ( 1�-hCta& 3. Owner information Name )LI ereq kc /e( wJ� Telephone Number 4o�l Address 1iQ )�Lrk 1 Fax Number Interest In Property: �hp� 4. Fee Simple Title Holder (if other than owner shown above) Name Telephone Number Address �,�// Fax Number 5. Contractor Vame Design Pro Screens --"A'ddress 655 Wilma Street Longwood, FL 32750 6. Surety (if any) Telephone Number 407-947-4599 Fax Number 407-339-0205 Name Telephone Number Address IA114A- Fax Number Amount of bond $ 7. Lender (if any) Name Address Telephone Number Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by 713,13(1)(a)7, Florida Statutes, Name Telephone Number Address %jam 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 71.3,13(1)(b), Florida Statutes, Name Telephone Number Address Fax Number 10. Expiration date of notice of,commencement (the expiration date is one year from the date of recording unless different date is specified): Dat ign d SIgnatLLK6f OwnOr Note: per 713.13(1)(8), "owner muslAn.., and no one else may be permitted to sign In his or her stead." Sworn to and subscribed before me this 2-0- day of .20 t01, by er-e.giG,.IL 1-4etn^we_l/ who is personally known to me OR L/ produced 3 �,3 3._ 9 q - as identification. SEAL of mtary o.�y P�,, Notary Public State of Florida David Romanowski IvlCommission DD405947 'yore° Expires 03110/2009 Revised 5/24/04 Revised 5/24/04 0 Mai,, c,r w 1 1 PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) L01 49, MAGNOLIA PARK, AS RFCORDED IN PLAT BOOK 15-5, PACLS 54–b9, OF THF PURI IC RECORDS Of SEMINOLL (;0UN1_Y, FI ORIDA. v 10H THE. BENEFIT AND EXCLUSIVE USE 01: OHI TITLE OF I LOIUL)A IN(:. k I IULLITY NATIONAL TITLE INSURANCE COMPANY OF PLNNSYLVANIA Q- UHI MORT(CAC,F (:(UAP&NY, INC. �•i- MCREOUA C. EDWAROS-MAMVIFII. - . b�,I• lj GRAPHIC SCALL / 0 Tjr � SO z—A\ H!A A CENT19LIN17 Or-) RIGHT Or WAY �'•:sv •Tl,�H, Ifl\ � yA, WALK IS uNr i.()I �c) WALK IS 0.5 orr I—.;-71. (.1yiy LJ u 00 7 � �U �0 Z (V C7 io I i LOr 51 NOTE: 1. ALL DIREC IIONS AND OISTANCLS HAVE RFEN FIELD VERIFIFO AND ANY INCONSISTE:NCIFS HAVE BEEN NOIFD ON THE SURVEY, IF ANY. 2. PROPERTY CONNERS SHOWN IIERCON WERF SI-TAOUND ON 12-20 04 UNLESS OTIIF.RM'5E SHOWN. S. 1HF SIJRVEYOP HAS NOT AOSTRACILO THF. 'AND SHOWN HF.RFON FOR EASEMENTS, RICHT 01" WAY, RCSIRICTIONS OF RCCOT2,'.) Ir4HICH MAY AFFCC'I 1110 TITI F OR }JSL OF THE LAND, 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN ( ()WED EXCEPT AS %HOVM. 5. NUT VALID WITHOOT TIIL SIGNATURE AND Illi ORIGNAI, RAISED 5LAL OF A FLUWA LICENSFD SURVCY1W AND MAr1r1rR, 'HAVE Ex AMINCO 1111, F.I.R.M, COMMUNITY PANI.I NO. 12070, mMi E, DATED 4/17/1 ANL) FOUND TIIE SWA:C I PWWF.M APPCAAS 10 LIF IN ZONE X, ANSA OUTSIDE 100 YEAR 1L000 PLAIN. IHE SURVEYOR MAK1, NO GUARANTEES AS 1U THF AA0VC INr(X(MA110N. Pi EASE CONTACT DIC LOCAI F.L.M.A. A(.FNT rOR VCRMICAIIUN. ELLVAIIDNS FJKTWN IICRCUN ARE RASF.n ON SCMINULE COUNTY VFIi TICAL CONTROL Al 1URNISHFn ON IIIE NORTHERI Y I INE OF LOT 49 BEING, SAW41'I I -E PER PLAT. (FIFI f) OA IE;) 07-•30-04 RLVISED: ` - so r'r r T APPROVED IIY:...-- JOB NO. n5M44156 FINAL l2/)uA14 R50 F0NY5OARO 05-06-01 VH I)RAWN BY: - - W Or PLAN 5/18/04 KLC (1� 6=42'31'24" R=50.00' L=37.11' CD=N71`57'11 "E C- 36.26' NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THC REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). S89'41'11 "E 1�.� 3' X 3' n C PAD 1,:J A/C PAD 41J 0' TWO 5TCA4 C'CW PEIL BLOCK AND W(x,u INAME RCS11YNCF r Iww—n FI TOR LLLVA NON -.l l ,l Tri s FNI* ` nr n 10I' 4h l [NO NAIL AND OhC. , 1 I � Y ygti 1115.00' 1 i WALL IS I.3' ON imQ INU HAIL AND 0170 1;,11.4 FAIRTINr, C.CCVAT,pN Ln pr)71 (12/2U/01) O P4U 1/1' WON !IOD A14D CAP l t)YF E � I.H ri.'9J (12/20/04) i ( corp4ra _ I`1 1 .— r$14 111401. S.NONAl AIIRWYn0 AND •IA:`^CQ I na:'JTL4 AINC 110killi NNM PERMANENT RCF(.1(LNC'L. M(TN()1A1N1 CH. IIAIli/1F i VMRP OCAITINC 11111 1.}.NMANCNT CONTROL PUIRT NI: iTNO WF , rn.Nr OF 1%IPvATUHC V Q V I 'Luw J TCR PLAT rI DCNUICS I! Nf (IF Ififtw cl1(W I °- 11;41: IIFNM1 l I'IA(•11 LY PCL'L'RSE CURVATUar rND j PIUtN01k'i P(XNT 9F TANGENCY C/ 1 COW('Rr1F WALK N pa 3'X3' i , U O ZCL o CL C/'3 CS 141` RALKi)S I'oiNr C CAM LCNGRI Cl 1U Ovrlild'AD ul)uTY urn PK O 111 9*1411fWAIRIN � HAMM N89'41'11 "W n ` 168.00' Is 11.3' ON 1 i I I LOT 52 LEGE NIS 1030 N. ORLANDO AVFNUr., SUITE B WINTER PARK, rLORIDA 32709 (407) 426-7979 FOR IHI' FIRM MFF; IRMMFF; ,JAY .JILLS PSM #/1997 DATE [NO NAIL AND OhC. —•- CCNTrmiNr LD �G393 (12/7.n/0,1 - — — PILuIT or WAY imQ INU HAIL AND 0170 1;,11.4 FAIRTINr, C.CCVAT,pN Ln pr)71 (12/2U/01) O P4U 1/1' WON !IOD A14D CAP 0 CONCnr.Tr I.H ri.'9J (12/20/04) IH Jk;LNSLU OUSKSs CNA CCVNCR Nur ACmr4nlr I`1 1ICEW9ED SURvCTUR G I)VNOIE� DELTA AI'A'A,C r$14 111401. S.NONAl AIIRWYn0 AND •IA:`^CQ I na:'JTL4 AINC 110killi NNM PERMANENT RCF(.1(LNC'L. M(TN()1A1N1 CH. IIAIli/1F i VMRP OCAITINC 11111 1.}.NMANCNT CONTROL PUIRT NI: iTNO WF , rn.Nr OF 1%IPvATUHC iI'T TCR PLAT rI DCNUICS I! Nf (IF Ififtw cl1(W (M) MrA`iINLU 11;41: IIFNM1 l I'IA(•11 LY PCL'L'RSE CURVATUar rND rluwj PIUtN01k'i P(XNT 9F TANGENCY C/ 1 COW('Rr1F WALK T:T TYPICAI S/w VM* wAl K A/C AIR r0NrxTRINFH cp (: MCHL It PAD i.AW 1:1X11:111, It HI,(I(W WALL CS CONCPFIf 14 AN 141` RALKi)S I'oiNr C CAM LCNGRI Cl 1U Ovrlild'AD ul)uTY urn PK PARKIN KALOR 111 9*1411fWAIRIN N HAMM h'0i 1101,11 111 I X41' POO ("14r Or r.IIR(4 TCC POINT O' C'':A(r'%K1NU ((INV, I HEREOY CCRHFY, IHA'I' THIS HOUNDARY SURVEY, SUBJECT TO DIE SURVEYOR'S NOTES CONTAINLL) HFRFON MFF -T S TIIE APPLICABLE 'MINIMUM TECHNICAL STANDARDS' SFT FORTFI BY THF. FI.ORIDA 90AI10 01' PROFESSIONAL SURVEYORS AMD MAPPERS IN CIIAPILR ti1G17-r,, FLORIDA ADMINISTRATIVE CODE Pl1rt:LIANT TO CH&PTER 4'11.027, M.0( CV, STATUTES, 1030 N. ORLANDO AVFNUr., SUITE B WINTER PARK, rLORIDA 32709 (407) 426-7979 FOR IHI' FIRM MFF; IRMMFF; ,JAY .JILLS PSM #/1997 DATE !/Sed 4 4Gc�i✓� i c%t �e hcam ,�Cc�ls 4-K1 v�o/'•,jh-f hG�gh�s /xz /V Z vC%vn MOM well � 37-77J 1. eslSnAo .7 re,f Ae /2 9 y a Cl")k- N N N x N 72 7zf( N /V Z vC%vn MOM well � 37-77J 1. eslSnAo .7 re,f Ae /2 9 y a Cl")k- 0 SCREENED ENCLOSURES SECTION 1 TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H I R(-qFR WALL WHERE !UIRED LINS (TYP.) 3ONAL ROOF BRACING SCHEMATIC SECTION 1) LE BRACING K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) SW ALUMINUM COLUMNS (TYP.) (TABLE 1.3 1.) PERIMETER WALLS FRAMING 1" x 2"" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7673774 FAX: (386) 767.6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-3 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H ALTERNATE CABLE (SEE TABLE 1.3) 1" x 2" (TYP.) GRADE K -BRACING (OPTIONAL) �_ CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H I R(-qFR WALL WHERE !UIRED LINS (TYP.) 3ONAL ROOF BRACING SCHEMATIC SECTION 1) LE BRACING K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) SW ALUMINUM COLUMNS (TYP.) (TABLE 1.3 1.) PERIMETER WALLS FRAMING 1" x 2"" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7673774 FAX: (386) 767.6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-3 T HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 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 S"REENED ENCLOSURES Ga G G G G G G I(D COMPOST T E 7_" x 3" EAVE PAIL I POST TO BEAM FASTENIING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN (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 n ® SUPER OR ® EXTRUDED MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 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)767-4T74 FAX: (386) 767-6556 PAGE ,y ry �y © COPYRIGHT 2004 -6Q NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. z<0� BEAM - SCREEN ROOF a > 0.050" H -CHANNEL UJ O OR GUSSETS ¢< W 7KNEE45°± LENG OF B E HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 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 S"REENED ENCLOSURES Ga G G G G G G I(D COMPOST T E 7_" x 3" EAVE PAIL I POST TO BEAM FASTENIING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN (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 n ® SUPER OR ® EXTRUDED MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 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)767-4T74 FAX: (386) 767-6556 PAGE ,y ry �y © COPYRIGHT 2004 -6Q NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 'I STRAP SUPER OR EXTRUDED GUTTER HOST STRUCTURE SPACING/ 2 + SPACING/2 SPACING/2 + SPACING/2 BEAM SET SPACING BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = V-0" 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP (SEE SECTION 9) ALTERNATE 2" S.M.S. OR LAG SCREWS TRANSOM (SEE SECTION 9) p UPRIGHT 0 0 SUPER OR ® EXTRUDED ®� GUTTER ANGLE OR RECEIVING CHANNEL (SEE SECTION 9 FOR DETAILS) SELF MATING BEAM (SIZE VARIES) MAX. DISTANCE FROM FASCIA BEAM CAP TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC SCREW PATTERNS MAY VARY ENGINEERING (SEE TABLES OR NOTES FOR SIZE AND NUMBER OF SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-21 -21 SECTION 1 SCREENED ENCLOSURES WIND BRACE CONNECTION DETAII ' S.M.S. TOE BEAM AND/OR AIL ISION SION SCALE: 3"= V-0" NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from host structure. Lawrence E. Bennett, P.E. FL # 16644 CIVIL EMPINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767.65% PAGE �+ © COPYRIGHT 2004 1 �� V NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM _ (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) r-, SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY I PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" a ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" ® INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME -� WALL W/ MIN. VIN3/8" x 2" LAG PRIMARY OR MISC. FRAMING SCREWS OR TOO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = l'-0" 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 CC) COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-37 BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ALTERNATE: ANGLES ATTACHED TO WOOD 1" x 2", l" x 3" OR 2" x 2" FRAME WALL W/ MIN. (2) 3/8" x ATTACHED TO WALL W/ #10 x 2" LAG SCREWS PER SIDE OR 2" S.M.S. @ 16" O.C. TO CONCRETE W/ (2) 1/4" x L ® 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY � _� SIDE FOR EACH INCH OF BEAM OR FRAMED WALL a Q DEPTH LARGER THAN 3" (SELECT FASTENERS FROM w ® SECTION 9 TABLES) 0 W ALTERNATE CONNECTION: a ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" ® INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME -� WALL W/ MIN. VIN3/8" x 2" LAG PRIMARY OR MISC. FRAMING SCREWS OR TOO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = l'-0" 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 CC) COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-37 SCREENED ENCLOSURES PANELS/ELEMENTS UNBRACED BY HOST STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST Q STRUCTURE CONNECTION BEAMS AND / OR PURLINS SECTION 1 HOST STRUCTURE OELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING - - - PATTERN, CORNER BRACES STILL REQUIRED CABLE OR K -BRACING (IN WALLS) ,I TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) (IN WALLS) EACH DIAGONAL TO BE 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8" = V-0" 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 O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I PAGE A -39 SECTION 1 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 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3/32" 233 Sq. Ft. / PAIR OF CABLES 118" 445 Sq. Ft. / PAIR OF CABLES * TOTAL WALL AREA =100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE:. FRONT: WALL' AREA.@ 100% (8':x32:).= 256 Sq. Ft. SIDE 11.VALL_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 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER I SIDE WALL CABLE ** 3/32" ONE PER 233 Sq. Ft. OF WALL 1/8" 1 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. -4f moreAhan.-one additional girt, is required between the top or eave rail and the chair -rail, them there'shallbbe�•an:add(tibttal,_frontwaH-cable-pair-at that girt also-.- 2. lso: 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. 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 1-40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES 5) #10 S.M.S. (MIN.) - x 1-1/2" x 8" FLAT BAR 125" PLATE OUT ON 45° ANGLE LT OR TURNBUCKLE FOR CABLE TENSION ESS STEEL (SEE TABLE) :RIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = 1'-0" \ A / ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER ®� WASHER EACH SIDE OF FRAME MEMBER SECTION 1 EITHER A OR B 1"x 2" x 0.125" CLIP AND (4) B #10 x 3/4" S.M.S. EACH SIDE. MIN. (2) CLAMPS REQUIRED FOR CABLES ®®®® (NP') o V MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386)767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-41 I J SECTION 1 SCREENED ENCLOSURES SLAB MIN. (2) 1/4" OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 SCALE: 3" = 1'-0" ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE SLAB FOR 1/8" CABLE SHALL FOR 3/32" CABLE 5/16" x 2" O HAVE A THICKENED EDGE TO CONCRETE ANCHOR W/ '� ACHIEVE 5d MIN. AND A 3/8" x CABLE THIMBLE AND WASHER o 2" ANCHOR 5d (MIN.) 3-1/2" (4" NOMINAL) SLAB (MIN.) 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 ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 1-42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. _____t_ SECTION 1 SCREENED ENCLOSURES d a a G a e n d 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MAX.) 6" (MAX.) 3000 P.S.I. CONCRETE MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3"= 1'-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4TT4 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE SCREEN 'd' VARIES #10 x 3/4" S.M.S. EACH SIDE 4" SHOW (SEE SCHEDULE NEXT PAGE) 1" x 2" O.B. BASE PLATE (TYP.) 5d`` MINIMUM EDGE DISTANCE SECONDARY ® FROM EXTERIOR OF COLUMN 2" x (d - 2 ") x 0.063" ANGLE® TO OUTSIDE EDGE OF SLAB EACH SIDE OF COLUMN W/ #10 ® ® BOLT 0 ' 5d DISTANCE S.M.S. 1/4" 1-1/4"- (SEE SCHEDULE NEXT PAGE) :o- .4 3/8" 1a/a" CONCRETE ANCHOR d °. GRADE (SEE SCHEDULE NEXT PAGE) ° 1-1/4" MIN- CONCRETE NOTE: DETAIL ILLUSTRATES ° ANCHOR EMBEDMENT TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION (MIN:) (MIN.) SIDE VIEW TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN CONCRETE ANCHOR THRU (2) #10 x 3/4" S.M.S. EACH SIDE ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL PRIMARY 2" x 2" x 0.063" ANGLE SCREWS INTO SCREW BOSSES 1" x 2" BASE PLATE (TYP.) d a a G a e n d 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MAX.) 6" (MAX.) 3000 P.S.I. CONCRETE MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3"= 1'-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4TT4 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. m SCREENED ENCLOSURES SECTION 1 ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT SECONDARY 2" x (d - 2") x 0.063" ANGLE EACH SIDE OF COLUMN (SEE SCHEDULE PAGE 1-51) 2-3/8" BRICK PAVERS THIN SET BETWEEN CONCRETE AND PAVERS CONCRETE ANCHOR (SEE SCHEDULE PAGE 1-48) 3000 P.S.I. CONCRETE NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION PRIMARY 2" x 2" ANGLE (SEE SECTION 9) CONCRETE ANCHOR THRU PRIMARY ANGLE 1" x 2" BASE PLATE (TYP.) I SCREEN 'd' VARIES (4" SHOWN) PRIMARY 2" x 2" x 0.063" ANGLE EACH SIDE ® ®I (2) #10 x 3/4" S.M.S. EACH SIDE ® ® 1" x 2" O.B. BASE PLATE (TYP.) 5d' MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT QJ ' Sd DISTANCE 1/4" 3/8" 1-7/8" GRADE 1-1/4" (MIN.) CONCRETE ANCHOR EMBEDMENT 2" (MIN.) (MIN.) 5d SIDE VIEW TYPICAL SELF MATING OR SNAP SECTION (2) #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHORS @ 24" O.C. 2-3/8" BRICK PAVERS 6" (MAX.) MAX. SPACING 24" O.C.. THIN SET BETWEEN FOR BOTH SIDES CONCRETE LAYERS 1-1/4" (MIN.) CONCRETE 3000 P.S.I. CONCRETE FRONT VIEW ANCHOR EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS SCALE: 3" = 1'-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 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 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-49 L-_ SCREENED ENCLOSURES CONCRETE DECK EDGE 2" x2" PRIMARY ANGLE VARIES 5d (MIN.)' SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN 2-1/2" (MIN.) Total Concrete Anchors Total #10 x 314" S.M.S. — — — — 6 SECONDARY 2" x 2" x 0.063" (4) 1/4" 8 2 x 6 (4) 1/4" 10 2 x 7 1 ANGLE (SEE SECONDARY o-- BOLT 0 75d DISTANCE 2 x 8 1/4" 1-1/4" 14 2 x 9 (6) 1/4" 16 ANGLE ANCHOR SCHEDULE (10) 1/4" 3/g 1-7/8" AND SECTION 9) 1" x 2" O.B. BASE PLATE (TYP.) CONCRETE ANCHORS INTO ® ® PRIMARY AND SECONDARY ANGLES #10 x 3/4" S.M.S. (TYP.) S.M.S. STITCHING SCREWS 2 " x S.M.B. COLUMN @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) SCALE: 3" = 1'-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total #10 x 314" S.M.S. 2 x 4 (4) 1/4" 6 2 x 5 (4) 1/4" 8 2 x 6 (4) 1/4" 10 2 x 7 1 (4) 1/4" 1 12 2 x 8 (6) 1/4" 14 2 x 9 (6) 1/4" 16 2 x 10 (10) 1/4" 18 Notes: 1. See Section 9 for additional anchor information. 2. Secondary anchor schedule applies to side walls with uprights that are 2" x 5" and larger. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 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 Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30"-30'-00" North (Jarkcnnvilla FI Hollow Sections 3'-0" Tributary Load Width W'= Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 9'-0" 2" x 4" x 0.044 x 0.100" 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'-8"b 6'-11" b 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" 6 9'-4" b 8'-4" b 7'-7" b 7'-1" b 6'-7" b 6'-3" b 2`' x 3 x'0:045" 13' 4" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b T-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11'-4" b 10'-4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Load Width W'= Beam Spacing 4'-0" 5'-0" 6'-0" j 7'-0" 8'-0" Allowable Span V1 bending 'b' or deflection 'd' ---F 9'-0" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-0" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b . 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" C' 28'-7" b " 24'-9" b 22'-2" b 20'-3" b 18'-9" b 17'-6" b 16'-6" b 2" x 7" x 6.055" x 0.120" 32'-3" b 27'-11" b 24'-11" b 22'-9" b 21'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 30'4" b 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 29'-5" bJ 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-0" b 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'4" 1 b 28'-7" b 12"x 10" x 0.092" x 0.369" 59'-0" b 51'-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b Snap Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 8'-0" AllowableSpan 'L' I bending 'b' or deflection 'd' 1 9,-o,- '-0"Allowable 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'-8" b 7'-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b 2" x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 34'-9" b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b "W tv. 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 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center.?of.beam and upright connection Ao.fascia Or wall connection. 5.Above: spans do not include4ength� of::knee;brace.-,:.- 1dd horimntal•distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Puriin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with W'= 5'-0" = 11'-4" 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) 767-556 PAGE © COPYRIGHT 2004 1 -56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. L. i SCREENEDENCLOSURES SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) A. Sections Fastened To Beams With Clips Tributary Load Width W'= Purlin Spacing Tributary Load Width W'= Purlin Spacing Hollow Sections 3'-6" 1 4'4" 4'-6" 5'-0" 5'-6" 6'-0" 3'-6" Allowable Span V/ bending 'b' or deflection 'd' 10'-11" bi 10'-2" -7b 9'-7" b I 9'-1" b 1 8'-8" b 1 8'-4" b 7'-11" b 2" x 2" x 0.044" 7-7 d 7' 4" d 7'-0" d 6-9" d 6'-6" b 6'-3" b 5'-11" b 2" x 2`' x 0.055" 8'-1" d 7'-9" d 7'-5" d 7'-2" d 6'-11" d 6'-9" d 6'-6" b Hollow Sections 3" x 2. x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" d 7'-5" d 7'-3" d 6'-11" d 8'-5" d 2.. x 3. x 0.045 10'-9" d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" b. 8'-0" b 6'-8" 2" x 4'' x 0:050" 12'-2" B. Sectinnc F..t... A Tti.,....-ti o__—,. Tributary Load Width 'W' = Purlin Spacing Tributary Load Width W'= Purlin Spacing Snap Sections 3'-6" 4'-0" 6 4'-" 57-0" 10'-11" bi 10'-2" -7b 9'-7" b I 9'-1" b 1 8'-8" b 1 8'-4" b 7'-11" b Tributary Load Width 'W' =,Purlin Spacing Allowable Span_'L' / bending 'b' or deflection 'd' Hollow Sections 2!'x 2" x 0.044.... 8'-5" d 8'-1" d 7'-9" d�: T-6" d T-3" d 7'-0"�692"x3" 6'-8" x 0.045"11'7"d 11'-1" d 10'-8" d 10' 4" d 9'-11" b 9'-6"x 0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b 12'-2" b 11'-8" 2" x 2" x 0.044" B. Sectinnc F..t... A Tti.,....-ti o__—,. 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright• connection:to fascia or wall connection. 3. Span is measured from center of.beam:and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with W' = 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 1-57 Snap Sections Tributary Load Width W'= Purlin Spacing 3'-6" 1 4'-0" 4'-6" 5'-0" 1 5'-6" 1 6'-0" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" Notes: 10'-11" bi 10'-2" -7b 9'-7" b I 9'-1" b 1 8'-8" b 1 8'-4" b 7'-11" b Tributary Load Width 'W' =,Purlin Spacing Hollow Sections 3'-6" 4'-0" 4'-6" 5'-0" 6'-8" Allowable Span 'L' /bending 'b' or deflection 'd' 2" x 2" x 0.044" J 9'-2" b 8'-7" b 8'-1" b 7'-8" b 7'4" b 6'-11" b 6'-7" b " " b 9'-4" b 8'-10" b 8' 4" b 7'-11" b. 7'-7" b 7'-3" b NNEAt4 b 11'-7" b 10'11" b 10'-4" b 9'-10" b 9'-5" b 8'-11" b b 12' b 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright• connection:to fascia or wall connection. 3. Span is measured from center of.beam:and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with W' = 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 1-57 Snap Sections Tributary Load Width W'= Purlin Spacing 3'-6" 1 4'-0" 4'-6" 5'-0" 1 5'-6" 1 6'-0" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" Notes: 10'-11" bi 10'-2" -7b 9'-7" b I 9'-1" b 1 8'-8" b 1 8'-4" b 7'-11" b 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright• connection:to fascia or wall connection. 3. Span is measured from center of.beam:and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with W' = 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 1-57 SECTION 1 I SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind qust at velocity of 120 MPH or an annliprf Inar1 of 1A It I ft Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Height'H' I bending'b' or deflection'd' 1 9'-0" 2" x 4" x 0.044 x 0.100" 2" x 2" x 0.044" 8'-4" 5'-1" b 7'-3" b 6'-6" b 5'-11" b 5'-6"qb b 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'-11" b 7'-1" b 6'-5" b 5'-11"5'-7" b 5'-3" b 2" x"3" x 0.045" 11'-3" b 9'-9" b 8'-9" b 7'-11" b 7'-5"U-11" b 6'-6" b 2" x 4" x 0.050"12'-5" b 12'-1" b b 10'-9" b 9'-7" b 8'-9" b 8'-1"7'-7" b 7'-2" b Self Mating Sections 3'-0" Tributary Load Width W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-01 8'-0" Allowable Height'H'-I bending'b' or deflection'd' 9'-0" 2" x 4" x 0.044 x 0.100" f16'-11" b 14'-8" b} 13'-1" b 11'-11" b 11'-1" b 1 10'-4" b 9'4" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16-2" b 14'-9" 6 13'-8" b 12'-10" b 12'-1" b 2" x.6" x 0.050" x 0.120". 24'-2" b 20'-11" b 18'-9" b 17'-1" b 15'-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x-0.120" - 27'-3" b 23'-7" b 21'-1" b 19%3" b 17'-10" b 16'-8" b 15'-9" b 2" x 7" x 0.055" w/ insert 36-3" b 31'4" b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 1 23'-0" . b 21'-6" b 20'13" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 367-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50' 4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b Snap 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' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-8" b 7'-0" b 6'-6" b 6'-1" b 5'-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0"b 8'-4" b 7'-10" b 7'-4" b 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26-5" b 22'-10" b 20'-5" b 18'-8" b 1773" b 16'-2" b 15-3" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 17'-11" b 16'-11" b - - ---- -- - .-V.- - - u.il_f &11411 icu mr-n, see conversion table 1A on the specification page for tables at the beginning of this section and example below. 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 'H'. 3. Above heights 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..,.. . 4. Site specific engineering required for pool enclosures over 20' 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 can be considered as 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. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. 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 1 �rJH NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights for Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.* A. Sections As Hori7nntnk Pncfnnnri Tn DnotUV;tf. r:: . -.- S�Sections Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2 B. Sections As Hnri7nnt.le Tributary Load Width 'W' Hollow Sections 3'-6' 4'-0" 4'-6" 5'-0" 1 5'-6" 1 6'-0" 6'-8" Allowable Heights 'H'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" Y' x.2" x 0.044" 6'-10" d 6'-6" b 6'-1' bl 5'-9" b 5'-6" bl 5'-3" b 5'-0" b 2" x 2".x 0.055" . T-3". d 6-11" d 6'-8" b 6'4" b 6-0" b 5'-9" b 5'-6" b 3" x 2" x 0.045" 7'-9" d 7'-5" d 7'-1" d 6'-10" d 6'-7" b 6'4" b 5'-11" b 2" x 3" x 0.045" 9'4" b 8'4" b 8'-3" b 7'-10" b 7'-5" b 7'-2" b 6'-9" b 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b 7'-10" b 7'-5" b S�Sections Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2 B. Sections As Hnri7nnt.le __--- ---- - - v n:rn, aCC GV"VeFb... [a Dle iA on ine specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as 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. 6. Girt spacing shall not exceed 6'-8". 7. Spans may be interpolated. IF HEIGHTS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-59 Tributary Load Width'1N' Hollow Sect""" s 3'4' 4'-0" 1 4',6" i 1 5'-0" 1 5'-6" 1 6'-0" 6'-8" Allowable Heights 'H'I bending 'b' or deflection 'd' 2" x 2" x 0.044" 7'-9" b T-3" b 6-10" b 6-6" b 1 6'-2" b 5'-11" b 1 5'-7" b- 2" x 2" x 0.055" 8'-5" b_ T-11" b 7'-5' b 7'-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'-9" b 7'-5" b 7'-1" b 6'-8" b 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 8'-4" b 7'-11" b T-7" b 2" x 4" x 0.050" 11' 6"b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'-4" b Snap Sections Allowable Heights 'H'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 1 8'-7" b 8'-1" b 1 7'-8" b 1 7'4" b 1 7'-0" __--- ---- - - v n:rn, aCC GV"VeFb... [a Dle iA on ine specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as 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. 6. Girt spacing shall not exceed 6'-8". 7. Spans may be interpolated. IF HEIGHTS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-59 SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Upriqhts or Beam Solicina SECTION 1 Beam Size * Upright Minimum Purlin, Girt Deck Notes Minimum Number of Screws* Beam Stitching 2" x 3" x 0.045" Size & Knee Brace Size" Anchors#10 2" x 4" x 0.044" x 0.12" ►�.._�__ . x '/:" #12 x Y:" Screw @ 24" O.C. 2"x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full La 8 6 4 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full La 8 6 4 #8 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full La 8 6 4 #10 2" x 6". 2" x 3" 2" x 2" x 0.044" 4 Full La 10 8 6 #8 2" x 6" 2"x 4" 2" x 2" x 0.044" 4 Partial Lap 10 8 #10 2""X"7" 2 X 4" 2" z 2" x 0.044" 4 Partial La 14 6 . 12 10 #10 #12 2" x 8" 2"x5" 2" x 3" x 0.044" 6 Partial Lap 16 14 12 #14 2" x 9" 2"x 6" 2" x 3" x 0.045" 6 Partial Lap 18 16 14#14 2" x 9""' 2" x 7" 2" x 4" x 0.050" 8 Partial La 20 18 16 #14 2" x 101' 2" x 8" 2" x 4" x 0.050" 10 Partial L9 20 18 16 #14 Screw Size Minimum Distance and Spacing of Screws Gusset 0,late Thickness Edge To Center Center To Center Beam Size Thickness #8 010 5/16" 5/8" 2" x 7" x 0.055". x 0.120" 1/16" = 0.063" #12 318" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0:.125" #14 or 1!4" 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" 5/16" 3/4" 1-1/2" 2" x 9" x 0.082" x 0..306" 1/8" = 0.125" 7/8" 1-314" 2" x 10" x 0.092" x 0.369" 1/4'= 0.25" 3/8" 1" 2" RefersTc each side of the connection of the beam and upright and each side of splice connection. 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" gusset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. 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. 4. The number of screws is based on the maximum allowable moment of the beam. 5. 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. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. 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. 8. All beam to upright connections for 2"x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. 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. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size,(i.& 2"..x.6".). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimdm-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 SIDE To 3'-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10.x 1/2" EACH SIDE To 4'-6" .... lCoo T.1,le 1 ar 2" x 4" x 0.044" x 0.12" ►�.._�__ . 2" H -Channel With (4) 3/4" long screws (size to be determined by beam size; see table 9.6) �.,-- •- -, vi wumbe, And Size 01Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6". 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 @ COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT., P.E. PAGE 1-61 FASTENERS CONCRETE EXPANSION DRIVE NAIL SPIKE SCREW T -BOLT A r,vnu�� BOLT SECTION 9 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 USED AS SHOWN IN THE DETAILS HEREIN, AND MUST MEET OR EXCEED THE .SAFE WORKING LOAD VALUES SPECIFIED -BY THE'MAN UFACTURER; AND SHALL BE APPROVED BY THE BUILDING OFFICIAL Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386),767-65M © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 9-1 SECTION 9 FASTENERS Table 9.1 Allowable Loads for Concrete Anchors Screw Size d:= dia .meter(in.) Embedment Depth Min. Edge Dist & Anchor Spacing 5d (in.) Allowable Loads Tension Shear 6d ZAMAC NAILIN (Drive Anchors) 7d 114" 1-1/2" 1-1/4" 273# 236# 2" 1-1/4" 316# 236# 1.18 2.00 TAPPER Concrete Screws) 1.21 - 12d 3/16" 1-1/4" 15/16"288# 167# 1-3/4" 15/16" 371# 259# 1/4" 1-1/4" 1 A/4" 427# 200# . .1-3/4" 1-1/4" 544# 216# 3/8" 1-1/2" 1-7/B" 511# 402# 3-3/8" 703# 455# POWER BOLT Expansion Bolt 114"' , .. 2" 1-1/4" 620 261# 5/16" 3" 1-7/8" 936# 751# 3/8" 3-1/2" 1-7/8" 1,575# 1,425# 112" 5" 2-1/2" 2,33.2# 2,220# POWER STUD (Wedge Anchor) 1/4" 2-3/4" 1 1-1/4" 812# 326# 3/8" 4-1/4" 1-7/8" 1,358# 921# 112" 6" 2-1/2" 2,271# 1,218# 518" 7" 2-1/4" 7288# 2,202# 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 rawl may be substituted. 4. Anchors receiving loads 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. 8. A 133%" increase has been applied because wind uplift is only load. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2" x 6 beam with:. spacing = 7'-0" O.C., allowed span = 20'=5"`(Table .1.1) UPLIFT LOAD = 1/2(13EAM 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 Multipliers Tension Shear. 5d 1.00 1.00 6d 1:04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80. 10d 1.18 2.00 11d 1.21 - 12d 1..25 - 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 9-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. L .. FASTENERS Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6063 T-6 Alloy Aluminum Framing (As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi SECTION 9 Screw Allowable Tensile Loads on Screws for Nominal Wall Thickness ('t') (lbs.) Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 1 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" 278 316 347 455 518 581 789 114" 0.240" 2-67,, 303r694 33 436 497 558 758' 5116" 0.3125" ` 347 395 34 568 647 726 986 3/8" 0.375"-417 47321 682 776 871 1,184 112" 0.50" 556 631 909 1,035 1.162 1,578 Allowable Shear Loads on Screws for NominaLyYall Thickness ('t')'(itig:)` Screw SI'ngle Shear Size Nd 0.044" 0.050" 0.055" 1 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 1/4" 0.240" 256 291 320 419 477 535 727 5/16" 0.3125" 333 379 417 546 621 697 947 318" 0.375" 400 455 500 655 745 8361,136 1/2" 0.50" 533 606 667 873 994 1,1154 1,515 Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (lbs.) Screw Double Shear Size Nd 0.044" 0.050" 0.055" 6.672" 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 114" 0.240" 512 582 640 838 954 1070 1454 5/16" 0.3125" 666 758 834 1092 1242 1394 1894 3/8" 0.375" 800 910 1000 1310 1490 1672 2272 1/2",. 0.50" 1066 1212 1334 1746 1988 2230 3030 Notes - 1. Screw goes through two sides of members. 2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor 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) 767-6556 QC COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 9-5 SECTION 1 SOLID COVER ATTA (PER SECT (2) #10 x 1/2" SUPER OR EXTR GUTTER ATTACHED TO WITH 2-1/2" LONG SELECTED FROM SECI FOR KAM SIZE SPACI 2' SCREENED ENCLOSURES BREAK FORMED OR EXTRUDED END CAP W/ "" III "- "�N ROOF OR :OOF PANEL. %N ROOF. ;EAK FORMED TRAP OR STRAP W/ (2) S. OR 1/4" THRU- ' PVC OR EQUAL 4" O.C. SECTION FOR ALLOWABLE SPANS OF SUPER OR EXTRUDED GUTTER AND CARRIER BEAM (SEE TABLE 1.10) )SION D WASHER 17LP1uLv .� ,F%r_ (PER SECTION 9) NOTE: BEAM MAY BE ATTACHED TO SUPER GUTTER AND SOLID ROOF TO S.M.B. PROVIDED A STRAP OR 1/2" P.V.C. OR EQUAL FERRULE IS PROVIDED AT EACH BEAM. SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF COMBINATION 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--0774 FAX: (386) 767-65% PAGE © COPYRIGHT 2004 1-52 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 1 SCREENED ENCLOSURES Table 1.10 Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side / Solid Roof Other Side Aluminum Alloy 6063 T-6 For Areas with Wind Loads 150 M.P.H. or Less and Latitudes Below 30"-30'-00" North 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule 10'-0" 12'-0" 1/2 Screen Roof Beam Span 1 14'-0" 1 16'-0" 1 18'-0" 20'-0" 22'-0" Diagonals (K) per End Beams And 5" Super Gutters 5'-0" 5'-0" 112 Solid Roof Beam Span 5'-0" 5'-0" 5'-0" 5'4" 5'-0" 4 2" x 6" x 0.050" x 0.120" x_11'-4" b. 10'-11" b 10'-7" b 10'-3" b 9'-11" b 9'-9" b 9'-6" b 2"x_1 -x0.055 -x0.120'_ 12'-1" b 11'-8" b 11'4" b 10'-11" b 10'-8" b 10'-4" b 1.0'-1" b 2" x 7" x 0.055" w/ insert 15'-3"" b 14'-8" b 14'-3" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 2" x 8" x 0.072" x 0.224" 14'-10" b 14'-4" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 12'-5" b 2" x 9" x 0.072;;-x 0.224" 15'-11" b 15'-5" b 14'-11" b 1 14'-6" b 14'-1" b 13'-8" b 13'-4" b 2" x 9"x 0.082" x 0.306" 17'-4" b 16'-9" 1 bi 16'-2" bi 15'-9" bl 15'-3" b 1 14'-10" b 14'-6" b 2" x 10" x 0.092" x 0.369" Notes: 20'-7" b 19'-11" bi 19'-3" bl 18'-8" bi 18'-2" b 1 17'-8" b 17'-3" b 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule Maximum front wall height = 10'-0" 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 ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767.6556 PAGE I © COPYRIGHT2004 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. Number of #10 x 3/4" S.M.S. Required Maximum Wail 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 5 8 3 3 60'-0" 6 7 12 1 3 1 3 Maximum front wall height = 10'-0" 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 ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767.6556 PAGE I © COPYRIGHT2004 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I I SECTION 7 SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE 1/4"x 1-1/4" MASONRY NCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ROOF PANEL TO FASCIA DETAIL SCALE: 3" = 1'-0" c ROOF PANEL TO WALL DETAIL SCALE: 3" = 1'-0" #8 x 1/2" S.M.S. SPACED. @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100-123 130 140 150 #8 #10 #12 #12 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 I O COPYRIGHT 7-4 I NOT TOBE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SECTION 7 1 SOLID ROOF PANEL PRODUCTS Table 7.2.1 Allowable Spans for Elite Composite Roof Panels for Various Loads Elite Aluminum Corporation Statewide Product Approval #FL1049 Manufacturers' Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density 3" x 48" x 0.024" Panels Fnam rrnrp F P C IN no ih, Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms ; .&.Attached Covers 1&2, 3 4 span' span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang I Cantilever All Roofs 100 MPH 21'-4" 23'-10" 23-0" 20'-4". 22'-9" 21'-11" 15'-1" 17'-9" 16'-3" 4'-0" 110 MPH 1 21'-4" 23'-10" 23'-0" 18'-8" 120'-11" 20'-2" 13'-9" 154" 14'-10" 4'-0" 120 MPH 20'-4" 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" 4'4" 130 MPH 18'4" 20'-2" 19'-5" 15'-1" 17'-9" 16-3" 11'-1" 12'-11" 12'-6" 4'-0" 140 MPH 12'7 13'-9" 13'-3" 12'4" 13'4" 13'-3" 10'-3" 11'-6" 11'-1" 4'-3" 150 MPH 12'-4" 13'-9" 13'-3" 12'4" 13'-9" 13-3" 9'-6" 10'-8" 10'-4" T-11" s-- x 4o-- x u.usu" Panels Foam Cnrp F P S S1 nancifu Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 24'-11" 27'-11" 27'4" 23'-10" 26'-8" 25'4" 18'-8" 20'-10" 20'-2" 4'-0" 110 MPH 1 24'-11" 27'-11" 27'-0" 21'-11" 24'-6" 23'-8" 16'-2" 19'-3" 18'-8" 4'-0" 120 MPH 23'-10" 26'-8" 25'-9" 20'-5" 22'-10" 22'-1" 14'-8" 17'-8" 15-10" 4'4" 123 MPH 22'-11" 25'-7" 24'-9" 19'-10" 22'-2" .21'-5" 1 14'-4" 1 16'-0" 1 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" 4 x 4o x u.ut4-- ranels rnam cnrp F P s ft l npncifu Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 23'-5" 26-2" 25'4" 22'4" 24'-11" 24'-1" 17'-5" 19'-6" 18'-10" 4'-0" 110 MPH 23'-5" 26'-2" 25'-3" 20'-6" 22'-11" 22'-2" 15'-1" 18'-0" 17'-5" 4'-0" 120 MPH 22'-3" 24'-11" 24'-1" 19'-1" 21'-4" 20'-7" 13'-9" 164" 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'-6" 18'-10" 12'-8" 14'-2" 13'-8" 4'=0" 140 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 14'-7" 11'-3" 13'-3" 12'-9" 4'-0" 150 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 14'-7" 10'-5" 12'-4" 11'4" 4'-0" 4 x 4o x umsu ranels roam Cnrp F P S 87 np ifv Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 26-11" 30'-1" 29'-1" 25'-8" 28'-9" 27'-9" 20'-1" 22'-5" 21'-8" 4'-0" 110 MPH 26-11" 30'-1" 29'-1" 23'-8" 26-5" 26-6" 18'-7" 20'-9" 20'-1" 4'-0" 120 MPH 25'-8" 28'-9" 27'-9" 21'-11" 24'-7" 23'-9" 15'-10" 19'-1" 18'-5" 4'-0" 123 MPH 24'-8" 27'-7" 26' 8" 21'-4" 23'-11" 23'-1" 15'-5" 18'-6" 17'-11" 4'-0" 130 MPH 22'-9" 25-5" 24'-7" 20'-1" 22'-5" 21'-8" 14'-7" 17'-5" 15-9" 4'-0" 140 MPH 15'-7" 17'-5" 16'-10" 15'-7" 17'-5" 16-10" 13'-8" 15'-3" 14'-9" 4'-0" 150 MPH 15'-7" 17'-5" 16-10" 15'-7" 17'-5" 16'-10" 12'-8" 14'-2" 13'4" 4'-0" � .1— �vLw IUUI NallCl WIUUI = IUUIn wlu[n +wall WIOIn + ®® m Lawrence E. Bennett, P.E. FL # 16644 •x" R CIVIL ENGINEER- DEVELOPMENT CONSULTANT Elite Aluminum Corporation P.O. BOX 214368, SOUTH DAYTONA, FL 32121 Corporation TELEPHONE: (386)767AT74 PanelPodu�rs 1801 N.W. 64th Street FAX: (386) 767-6556 Ft. Lauderdale, FL 33309 Tel: (954) 491-3700 Fax: (954) 491-1433 PAGE © COPYRIGHT 2004 7-34 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS ! SECTION 2 ANCHORS (SEE SECTION 9) CONCRETE SLAB OR FOOTING ALUMINUM/STEEL COLUMN 'U' CHANNEL (SEE SECTION 9 FOR CONNECTIONS) CONCRETE ANCHORS (SEE SECTION 9) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING. CHANNEL ANCHORS (SEE SECTION 9) (CONCRETE SLAB OR FOOTING SCALE: 3" = 1'-0" ALUMINUM / STEEL COLUMN 2" x 2" WITH WALL THICKNESS EQUAL TO OR GREATER THAN COLUMN WALL CONCRETE ANCHORS (SEE SECTION 9) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL ANGLE CLIPS ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE-STANDING COVERS CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING SCALE: 3" = 1'-0" ALUMINUM / STEEL COLUMN INTERNALEXTRUDED ALUMINUM BASE OR BREAK FORMED U -CLIP WITH WALL EQUAL TO OR GREATER THAN POST WALL CONCRETE ANCHORS (SEE SECTION 9) POST TO CONCRETE CONNECTION TUBE COLUMN BASE SCHEMATIC INTERNAL BASE 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) 767AT74 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-21 SECTION 2 Table 2.3 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Schedule of Post to Beam Size and Number of Thru-Bolts Required Aluminum Alloy 6063 T-6 Minimum post/beam may be used as minimum knee brace " Fasten w/ external screws or clips. See Details. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.65% PAGE 2-54 I © NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 10, 1 h SECTION 2 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS UNIFORM LOAD UNIFORM LOAD l a A B SINGLE SPAN CANTILEVER UNIFORM LOAD Z -1 A B C 2 SPAN l A B 1 OR SINGLE SPAN UNIFORM LOAD A B C D UNIFORM LOAD 9 QOAAI A B C D E 4 SPAN NOTES: 1) 1 = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. SPAN EXAMPLES FOR SECTION 2 TABLES SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENIGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 PAGE © COPYRIGHT 2004 2-26 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.