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HomeMy WebLinkAbout103 Friesian Way (2)RECEIVED CITY OFS.ANFORD PERMIT APPLICATION Permit #:__ 0 Date: Job Address: Description of Work:'Poo'ltraLn C,ndk)S ,I 6'L. Total quare Footage 2 ;< Historic District Zoning: Value ol'Work: S/4 Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — R of AMPS Addition/Alteration Change of Service "femporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: #.of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbin-/-New Residential: # of W ter Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential Commercial Industrial Construction type: # of Stories: # ofDwelling Units: Flood Zone: (FEMA form required) Owners Name & Ad ess: C01 -I MID v Contractor! ;one&Address: �a ,2:20,11 .State License Number: T Q Phone & Fax: 44PJ3Q!b-4h Contact Person: 73X.0114 Phone: ~ Bonding Company: Address: Mortgage Lender: Address: 7471,4 Architect/Engineer: —j Phone9 3bip q� 77 Address: , v .2)430b lt✓ r� I F. 3Z1P �0 5 1P 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: 1 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 restric licable to this property that may be found in the public records of this county, and there may be additional per required from other governmental en ties such at management distri , state ncies, or federal agencies. Acceptance of permit is verification thatI wil o ify the er of the property of the r uirements Florid n Law, FS 13. �' I �j 52 C(e Signature of caner/ gent Date Signature of Co tractor/Agen Date 1*101 ( 1 e P `nt Owner/ ent's Name Pri CCo tractor/Agnt's �e 16 lorida Date Signature of Notary -State of Florida Date XXA-F'C""111�1A M. DA S:00 VA. CELIA M. DA SILVA MMISSION #D7585 MY COMMISSION # DD257585 ES: November 07 / EXPIRES: November 03, 2007 FI. Notan Discount c. Co. ` /OF ' e 1 ;�^ v��a11 Known to Me or Contractor/Agent is PersonalT�FI: Nolen Uiscoum Assoc. CoProduced ID W ` 0 Produced ID APPROVALS: ZONINGP TIL: FD: ENG: BLDG: Special Conditions: Rev 03/2006 _ 0 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 . '7? 278.0 i icl NJA 279.0�i��� v> -- DAvin.loHmsom.CFA, ASA w 2$10 282.0 L TJ [_' z PROPERTY 0 APPRAISER SEMINOLE COUNTY FL. 33 3ht C -11 37' 1101 E. FIRST ST ' _3 36-4 FF SANQRII.� FL32771-146+8 357...LI aF$.fl 4017-665-7508 3;? .f.;a B 9A 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 18-20-31-505-0000-0010 Number of Buildings: 1 Owner: SHATTO MARY C Depreciated Bldg Value: $175,361 Mailing Address: 103 FRIESIAN WAY Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32773 Land Value (Market): $38,000 Property Address: 103 FRIESIAN WAY SANFORD 32773 Land Value Ag: $0 Subdivision Name: BAKERS CROSSING PH 1 Just/Market Value: $213,361 Tax District: S1-SANFORD Assessed Value (SOH): $154,022 Exemptions: 00 -HOMESTEAD Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $129,022 Tax Estimator SALES 2005 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified Tax Value(without SOH): $2,485 QUIT CLAIM DEED 11/2005 06016 1018 $100 Improved No 2005 Tax Bill Amount: $2,485 WARRANTY DEED 04/2004 05321 0179 $193,000 Improved Yes Save Our Homes (SOH) CORRECTIVE Savings: $0 11/2001 04216 1110 $100 Vacant No DEED 2005 Taxable Value: $124,536 WARRANTY DEED 05/2001 04087 1775 $24,500 Vacant Yes DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Land Unit Land Frontage Depth PLATS: Pick... Method Units Price Value LOT 1 BAKERS CROSSING PH 1 PB 60 PGS LOT 0 0 1.000 38,000.00 $38,000 27-29 BUILDING INFORMATION Bid Year Base Gross Living Est. Cost Bid Type Fixtures Ext Wall Bid Value Num Bit SF SF SF New 1 SINGLE 2001 8 1,955 2,390 1,955 CB/STUCCO $175,361 $179,857 FAMILY FINISH Appendage / Sgft GARAGE FINISHED/ 425 Appendage / Sgft OPEN PORCH FINISHED / 10 NOTE: Appendage Codes included in Living Area. Base. Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished,Base Semi Finshed Permits 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 year's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web.seminole_county_title?parcel=18203150500000010... 8/17/2006 %3cdC NFL State of Florida County of Seminole NOTICE OF COMMENCEMENT Tax Folio No. The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of iption of the property and street address if toD C' s 9`*7-,�29 /I 2. General description of improvement: 3. Owner information a. Name and address _ ��� ►��� C , , `'j� 7�, b. Interest in property c. Name and address of fee simple titleholder (if other than Owner) �4. Contractor a. Name k of k— 1-s oo a-111 0 b. Phone number 440 3,�2=b- ?0:] k_o Fax number 41(}-7 �;Z2�>---3y 5. Surety a. Name and address b. Phone number Fax numoll 110111 H! 11 N 11 H fil H 0110 it oil 11 all 10 01 us 11 c. Amount of bond 6. Lender MARYANNE MORSE, CLERK OF CIRCUIT COURT a. Name and address SEMINOLE COUNTY SK 06376 Pq 1727; tlpgl b. Phone number Fax nunWejE RK' S # 2006134423 7. Persons within the State of Florida designated by Owner upon whom noti i*DMcd6®>hi3flitldm�4bk4sd.Ned as provided by Section 713.13(l)(a)7., Florida Statutes: RECORDING FEES 10.00 a. Name and address RECORDED BY W Bailey b. Phone number Fax number 8. In addition to himself or herself, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. a. Phone number Fax number 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) �"' � �-k t nnp Signature of wrier Swo n to (or affirned) ands bscribed before me this t9 �� day of �'�%i t ,20 0 (0 , by �n H► Personally Known OR Pr uced Id�tification Type of Identification Produced - W q' j3 `7(}' W" D CELIA M. DA SILVA O MY COMMISSION 9 DD257585 EXPIRES: November 03, 2007 I -800 -3 -NOTARY FI. Notan. Discount Assoc. Co. Signature of I Ary Public, State of Florida Commission Expires: Power:of Attorney 361/y 3� /1/2- i �/ a 3 3 2 � 3>11 N 7r N � fib. � � � � 6 �' '(, Q ✓' ��°�'% Q Z'y� �t,�`l cf_'7Xy TZ goo/ O4 i/ ufQ y-� �O iii 2 It, a 3 \ CQ ., d a" 1 N~' 3>11 N 7r N � fib. � � � � 6 �' '(, Q ✓' ��°�'% Q Z'y� �t,�`l k cf_'7Xy TZ goo/ . ufQ iii \ d a" 1 k v 2 -rG ' 0- q wl C-1 o M, rn MQj- CIL cf_'7Xy goo/ . ufQ iii v 2 -rG ' 0- q wl C-1 o M, rn MQj- CIL cf_'7Xy goo/ . ufQ v 2 -rG ' 0- q wl C-1 o M, rn MQj- CIL cf_'7Xy v 2 -rG ' 0- q wl C-1 o M, rn MQj- CIL AS RECORDED IN PIAT BOOK 60 PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 1, BAKERS CROSSING PHASE 1 PAGES 27-29, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE- THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE TIME REOUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A)• TRACT B GRAPHIC SCALE PC 0,6,= 15-19'28" R=75.00' ; oos. x,Q�F (s s so• r S9 CB 20,06'57'01'48" E qc; ,,'�°' Jb; R'o��c'1� �qr C=20.00' +s sJ'O°. of q 11 .�� b� yqr J PT 4 D nlb7� ,S?74sj• •^1 C ,SO )2 J5• l l' r°:: i6 �%. 2i Cad, S�°°. T1UtY EASEIAEHt_ .��{i 1'd•�fg7�.., ,•7lYq(k J2folONcp 75.00' CERTIFIFD TO AND FOR TT -IE NOT PLATTED PER THIS PLAT EY,CI I I ;TVI USS (�_ DI7H 11 TLC COMPANY OF FLORIDA INC. FIDELITY NATIONAL TITLE RJSURANCC COMPANY OF PENNSYLVANIA MARY C JONCS SOUTHTRUST MORTGAGE CORPORATION DDA COUIOANE MORTGAGE NOTE: 1.AU_ DIRf_C IION S AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES I-IAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SEI/FOUND ON 10-03-01, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE _LAND SHOWN IIF_REON FOR EASEMENTS. RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 'I. NO UNDERGROUND 11,4PROVEMENTS HAVE BEEN LOCATED EXCEPT AS SI -TOWN. S. NOT VALID WITHOU F 111E SIGNATURC AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. I HAVE EXAMINED IIIE F.I.R.I.I. COI.II.IUNII)' PANEL NO 120291 0045 E OAIED'4/17/95 AND FOUND SUR.ICC.T PROPCRTY APPEARS TO LIE IN ZONE X. N1nEIICAS�RIVEYOR OAKESNO AFLOOD RANTEES AS TO TILE ADOVF. RJFOPMAIION. PLEASC CONTACT DIE LOCAL I". C.MLA. AGENT FOR VCRIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEMIINOLE COUNTY niE SOUTHERLY LINE OF' LOT I v FIEINO S 69.35'10" V1 PCR PLAT. (FIELD DATE:) 10-03-01 RrVISL'D; REV CERTS 4/21Z04 SL SCALE: = 30 FEET REV CERTS_t/9SL O4 5S_ APPROVFD UY: EEC OVDAIE FINAL 3-16-04 CKO FINAL 10-03-01 /l1B E21P91% T10N 06-07-01 uD ,IOD T,)0• -X5613198.3 n_ppF.D _DESCRIPTION 5-7-01 JML REPOSIROIJ A-12-01 JML DRAWN D1'; _ PLOT PLAN 4-6-01 JML Z O %A on .. " M Z04 n+ T cp. 40 4#6 T,( Q� V� v J9J (10 Isc LEGEND —' —� — BUILDING SETBACK LINE -- CENTERLINE — — RIGHT OF WAY LINE EXISTING ELEVATION O 7 CONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT (P) PER PLAT M) MEASURED FND FOUND PRC WALK VCONCRETE SIDEWALK TYP CONCRETE PAD CS CONCRETE SLAB C PK CHORD LENGTH PARKFR Nemo AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBX6393 1030 N ORLANDO AVE SUITE B WINTER PARK, FLORIDA 32789 (407) 426-7979 LOT 2 A FND 5/B" IRON ROD AND CAP LO #4671 (10-03-01) NAIL AND OISC LB7#4671 (0-03-01) O FNO 1/2"IR0N ROD AND CAP LO N6393 (10-03-01) CNA CORNER NOT ACCESSIBLE o DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVARIRE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER COW CONCRETE BLOCK WALL RP RADIUS POINT CHU OVERHEAD UTILITY LINE ID IDENTIFICATION u vuIV VJ\I< I SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE "MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. 1•Jzl l v J�L• / II / FOR `\t V TIIE FIRMI ATELLO JR. SM914986 DATE n January 01, 2006 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS r Re: Master File Engineering "ALUMINUM STRUCTURES DESIGN MANUAL 2004 edition & 2006 edition Dear Building Official/Plans Examiner, This is to certify that the follow ing''contractor/company is hereby authorized to use my 2004 ed "ALUMINUM STRUCTURES DESIGN MANUAL" during the year 2006. When we publish and distribute the 2006 ed of the "ALUMINUM STRUCTURES DESIGN MANUAL", they will be authorized to use that manual for the remainder of 2006. Our authorization is based on a January to January basis requardless of the edition of the manual. This authorization also applies to contractor master file drawings, " ONE PERMIT -ONLY" drawings or any "site specific" 'drawings that I may furnish the contractor. Dennis Rupert CGC0.47510 Specialty Construction & Design 2789 So Financial Ct Sanford, FL 32773 They are hereby added to my 2006 MASTERFILE LIST Should you have any convenience. Sincerely, Lawrence E eett. please contact me at your 4 Design Check List for Pool Enclosures (page 1 of 41 1. 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 Florida Building Code, 2004 Edition, Chapter 20; Exposure'B' or'C' ; Open Building; Importance Factor 0.77; Negative I.P.C. 0.00; 150 MPH Roof Load & 120 MPH or MPH Well Load, 3 second gust velocity load; Design pressures are 10 PSF for roofs & 14 PSF or—PSF for wells. Notes: Wind Velocity zones and exposure category Is determined by local code. Minimum design load of 10 PSF for all roof loads prevents any conversion of roof loads. Design pressures and conversion multipliers are on page 1.11. 2. Host Structure Adequacy Statement: 1 cattily that I have Inspected the host structure and It is In good repair and attachments made to the structure will be solid. Dennis Rupert. Phone:.407-328-8776 Contractor/ Authorized Rep" Name (please print) Date:, Contrector/Autharized Rep* Signature Note: H the total of bream span & upright height exceeds fig or upright hall ght exceeds 20', site specific engineering Is required, 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans .............................................. B. Site plan Of survey with enclosure location .......................:.............. _ C. Contractors / Designers name, address, phone number, & Signature on pans D. Notice.of consumer dghts attached and Initialed by consumer . . . . ..:........... . . �L _ E. Enclosure layout drawing Q i/A or 1/10"scale with the following :.............: . J — _ 1',, Plan view With host structureenclosure length, projection from host structure, -' and all dimensions ...... _ Y. Front and side elevation views with all dimenslohe 8 helghts ........ ., , , ; ,; , ; V _ Note: All mansard Wall drawings shell Iii ude menaerd pat, nol at the top of the well... ..... ✓ — 3, Beam location (show In pan & elevation view),A size.; . B (Le.2"x"x0.077'x0.22C')......:.....:..5....,,':.:..:................... ✓ 4. Upright location (show fn plan & elevation vleW) & size (i.e. T x V'xi 0.077'x 0.224") ......... . ..... ..... ................ _ Upright &wall memberelloweble helght/span converetons from 120 MPH Wnd`ione;'a'Ecposuve'to_MPH,windzone and/or'C'Exposureforluad width_: Look up open on 120 MPH table and apply the following formula: Span / Height Required Converted Q 120 MPH Span �(bord)x_(Ip ord)x_(bord)=. - VNnd Zone Mulgpler' Exposure Multiplier " " Appropriate multiplier from page 141. &, Chair tell & girt size, length, & spacing (Le. 2" x 2" x 0.044" x 7',0: Q e:-9: o.C.).................................... _ S. Eave rail size, length, sparing and stitching of �. (I.e. 1"x7'toY'x2"x7'-0"(281-1010.0.)................................. . 7, Enclosure roof diagonal bracing In plan view ... . ............. . . . . .. . ......... - S. Knee braces length, location, & size (i.e. 2" x 3" x 0.048' for 2" x W x 0.072".x 0.224" SMB) ...................... . V Must have attended Engineer's Continuing Edjucatlon Class with In past two years. _ b-1 Design Check List for Pool Enclosures (page 2 of 4) 9. Wall cedes or K bracing sizes shown In wail views . Z _ 4. Highlight details from the Aluminum 8trucWres Design Manual: Yes No A. Beam & puffin tables with afzs, thlckness, spacing, & opens / lengths (tables 1.1&1.2or 1.8&1.9)..... S. Upright & girt fades with size, thickness, spacing, & spans / lengths (tables _ 1.3 & 1.4) ✓ C. Table 1.8 with beam & upright combirrstlon.. D. Connection details to be use such asi ' _ 1. Beam to upright . . .... .. ✓ 2. Baamtowau. .. '. .. .. � _. 3., seem to beam . :. :. .. 4. Chair rail, purilns, & knee braces . .... & Extruded gutter connections ;' . ... .... e, Angle to dock and/or sole plate T. Anchors go through pavers Into concrete .. .. .. .. , . ; 8. Minimum footing and/ or knee well details . .. .... 9. Cable or K- brace details Section 1.. Wall area calculations for cables: • W v wall width, H e wall height. R e des - ... W1 ■ width Q top of mansard, N2 width Q top of wall Example 1: Flet Roof Front wall Q save: R x R s R' IM 100 % m ft• . W H Largest side wall: _R x. R=_VQ509t= _fLs VY H b,>, . Total area 1(233 V / cable for 3/32') =`cable pairs TOTAL =; ' —ft' or Total area /(445 it'/ cable for 1l9") e_ :,,_cable pairs ! Side wall cable calculation: =R' Q 100 %. fr, b _ Side well area / (233 2' / cabl'e for 3/321 _cable(s)' or Side wall area / (445 V / cable for 1/8") w_cable(s) b•2 U t� Design Check List for Pool Enclosures (page 4 of 4} Example 4: Mansard Roof Front wall @ Save: _ft x ^fl. R _R.• ®100 % _ _ _ R• W H a Front mansard rise': Tft.xt/2(_rt.+_R.)=_ft'®100°b=• fl? R W1 W2 b Largest side wall:W M. x V 0 60 % _ _ .. _ rt.° HA o Largest side mansard rise': R. x 1/2(—ft. + 80 % • , ft.-: R W1 W2 d TOTAL . -... ,fl•. Total area / (233 R? / cable for 3)32•) = _cable pairs or Total area / (445 ft.' / cable for 118") = _cable palm Side well cable calculation: ft'+ rt! _ _ft' a 100 % r^ ft• 0 d Side well area/ (23311.' 1 cable for 3132') =_cable(s) or Side wall area 1(445 R' / cable for 118") _ ceble(s) Example 5: Dome Roof Front dome wag @ eave: _ft. x_R. _Tft d� 100 °6 = . • • ft.. W H a. Front domedse•: 8.x112 W R)= f!'@100%= :... _NP R b Largest side wall; _ft. x 50 % W .H� O Largest aide dome dao': ---ft. x Il.=-tlR (�50%• w ,, TOTAL Total area / (233 ft.' / cable for 31321) =^cable pairs or Total area / (445 R.' / cable for 10) = _____cable pairs Side well cable calculation: _ft• + fL _ _rt.• @ 100 % _ • , . . , , . , fL• C d Side wall area 1(233 V J cable for 3/32")= _cable(s) or.. ............... Side wall area 1(445 R' / cable for 118')-_cable(s) Notes: bJ SCREENED ENCLOSURES H (SEE TABLE 1.3) SECTION 1 PURLINS (TYP-) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE 4— -- 1cr CABLE CCRR_�TION K -BRACING (OPTIONAL)(SEE DETAILS SECTION 1) GIRT (TYP.) TYPICAL DOME ROOF -ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) L SIZE MEMBERS PER APPROPRIATE TABLES RISER WALL WHERE REQUIRED PURLINS (TYP-) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) CABLE BRACING K -BRACING (OPTIONAL) / I GIRT CNP )'..., e SW SCREEN (TYP-) ALUMINUM COLUMNS (TYP.) PERIMETER WALLS FRAMING (TABLE 1.3 OR 1.6) (SEE TABLES 1.3 AND 1.4) 1" x 2" (TYP.) 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 PC. BOX 214306. SOUTH IDAY OHA4FL 22121 TELEPHFAx: 16661767,6666 ® CopyRIORT2664 NOT TQ 96 REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P. . PAGE 1-3 SCREENED ENCLOSURES SECTION 1 STRAP ----- ---- --- - - - SUPER -OR EXTRUDED GUTTER 0 T STR C RE /////////// NSOM (SEE SECTION 9) UPRIGHT 1 l\ \ 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 SCREW PATTERNS MAY VARY 24" WITHOUT SITE SPECIFIC (SEE TABLES OR NOTES FOR ENGINEERING SIZE AND NUMBER OF SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3"- V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. SOX 211700, SOUTH DAY TONT, FL 52121 TELEPHONE: 4500) 707.1171 PAX: (300) 707.0000 ® NOT TOE BE IN WHOLE OR IN PART WITHOUT THE WRITTSNPERMISSION OFLAWRENCE E:SENNETT,PR. IPAGE 1-21 SECTION 1 SCREENED. ENCLOSURES SPACING/2 + SPACING / 2 ' SPACING/2 *-SPACING/2 BEAM SET SPACING �- BEAM SET SPACING -� STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 318". 1'-0" 2" x " x 0.050" STRAP @ EACH BEAM CONNECTION O ®� AND ® 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP ,(SEE SECTION 9) ALTERNATE TRA 2"S.M.S. OR LAG SCREWS NSOM (SEE SECTION 9) UPRIGHT 1 l\ \ 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 SCREW PATTERNS MAY VARY 24" WITHOUT SITE SPECIFIC (SEE TABLES OR NOTES FOR ENGINEERING SIZE AND NUMBER OF SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3"- V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. SOX 211700, SOUTH DAY TONT, FL 52121 TELEPHONE: 4500) 707.1171 PAX: (300) 707.0000 ® NOT TOE BE IN WHOLE OR IN PART WITHOUT THE WRITTSNPERMISSION OFLAWRENCE E:SENNETT,PR. IPAGE 1-21 SECTION 1 SCREENED. ENCLOSURES Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSUL TANr P.G. SOX 211300, SOUTH DAYTONA, PL 32121 TELEPHONE: (500) 707477/ FAX! (700) 7074500 PAGE ® COPYRIGHT 2001 1-26 NOT TOOK REPRODUCED IN WHOLE ORIN PART WITHOUT THE WRITTEN PiRMISSIGN OF LAWRENCE S. SONNEM PA. Gi w COMPOSITE 2" x 3" EAVE GIRT 2 x 6 BEAM - SCREEN ROOF O ®� SCREW SIZE = I (SEE TABLE 1.8) I POST . (SEE TABLE 1,3) 45' * 'SCREEN (MAY FACE IN OR OUT) IF KNEE BRACE LENGTH EXCEEDS TABLE` 1.7 USE LENGT F KNEE ACE CANTILEVERED BEA M' CONNECTION DETAILS 2) 2" SCREWS (2)2-' (SEE SECTION 9 FOR SIZES) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 REQUIRED KNEE BRACE / MINIMUM SIZE AND CONNECTION (SEE TABLE 1,7) ® SUPER OR SOFFIT KNEE BRACE ATTACHMENT J EXTRUDED 6" ABOVE TOP OF GUTTER _/ ® GUTTER (MAX.) 2"x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED' --- - - _.,,. MAX. DISTANCE TO GUTTER HOST STRUCTURE 24" FASCIA AND SUB -FASCIA WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 2 SCALE: 3" =1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSUL TANr P.G. SOX 211300, SOUTH DAYTONA, PL 32121 TELEPHONE: (500) 707477/ FAX! (700) 7074500 PAGE ® COPYRIGHT 2001 1-26 NOT TOOK REPRODUCED IN WHOLE ORIN PART WITHOUT THE WRITTEN PiRMISSIGN OF LAWRENCE S. SONNEM PA. SECTION 1 SCREENED. ENCLOSURES SIDE WALL RAIL WIND BRACE CONNECTION DETAIL SCALE: 3'-V-0" NOTES: 1. Wind bracing shell be provided at each side well panel when enclosure projects more than (4) panels from host structure. Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER • OEVELOPMENT CONSULTANT P.O. BOX 214310, SOUTH DAYTONA, F1.32411 TELEPHONE: 130017074774 FAX: 1380) 767-0060 PAGE © COPYRIGHY2004 1-36 NOT TO 80 REPRODUCED IN WHOLE ORIN PART WITHOUT THE WRITTEN PERMISSION OFLAWRENCE E.BENNETr.P.B. SCREENED ENCLOSURES SECTION 1 CONNECTOR MAY BE (2) : EXTRUSIONS W/ INTERNAL -ANGLES,-INTERNAL'U'-- — - ----- .. _ _ SCREW BOSSES MAYBE CHANNEL OR EXTERNAL'U' CONNECTED Wl (3) #10 x 1-1/2" CHANNEL EACH SIDE OF INTERNALLY CONNECTING BEAM W/ SCREWS (PER SECTION 9)to' CARRIER BEAM (SEE TABLE 1.6) le a MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) �_ PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3"= V-0" BEAM TO WALL CONNECTION: • (2)2"x7'x0.060" EXTERNALLY MOUNTED ALTERNATE: - 1"x 2", 1"x WOR 2" x 21 ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x \ ATTACHED TO WALL WI #10 X 2" LAG SCREWS PER SIDE OR 2" S.M.S. LQ 110" O.C. TO CONCRETE W/ (2)1/4" x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY -� SIDE FOR EACH INCH OF BEAM OR FRAMED WALL ® DEPTH LARGER THAN 3" (SELECT FASTENERS FROM SECTION 9 TABLES) Q w ® ALTERNATE CONNECTION: n. ® (1) i -3/4"x 1-3/4" x 1-3/4"x 1/8" INTERNAL U -Cry. ANNEL ATTACHED TO WOOD FRAME PRIMARY OR MISE, FRAMING / __/ SEAM (SIZE PER TABLES) WALL W/ MIN. (3) 3/8"x 2" LAG SCREWS OR TO CONCRETE OR OR WALL W/ (3)1/4" ANGLE OR RECEIVING x 2-114" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - OEVELOPMENTCONSULrAN7 P.O. BOX 214300, SOUTH DAYTONA, FL 32121 TELEPHONE: 131177074774 FAX; (3156) TaT6s" ® COPYRIGHT 2004 PAGE NOT TO 46 REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION Of LAWRENCE E. BENNETT. P.E. 1-37 SCREENED ENOL bURES ` SECTION 1 I' HOST STRUCTURE PANELS;/ ELEMENTS' ELEMENTS BRACED BY UNBRACED BY HOST i O DIAGQNALS STRUCTURE TO, BE BRACED.. I' i BY DIAGONALS IN _ ALTS NATE. BRACING PERIMETER: PANELS (MIN.) ` ` PATTERN, CORNER BRACES STILL REQUIRED ELEMENTS'BRAC'ED.BY' HOST.'. /� I i I CABLE OR STRUCTURE CONNECTION K -BRACING BEAMS.AND / OR PURLINSI I (IN WALLS) N.� I 0- - \ TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR. K -BRACING _CABLE OR . . (IN WALLS) ` K -BRACING (IN WALLS) EACH DIAGONAL TO BE . FASTENED.F-ACH END.W/ (2). 2 x 2 (MIN) ROOF DIAGONAL,. "EACH #10.S,M,S. (MIN.) MEET WALL AT WALL BRACING AT -CORNERS (TYP.) (POOL.ENCL'OSURE SCREEN ROOF MAY BE FLAT, GABLE„MANSARD, DOME, OR HIP): POOL ENGLOSJURE DIAGONAL BRACING -SCHEMATIC PLAN VIEW SCALE: 3/B” e.1,-0" Lawrence E. Bennett; P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 21435E, SOUTH DAYTONA, FL 32121 TELEPHONE: (366)767477" . FAX:.(3A6)TB7_,S% . ©:COPYRiOHT 2061 - 1 '" '. - ►AOI'. NOT TO BE.REPg000CED IN WNOLE OR IN jAR7 WITHOUT -a WRITTEN PERMISSION OF LAWRENCE E. BENNETT, PG. . 1-39 I SECTION 1 I SCREENED ENCLOSURES I CABLE BRACING General Notes and Specificatlons: 1) The following shell 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 A�Ft. WABLE WALL AREA 3132" 233 Sq./ PAIR OF CABLES 445 S PAIR OF CABLES TOTAL WALL AREA = 1004! OF FRONT "ALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8'x 32') - 256 Sq. Ft. SIDE WALL AREA & Bb% (9'x 20') a 80 Sq. Ft. TOTAL WALL.ARFA - 336 Sq. Ft. 233 Sq, Fl. x 2 Sala = 466 Sq. FL > 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 SIDE WALL -CABLE 3132' 1 ONE PER 233 Sq. FL OF WALL 118'1 ONE PER 445 Sq. FL OF WALL "SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pairof cables for free standing pool enclosures use 100 % of each wall arae a 60%P of the area of one adjacent wall. NOTES: 1. Where well height Is such that a girt Is required between the top or save rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shell be attached to the top rail and the mid -rise rail, If more then one additional girt is required between the top or save tall and the chair rail, then there shell be an additional front well cable pair at that girt also. 2. Side wails do not require Cables until the side well 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. Is: If the number of cables calculated Is less than 2.5 pairs use two cables; If the number of cables calculated Is 2.5 pelts or greeter use 3 pairs of cables. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 211766, SOUTH DAYTONA. FL 22121 TELEPHONE: (366)767-4774 FAX: 1366)T07 -UN 171(C) -40I NOT TO 99 REPRODUCED IN WHOLE ORIN PART WITHOUT THE WRITTEN PERMISSION OF LAW... 09 L. BENNSTT, P.!, SCREENED ENCLOSURES SECTION 1 - — - -- — - - - -- STAINLESS STEEL CABLE (6) #10 S.M.S. (MIN.) 1/8" x 1-1/2" x 8" FLAT BAR CABLE CLAMP (SEE TABLE) NOTE: ��� sa SEE PAGE 1-41 FOR NUMBER (4" NOM N/4" OF CABLES REQUIRED 0.125" PLATE OUT ON \ 45'ANGLE EYE•BO T OR TUR NB KLE FOR / CABLE TENSIONJ STAINLESS STEEL (SEE TABLE) ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 26 PERIMETER FRAMING _ SCALE: 3"= 1'-0" MEMBER TYPICAL CABLE CONNECTIONS AT CORNER ; DETAIL 1 9-1, MIN. SHEAR 607# FOR SCALE: 3" ia P-0" 3/32" CABLE AND 594# FOR 1/8" A' ALTERNATE: CABLE, FOR 3/32" CABLE (1) USE (1) 1/4"x 1-114" FENDER 1/4" x 1.112" CONCRETE WASHER EACH SIDE OF ®® FRAME MEMBER ANCHOR (MIN.) (a0? 5d MIN: Sp EITHER A OR B 1" x Tx 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED #10 x 3/4'.' .S.M,S. EACH SIDE .... ®®®® OP.) FOR CABLES SLAB B (MIN.) 5d (MIN.) J MIN. 1/4" EYE BOLT. WELD EYE 2500 P.S.I. CONCRETE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3"- V-0" CONCRETE Lawrence E. Bennett, P.E. FL # 16644 SCALE; 3"- 1'-0" ova. ENOIN[[R- OEVELOPMEN7 CONSULTANT Lawrence E. Bennett, P.E. FL# 16644 P.O. BOX 214366, SOUTH DAYTONA, FL 32121 TELEPHONE; (366)7674776 CIVIL ENGINEER • DEVELOPMENTCONSULTANr FAX: (366) 76745M DOPYRIOMT 2666 PAO[ 1-41 NOT TO BE REPRODUCED IN WHOLE 08 IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE B. BENNETT. RE, TELEPHONE; (366)7674776 SCREENED ENCLOSURES SECTION 1 - — - -- — - - - -- STAINLESS STEEL CABLE - - - - - 21_x 2" x 0.125" ANGLE -- 2.1/4" x 1-1/2" CONCRETE ANCHORS (MIN.) CABLE CLAMP (SEE TABLE) NOTE: ��� sa SEE PAGE 1-41 FOR NUMBER (4" NOM N/4" OF CABLES REQUIRED SLAB DISTANCE FROM EDGE OF . SLAB - 5(0) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 26 SCALE: 3"= 1'-0" 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 1.112" CONCRETE ANCHOR (MIN.) (a0? 5d MIN: Sp I \\ \� 5d (MIN.) 5.1/NOMINAL) SLAB B (MIN.) 5d (MIN.) J 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"- 1'-0" Lawrence E. Bennett, P.E. FL# 16644 CIVIL ENGINEER • DEVELOPMENTCONSULTANr P.O. BOX 216366, SOUTH DAYTONA. FL 32121 TELEPHONE; (366)7674776 FAX: (3116)767.6666 ® COPYRIONT 2666 PAGE 1-43 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE B. BENNETT, P.B. I SECTIONA I SCREENED ENCLOSURES 1" x 2" EXTRUSION ANCHOR TO CONCRETE WI CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POSTAND @ 24" O.C. MAX, SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-112' SLAB 2500 P.S.I. CONCRETE 6x6 -10x10 WELDED WIRE MESH OR FIBER MESH CONCRETE POST SIZE 2"x 4" MAX. a SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3"- T-0» 1"x 2" EXTRUSION ANCHOR2" x 2", 2" X 3"OR 2`x 4' TO CONC, W/ CONIC. ANCH. 6" . HOLLOW SECTION. MAX. EA. SIDE OF E4: POST (SEE TABLES) AND ®24" O.C. MAX, SELECT CONCRETE ANCHORS FROM - MIN. (3) #10 x i-1/2"S.M.S. SECTION 9 SCREW BOSSES MIN. 31/2" SLAB 2500 P.S.I. CONC, 6 x 6 -10 x 10 W. W.M. OR FIBER MESH CONC. MASONRY ANCHOR @ 8" EA; SIDE OF POST AND @ 24"0.C, MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAIL* SCALE: 3 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS - General Notes and SpeolODatlons: 1. The uplift load on a pool enclosure upright is calculated is 1/2 the beam Open x the beam spacing x the screen load of 7# 1 Sq. Ft. EXAMPLE: FOR A 2"x 8" BEAM WITH.A SPAN OF 23' AND A BEAM.& UPRIGHT SPACING OF P USE: 112 x 1 T-11" x 7'x 10# I Sq. Ft. = 827.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- OEVELOPMENTCONEUL7ANr P.O. BOX 714300, SOUTH DAYTONA, FL 31141 TELEPHONE: 1306)7074711 ' - FAX: (080)707-0680 E PAG ' ® COPYRIGHT 0000 ,148 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.B. SCREENED ENCLOSURES. 10,03"ANGLE .. ALL CONCRETE ANCHOR BOLTS, .TO, BE RAWL EXPANSION BOLTS OR -EQUIVALENT SECONDARY. 2"x.(d-2").x0.063"ANGLE'. I OVARIES I SCREEN EACH. SIDE OF COLUMN (4^SHOWN) PRIMARY. 2" x GLE(SEE 9CHEDUI E PAGE'1-61)EACH SIDE 2-3/6" BRICK'PAVERS® ® (2) #10 x 314" SDETHIN SET BETWEEN.®®_1">< 2'O.B. BA,)CbNCRETE'AND PAVERS. ' - 5d" MINIMUM�EE ' - - FROM EXTERIOR -OF COLUMN TO OUTSIDE EDGE OF SLAB -BOLT 0 ^ 6d DISTANCE CONCRETEANCNOR. v4' ta14". (SEE SCHEDULE PAGE 1.48) d 4 E ' • 3)B• 1.718" . 1. CONCRETE " , I , GRADE3000P.LUSTRATESNOTE: DETAIL . 1-1/4" (MINJ.CONCRETE TYPICAL 2" x 4" S.M.B. • ' ANCHOR EMBEDMENT `-'--COL-UMN-CONNECTION-` "---" » 2 (fv11N.j (MIN) 6d SIDE VIEW PRIMARY 2".x 2" ANGLE TYPICAL SELF MATING OR (SEE SECTION 9). SNAP SECTION CONCRETE.ANCHOR THRU _ 010 x 3/4" S.M.S. EACH'SIDE PRIMARY ANGLE) P.x 2" BASE PLATE (TYP.) CONCRETE ANCHORS ® 24" O.C. 2-3/8" BRICK PAVERS. 6"( MAX) MAX. SPACING 24" O.C. THIN SET BETWEEN FOR BOTH SIDES CONCRETE.LAYER3 1-1l4" (MIN.) CONCRETE 3000 P.S.I. CONCRETE FRONT VIEW ANCHOR EMBEDMENT 2" x 4 OR LARGER SELF MATING SECTION POST TO DECKIPAVER 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 • OEVELOPMENTCONSULTANr .-., P.O. 10.1110000, 70UYN DAYTDNA; FL Jtl21 1 TELEPHONE: (]08)7074771. FAX: (086) 707-0788 ® COPYRIGHT 3081 .. T AOB ,0 NOT TO Be REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRMEN PERMISSION OF LAWRENCE B. BENNETT. P.B. 1-49 SECTION 1 SCREENED ENCLOSURES 2"x 2"x 0.063" PRIMARY ANGLE EACH SIDE SCREEN d 'd' VARIES #10 x 3/4" S.M.S. EACH SIDE ' 1 +e 4" SHOW (SEE SCHEDULE NEXT PAGE) 1"x 2" O.B. BASE PLATE (TYP.) 2.1/2", (MIN.) ': SECONDARY 2" x 2"x 0.063" 5d' MINIMUM EDGE DISTANCE SECONDARY ® ®� FROM EXTERIOR OF COLUMN 2" x (d - 2 ") x 0.063" ANGLE 1M" 1.114 318". 1.7/8" ® ® TO OUTSIDE EDGE OF SLAB ACH SIDE OF COLUMN W/ #10 1"x 2" O.B. BASE PLATE (TYP.) ® ® CONCRETE ANCHORS INTO " BOLT 0 •8d DISTANCE S.M.S. ANGLES . 1•I/a• (SEE SCHEDULE NEXT PAGE) n .. 318" 1-718• ®24" O.C. FOR S.M.B. CONCRETEANCHOR (SEE TABLE 1.6 FOR SIZE) `-TOP VIEW POST TO DECK DETAIL GRADE (SEE SCHEDULE NEXT PAGE) Secondary Anchor Schedule ' Column Size - .. . Total Total- 1-1/4" MIN. CONCRETE NOTE: DETAIL.ILLUSTRATES (PICAL 2• x 4" S M B COLUMN ANCHOR EMBEDMENT CONNECTION 2° 6d (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'0:003" ANGLE SCREWS INTO SCREW. BOSSES 1 x 2" BASE PLATE (TYP.) , I 4 . a ' •i d 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1. 6" (MAX.) 6" (MAX.) - -- JJ000 R 8,1 G9NGRETE—�— - $RACING14_O.0 -- ----- FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3".= V-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 • DEVELOPMENr CONSULTANT P.O. BOX 214380, SOUTH DAYTONA. FL 32121 TELEPHONE: 1300) 7074774 FAY: (360) 707-6000 PAGE ® CO►YRIGHT1004 1.50 NOT TO 04 REPRODUCED W WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNerr. P.R. SCREENED ENCLOSURES I SECTION 1 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS . CONCRETE DECK EDGE 2"x 2" PRIMARY ANGLE ---�� �— SCREEN VARIES d 6d (MIN.) ' 1 +e 2.1/2", (MIN.) ': SECONDARY 2" x 2"x 0.063" ANGLE (SEE SECONDARY 80770 6d1.S7ANCE ANGLE ANCHOR SCHEDULE 1M" 1.114 318". 1.7/8" ® ® AND SECTION 0 ) 1"x 2" O.B. BASE PLATE (TYP.) CONCRETE ANCHORS INTO " ® ® PRIMARY AND SECONDARY ANGLES #10 x 3/4" S.M.S. (TYP.) q S.M.S. STITCHING SCREWS 2"x S.M.B. COLUMN\ ®24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) `-TOP VIEW POST TO DECK DETAIL SCALE: 3"= V-0" Secondary Anchor Schedule ' Column Size - .. . Total Total- S.M.B. or S.S. Concrete Anchors NiO x 314" S.M.S. 2x4 4 114' 8 ........ ,.... -.: _... 2x6; (4)114": - __ 8..:. _ ....-.. .. 2x6 4 114" 10 —.--- –---- 2 x 8 (6)114' 14 " 2x9 6)1/4' Ili' 2x10 (10)114' 18 Noor, 1. Sea Section 9 for addillonel anchor Information. 2. Secondary anchor schedule applies to aide wells with uprights Thal are 2" x 5" and larger. Lawrence E. Bennett, P.E. FL # 16644 CIVIL SNOINEER. DEVELOPMENTCONSUL11ANr P.O. BOX 214300, SOUTH DAYTONA, FL 32121 TELEPHONE: 000) 7074174 FAk1 0061 TIT -6000 ® NOT TO so REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE 9.BENNETT.P.E. IPAGB1-51 I SCREENED ENCLOSURES SECTION 1 SCREENED ENCLOSURESSECTION 1 lj 1/4". x B" RAWL TAPPER ALUMINUM FRAME SCREEN THROUGH 1" x 2" ANDM ALUMINU AME SCREEN FR RE WALL - ROWLOCK INTO FIRST WALL. ANCHOR ALUMINUM FRAME ����aaaa COURSE OF BRICKS " ' TO WALL OR SLAB W/ CONCRETE CAP BLOCK OR P CA BRICK 1/4 x 2-1/4" MASONRY BRICK (OPTIONAL) ANCHOR OF POST —� ALTERNATE CONNECTION OF AND (x'244"' OC,: .: MAXIMUM 8" z B" x 16" BLOCK WALL SCREENED . ENCLOSURE FOR MOICK RTARNREQUIRE FOR (1) H5 0 BAR CONTINUOUS ' (MAX. 32") BRICK OR OTHER NOW LOAD BEARING BRICK WALL CONCRETE ANCHORS SHALL (1) #5 BAR Q CORNERS AND STRUCTURALKNEE. WALL 1"WIDE x 0.063' THICK STRAP 4" (NOMINAL) PATIO EMBED INTO CONC: THROUGH 4 1040" O.C: PILL CELLS AND EACH POST FROM POST To. CONCRETE SLAB (SEE NOTES CAP BLOCK OR BRICK 1-1/2" tHSi" KNOCK OUT BLOCK TOP FOOTING W/ (2) #10 x 3/4" CONCERNING FIRE SH R MESH) MIN. ai. COURSE "'q/3000 F31 PEA ST^AP TO POS %*. -' ALTERNATE CONNECTION OF RACK CONCRETE " /� — DECK OR GROUND LEVEL (1)1/4" x 1-3/4" CONCRETE ANCHOR TO SLAB OR a (3) #3!L BARS OR (1 SCREENED ENCLOSURE FOR - - FOOTING #50 BqR W/ 2-112' COVER BRICK : - (TYP ) OROjHERNON- GRADE. �. �'^'=— RIBS BRICiKKNEEWAI Akl STRUCTURAL KNEE WALL 1" A oN FOOTING OR D FO NDATION FOR SCREEN WALLS , WIDE x 0.063" THICK STRAP Q MONOLITHIC IF MONOLITHIC _-. _ SCALE!,3/4 = 1 0 EACH POST FROM POST TO SLAB 19 USED (SEE NOTES OF _ • DETAILS NEXT PAGE - (3;#3 BAR CANT FOOTING W/ 2 #10 X 3/4" O ) '•(, #3'BAR'CONT OR S.M.S. STRAP TO POST AND (1) (2) #5 0 BARS MIN. 2-1/2" OFF 2'-0" MIN. 3-1/2 (TYP, (� #5 BAR CONT 1/4"x 1.314" TAPCON 70 SLAB GROUND BEFORE SLOPE• ALL SFABS) . OR FOOTING ` f 00 KNEE WALL FOOTING FOR.SCREENED ENCLOSURES I i W SCALE: 3/4"=1•-0" TYPE I • ± 1-0 TYPE II TYPE,III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE. FOOTING 0-2" 112". ; 2" / 12" - 1'-10" 10" '— Notes for all foundation t eNotes . 1. No fooling required except when addressing erosion until the slab ividlh In the direction of the primary exceeds " — • ; 32 fl., than a Type II fooling Is required under the bed bearing wall only unless the side welt exceeds 16 ff. In 6„ height or the enclosures in a'C' _.. . 1 exposure category in Which case a Type II footing Is required for all wells, h— 1p - F 2. The foundelions shown ere based orlgmlLllmOmsnU!"�lN pressur�L1,5.04P3F BeedFlg-0ep6alty-0(-soil= (SIDEWALL ON t4G'TUR@ — — — ----- GOP ave -lle0using a pocket penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF (SIDE WALL ONLY) ALUMINUM STRUCTURE pdorto placing the slab.. FOOTING 2500 PSI CONCRETE (ALL FRONT WALLS) W/ (1) #50 OR (2) #30 CONT. FOOTING 2600 PSI CONCRETE 3. The slab / foundation shall be cleared of debris and roots and cornp acted prior to placement of concrete. BARS MIN. 2-1/2" OFF GROUND W/ (3) #30 OR (2) #50 BARS CONTINUOUS 4. Monolithic slabs and footings shell be minimum 2,500 psi concrate.with 6 x 6 -10 x 10 welded wire mesh or BARS MIN. 2-1/2" OFF GROUND crack control Ober mesh: Fibannesh 0 Mesh, InForcal e3T" (Formerly Fibermesh MD) per maufacturer's RIBBON FOOTING •TYPE 1 RIBBON FOOTING -TYPE 2 Epeclfica6on may be used In lieu Of wire mesh. 5. If SCALE: 3/4" =1'-0" local building codes require a minimum (doling, use Type II fooling or tooting sections required by local code. SCALE: 3/4" - V-0" Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4"- V-0" Lawrence E. Bennett, P.E. FL # 16844 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 211308, SOUTH DAYTC fL 32721 TELEPHONE: (308)707-"774 FAX: (380) 707.086a ' 0 COPYRIO14T 2o" GE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNBrr, p.e. PA1.53 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • 6SWLOPMENTCONSULrANT P.O. BOX 214388, SOUTH DAYTONA, FL 32121 ,.TELEPHONE; (38E)70r.4 4 . FAX: (30017076060 0 COPYRIGHT2E04 I PAGE NOT TOSS ABPRODVC90IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.R. 1-55 SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Sparril Pilinary 96AaK Roof Frame Members Aluminum Alloy 8063 T•8 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'•30'•00" North (Jacksonville, FL) .. Tributary Load Width 'W' • Beim 9 acln9 Snap Sections ', - 3'•0" 4'•0" 6'-D" 80,-0„ - .. T•0" 8'-0" . 9'•0"' Allowable Span 'L' 1 banding 'b' or deflection 'd' 2".x 2".x 0.044" .. 11'-9',.b 10'-2 b 9'-1"_::-...-_8'-4". _7cB...b. .._.1_e2 b 8'-9" b .... 2' x 3" x .046"'.... .180'-1' b 13.-1'::' 11'-8 ....101.81' -9+10 ^ b .9'.3'.'.- ., 81"" b _. 2' x 4' x 0.045"18,6' b 16'-11' b 14'-3" b 13'-0" b 1 1 11'-3' 2" x 6" x .082' 31'-3" tI ZT-1' , b 24'-2"- b 1 22'-1" b 1 20'3" b 19'-2"' 18'-0" 2" x 7" x 0.062" ... 34'-94- .b . 39-1", b 26'et t" bl 24'-7' b 22'-9'_ 21'•3'; :b . 20'.1• . It Note: .. 1. Thicknesses shown are "nominal" Industry standard tolerances. No wall thickness shall be lose than 0.040". 2. The structures designed using Ibis section shah be limited to a maximum combined span end upright height of 56' and e maximum upright height of 20'. Structures larger then these limits shall hove eke specigo engineering. 3. Spans are based on a minimum of 10# 1 Sq.. FI. for up to a 150 M.P.H. wind bad.- .. . 4. Spin Is measured from center of beam and upright Connection to (stela or wall connection. _ S. Above spans do not Include length of knot brace: Add horizontal distance from upright to center of brace to beam cannactlon to Inaabove spans for total beam opens. S. Purlln spacing Shell not exceed 6'- 8', For beam spans greater than 40'-0"l the beam at the center pudln and one pu n" araacTFl3'af°u'ntiach-ilda"�fiifi2=05R13T1Gr�-sfi"eil'Irir�"oda a ralfirao n se=e hl ownln'-deia11j4B'--0'�eriTvll pudins at 8'-a' D.C. center purlin and (2) purlins each side of centei purlIn need lateral bracing. 7. Spans may be Interpolated. Example: Max.'L' for 2"x 4"x 0.060" hollow section wlth'W' " 6'-0" a 11'•4", Lawrence E. Bennett, P.E. FL # 16644 CIVIL BNOINEER - DSVBLOPMENr CONSULTANT P.O. BOX 714308, SOUTH OAVTONA FL 32121 TELEPHONE: (300) 767.1774 PAX: (3280)707-4656 P1fflQH 1114 PAoa NOT TO 00 REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.S. SCREENED ENCLOSURES SECTION 1. Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Tributa Load Width YY' =Purlin Specinp 4'-0" 4'-0" 5'-0"-0'. 8'-0" �1�01-111117-2' Aluminum Allow 0083 T-6 b 0'-7" b 1 9'-1" b 6'3" 97r 8'41" 6 T•11' - b 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 Chips Trlbulary Load Width 'W' a Purlin Spacing Hollow Sections 3'•8" 4'4 41•6" 1 5'-011 1 5'-0" 1 8'-0" 0'-B" Allowable Span'L' I bonding'h' or de0ecllpn V. 2" x 2" x 0,044" T-8' d 74" If 7'-0" If I 8'-9" If 8'-0" It 6'-3" b 11'•11' - b 2"x 2" x 0.055" 8'-1" If 7'•g' dT•B" d T-2" d 8'•11" d 6'-9' d 6'3• -_ It 3" x 2" x 0.045" -0 B'' d 813• d 7111' d 7'3" d 1 7'-0" If 7'-3" ' d 80'•11" d - 2" x 3" x 0.045" 10'-9' If 10'•3" d 9'•9". b 9'•3" b I 8'-10" b 8'•6" - b 11'-0" - b- 2" x 4" x 0.050" 12'-2" b 1 11'4' b 10'-8' b 10'-2' b e'-0'. b "B'-3' '- b B' -B" b _ . - Tribute Load Width 'W' a Purlln 9 ecine - _ Snap Sections 3'-6" 4'-0" -:-. : P-8" 5'-0" 6'-8" . 8'•0" Allowable S02n'Ulbendln 'b'ords0oction'd" 2" x 2"x 0.044 - B'-9" d 6'-1' d r -g'' d T-0" If T-3'. d T-0" d e'-8' .- d 2" x 3" x 0.046" 11'•7" d 1141' d 1 10'-8' d 1 10'4•. d I 9'-11' b I 9'-0" b ' 9'-0' : b 2' x 4" x 0.045" 14'-80' d 1 14'-0" 111 13'-61! 111 12'-9" 111 12'-2" h 1 11'-8" 111 11'4"'-: b' . B. Sections Fastened Through Beim Webs Into Screw Bosses - - Tribute Load Wldt"Purlln Speding Hollow sections 3'-0" 4'-G 4'-80" 5'-0" 514" ' 80'-0" ••Allowable Span't:i bending'b'or de0bolloli'd' . 2" x 2" x 0.044" 9'-2" b B'-7" II8'•1" b 1 7'-0" b 1 74" -'b I 8'-11' bj 6'-7"' b 2"'x S' x 0.055" 9'•11• 1 9'4* It 1 8'•10' b 8'-4' b I 7'-11'." b 1 T-7' b 1 7'•3• b 2" x 3" x 0.050" 12.4" 01 11'-7" b I 1(T-11" b 104" It 1 8'-10" I) 9' -U' b 1 11'11" b . 2" x 4" x 0.060"-.... -.. 13'- ".:: III 12'-r. b A V-11'. ' b; 11* 4" z b 1 10'-10' - b 1 104'- b I W-10" b Snap 9eatlans • Tributa Load Width YY' =Purlin Specinp 4'-0" 4'-0" 5'-0"-0'. 8'-0" �1�01-111117-2' Allowable 3pan'L'Ibanding'b'ordaseclibn'd' 2" x 2" x 0.044"' b 0'-7" b 1 9'-1" b 6'3" 97r 8'41" 6 T•11' - b 1. Thicknesses shown are "nominal' Industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Spens are based on a minimum of 109 1 Sq. FL for up to a 180 M.P.H. wfi)d-bad.3. Span Is measured from center of beam and upright connection to leads or wall connection, 3, Span Is mesiurad from center of beam and Opright'connectim to fascia or wall connection.' 4. Pudln spacing shell not exceed 8'-0". For beam spans greeter than 40'-0" the beam at the canter pur In and ' I 6. Spans May be interpolated. CHECK TABLE 1.0 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example Max.'L' for 2"x 4" x 0.050" hollow section taetened to Mom with olips with'W' a 6'-0" • 10'•2" Lawrence E. Bennett, P.E. FL # 16644 I I CIVIL INGIII6511 * DEVELOPMaNr CONSUITArfr P.O. BOX 711308, SOUTH DAYTONA, FL 32121 TELEPHONE: (338)70r4T74 FAX: (388) 767-M ® COPYRIGHT 2004 PAee NOT TO 08 REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OP LAWRENCE E. aENNErr. P.E. 1-57 SECTION 1 I SCREENED ENCLOSURES I Table 1.3 Allowable Post / Upright Heights for Primary screen Wall Frame Members Aluminum Alloy 0063 TA For 3 second wind gust at velocity, of 120 MPH or an applied load of 14 #1 sq. It." " Tributary Load Width IN'- Upright Spacing - Snap Sections 3'•0" 4'-0" 7 Tributary Load Width V* a U right 8 actn Hollow Sections i2" 3'-0" 4'•0" 3'-0" 8'•0" 7'•0" B'-0" g• -p" Allowable Helphl'H'Ibending'b' or depectl0n'd' Allowable Helght'H' / bending 'b' or x 2" x 0,044" 8'-4" 6 T-3" l 8'•8' b 5'•11" b 9'•8"2" x 2" x 0.035" 9'-1" b 7'-11" 6 7'•1" 6 8'-6" 6 5'•17"Z"x3"x0.049" lb 6 12'-1" 6 11'-0" b ig 2'- b S'-7" 6 8'•11" b 0'- 2" x S" x O,Ofi2" 28'-5" b 22'-10" 6 20'5" 6 18'-8" 'b 17.3 b i8'•2" b - 11'-3" b 9'-9" 6 8'-9- b 1.11" IT T-5" 6-6 Y' x 4" x 0.050" 12'-6" b 10'-9" b 9'-7" 6 8'-8" b e'•1" 7'•2" b SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Pb/it1131,41:6 fittl Alill Spans, Header Spans & Upright Heights for Secondary Screen Will Frame Members Aluminum Alloy 8083 T-8 For 3 second wind gust si velocity 01`120 MPH or an applied load of 14 IF/sq. A. Sections As Horizontals Fastened To Poste With CII s TributeLoad dth Hollow Sections 3'•8' 4'•0" �'4'-b" 5'•0" :- b'r6" . 8'-0" 8'•8" Allowablo d his; '/bandln 'b orde0aclon ' x .x 7.3 IT 1 " 8 A 'x0.049., 7.9 7.8:..•. T•1 -7 84"... b -3 7 .0 ' 2 X %0.06 - .� 9na_Sectlon_ -°---- AI[6weblvHei his'H'lben 11 - 'b"'or tleno- ation'd' 2'x'.0.0 -4- . ..: S. Sections As Horizontals Fastened To Pools Throu IT Side Into Screw Bosses Trlbula Load Wicith'W' - Hollow Sections '•0' •8" . . •8 . .Allowable Hel hlc'H'I bendln'b or denecllon'd' z x 0, 7.9' 3 8'- Or e x2� x ,063,- b• b -11" 0-0 e. . Lawrence E. Bennett, P.E. FL # 16644 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENrcoNsrArANi ' P.O. BOX 714386, SOUTH DAYTONA, FL 32121 CIWL ENGINEER • D6VELOPMENTCCNSULTANr TELEPHONE! (3e6) 707-1774 ", P.O. BOX 714308, SOUTH DAYTONA, FL 32121 FAX: )386) 7074000 TELEPHONE: )306) 767.1774 FAX: 1360) 7674666 - oa kCOPYRIGHT2004 IA® conYRlaur2oaNOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE e. SENNETr, P.E. BE IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 Allowable Heights W1 bendinS'b or deflection V - " Tributary Load Width IN'- Upright Spacing - Snap Sections 3'•0" 4'-0" 7 - -+ "•• I a -c of 6'•7" DI 8'1" DI'T-11" b 74" 7 For allowable heights at wind velocities other than 120 MPH, !so come Nvon table 1A the 6'-0" 67-o" 7'-0" 8'-0" B'•0" ' on • - spoalticaflons for tables pegs at the beginning of this action and exempla below Allowable Helphl'H'Ibending'b' or depectl0n'd' Notes. .s -- - - 2- -0.044„ B'•11" b 8 =7" b 1'-8"...6 T-0" 6 8'-8' : b 8'•1' 6 5'-9' b - - �_.' - - - 1. Thlckne6Sea shown are "nominef Industy standard tolerances. No wait thickness shall be lass than 0.040'. 2"x:3 x 0 0451 12'-9'. 6 11'-0" b 9z-1 b e' 0" b r b T•10" 11T�' b 2" x 4" it 0.046' 16'-7' b 13'A" . 2. Ueing screen panel wldih'LM aeiect gid lenglbe, , , ' 3. She specific engineering required for pool enclosures In - 6 12'-1" 6 11'-0" b ig 2'- b S'-7" 6 8'•11" b 0'- 2" x S" x O,Ofi2" 28'-5" b 22'-10" 6 20'5" 6 18'-8" 'b 17.3 b i8'•2" b - over 20' mean toot height 4. Span la to be measured from center of beam end upright connection to fascia of wall con nedlon. 15'-3' b ' 2" x 7" x O.OB2" Z9':5" 6 45'•5" 6 22'-8" b 20'-8" b 19'•3" b 11'-11" b 18'•11" b • 6. CheIt reps o12" x 2" x 0.044'. min. and eel ®98' in height can be considered as resldenllel guardrails provided they are etiached wilii min. (3) 410 x 1712" S.M.S. Into the screw bosses do For allowable heights of wind velocities other then 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below•7. and not exceed 8'A" In span, 0. OIR.spacing shell not exceed 0'-6". Spens Note: may be fnferpoleled. - - 1. Thicknesses shown are "nominal" Industry standard tolerances. No wall thickness $hall be less than 0.040". _ IF HEIGHTS FOR'C' EXPOSURE CATAOORY AND/OR WINDtONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS 2. Using screen panel wldlh'W select upright length 'Fr. - SECTION. - • 3. Above heights do not Include length of knee brace. Add horizontal distance from upright to center.ot brace to beam - ••. ' connection to the above spans for total beam spans. .. ....... .. • • •-- -• 4. Site specific engineering required for pool enclosures over 20' In mean roof height. -- -- - - 9 _c., e:mseeurod=lromsenter-rohbeam°end°N htdon`nacloRo as eoF well"connecllon. -- - _--.—,.— S. Chair rails of 2" x 2" x 0.044" min. and set Q 36" In height can be considered as residential guardrails provided they ere 1 hachsd with min. (3) 810 x 1-1/2" S.M.S. Into the screw bosses and do not exceed 8'-0" In span. . 7. Heights maybe Interpolated. - - CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. - - - - - IF SPANS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE - EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENrcoNsrArANi ' P.O. BOX 714386, SOUTH DAYTONA, FL 32121 CIWL ENGINEER • D6VELOPMENTCCNSULTANr TELEPHONE! (3e6) 707-1774 ", P.O. BOX 714308, SOUTH DAYTONA, FL 32121 FAX: )386) 7074000 TELEPHONE: )306) 767.1774 FAX: 1360) 7674666 - oa kCOPYRIGHT2004 IA® conYRlaur2oaNOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE e. SENNETr, P.E. BE IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 F�-SCREENED ENCLOSURES ,--.- e-1.6_-.Minimum_Upright.Sizes.anrhf�ufnber'AI,$.Grewetor-Connection of Roof Beams tb Wall Uprights or Beam Splicing UprlghI M'Rlmum'Linin, Olrt -0egk Notes -Minimum h SECTION 1 0.224" 1 118'-0.125- #12 18'a0.125'p12 1/2 p1 2" z 9" x 0.072• z 0.224" 1/8'-0.126- 1 did nr l/$" 1 314" - 1AID" 1..7r,r a,, n nRs v n 3nA• I vA". n"— Refers to each side of the connection of the beam and upright and'esch aide of splice connection, 0.062" wall thickness, 0.310" flange thickness Nota: ' 1. Connection 012"X6" to 2"x 3• shall U30 a fua lap cut or 1/16" gussel plate. 1 2. All gussel plates shall be a minimum of 6062 H-32 Alloy or have a minimum yield strength of 23 ksl.' 3, For beam space connections the number of screws shown It, the Iota( for each spllce with 1/2 (he screws on each aide of the cut. ' -- 4. The number of a-- Is based on the maximum allowable moment of the "an" - - 6. The number of deck anchors Is based on RAW L R Tapper allowable load data for 2,500 psi concreta and / or equal anchors may be used. The number shown Is the total use 1/2 par aide. - - 8, Hollow splice connections can be made provided the conneclion Is approved by the engineer. - 7. If a larger than minimum upright Is used the number of screws Is the same for each bplice WIlh U2 the screws on each side of the cut, 8, Au beam to upright Connections for 2" x 7" beams or larger shall have an Internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. ' 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. The side wall upright shall have a minimum beam size as shown above, Is., a 2"X 4' upright shall have a 2"x 3" beam. 1 t. Connect beam to upright w/ H -bar, gusset plate, or angle caps for each splice whit 1/2 the screw$ on each aide of the cul. 12. For girt size use. uprlghl size (I.e. 2," z 6")t Read the 2'x 6" beam row for mJq., girl of 2'x 2" x 0.044".. ' Table 1.7 Minimum Size Screen Enclosure Knee Braces Aluminum 8003 T-8 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 364" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SID To 4'-6" 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 9.0) (See Table 1.8 For Number And Size Cf $craws) Nota: 1. For required knee braces greater than 4'-8" 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 C-11". Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENTCONSULTANr P.O. BOX 2143$8. SOUTH DAYTONA. PL 32121 TELEPHONE: (386) 7874774 FAX: (39a)T$7-a80a ® COPYRIGHT2004 PADG " NOT TO 61 REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PeRMISSION OF LAWRENCE E. SENNETT, P.O. 1"61