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423 Marathon Ln
r 02%21%2'I107 #ED 16: 43 i 3j7 339 0205 DESIGN, PRO. SCREENS„ •..•"° Date:i' RE �ooiiooi at yy //l _ p� CEIVED Job Addroser. aJ Q-«-� (h`6h !`� • G ih ?"if f GQ- _1"L �/�7'1 / FER 07i Description of Work: Historic District; Zoning: Value of Worst: S d t� Perooit lVpe: Building Electrical Mechonicel Plumbing Firc Sprinkler/Alarm Pool Electrical: New Service - # of AMPS AdditioWAhesation Change of Service Te nparary Pole �) Medwalcal: P aidential Non -Residential Replacement New (Duct Layout. & Energy We. Required) "l Plumbing/ New Commercial: # of Fixtures # of WUM & Smar Lines # of Gas Lincs CY Plumbing/New Aeddentillk # of Water Clossefs Plumbing Repan - ResidmG6al or Commercial Occupancy Type: Residential C*flm eisl indastrial Total Square Footage Constrac ion TYPC: # of Stones # of DweW=g OoiRs Flood Zone ()FEMA form ragatred for alba OmX) pyrcd A: � 9 - t1 7 ' 3 / - �O l 0 0 0 0 - p2 � ? d . (Attach )Frani of O+.nenhrp et Legrd Desertpnoa) A I&asa: d /ti A r see H i ? " Caatraebw Maw QTc Addreu: e 1 t1 %ire%C C �N s sS / / iL / -7 l6 / D K Lvb o cQ � 7 6 -State License Norah CQ G %�S�e� l / 6 _ Phone & 11= yx 6 % -� 3 9 - b, 6 f Contact Person; _ ) a V C- Phosc y0 /V 9-0 Rmiling CompanT Address' Mortgage Lender: Address: Ard ttee:tl mpe er. 1Pasue: Address: Fttz Application is hereby made to obtain a pea nit to do the work and inafaliations as indicated. 1 amlify that no work or instelkdon has Camm=u;cd prior W rho issuance of a permit and that all wale wID be podiamad to meet stands & of all lova mplatlog conctwtim in !Lis jraiadiction I meda tend that a "7wate pemtit mast be smucd for ELECTRICAL WO G, PLUNBING, SIGNS, WMLS. POOLS, FURNACES, BOILERS. HEATERS, TANKS, and AIR CONDTTIONEE11%eta OWNHR'S buWAM. I codfy that all of the fcasgaiog infotonatien is accurate and that all Wodc WE be done in c Vliasee with all gpUwbk laws regulating cmatractim and x0shig, WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR DOROVF.Iv>F. TS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BHFORE RECORDING YOUR NOTICE OF COMUENCEMENT, NOTICE: In addition to oto nequbctumta of ties pe=lt, there may be additional R umbons thea canary, and than my be addiponal permits required frog, otba governmental entities a reification tba I of Nataty-Stabs pmpcdy of ibis property that 1wife,15ffimd in the public reconh of iter agement - tray agencies, at feda w agencies. -P/ - Di Fri Co cttu/Agemt'a Name -x1_67 Data SigtmsroofNoWy4tsteofFlosida Date OvInWIAlml is _ Pcoaoally Kn vn to Mc ox Conouctar/AgcM is -&—Parsonally Known to Me of Produced IDe�• fs ".. ; G C A I G a _ Produced m APPLICATION APPROVED BY: B1Q�r Zoning �% O r� Utilities: FD: (bdtiol V —D-te) (Initial & Daft) (Initial & Dere) (ImNal & Date) Spacial Ccutditions• =°�nRr Poet^ Notary Public State of Florida David Romanowski My Commission DD405947 Expires 0-3/10/2009 001tY "�e Notary Public State of Florida �'' David Romanowski ,o` My Commission DD405947 Fa°°' Expires 03,11o!1009 -Y LO -1 09, Seminole County Property Appraiser Get Information by Parcel Number Page I of I http-://www.scpafl.org/web/re—web.seminole—county—title?parcel=2919315010000227O&c... 2/21/2007 DAVID JOHNSON. CFA, ASA 22.4 1c, PROPERTY 0 Z APPRAISER Z 107 SEMINOLE COUNTY FL. 2A 1101E' FiRs'r sT SANFORD,FL32771-1468 407-665-7506 10.1 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 29-19-31-501-0000-2270 Number of Buildings: 1 Owner: SCOTT CARLOS M & GWENDOLYN A Depreciated Bldg Value: $212,629 Mailing Address: 423 MARATHON LN Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32771 Land Value (Market): $34,000 Property Address: 423 MARATHON LN SANFORD 32771 Land Value Ag: $0 Subdivision Name: CELERY KEY Just/Market Value: $246,629 Tax District: SI-SANFORD Assessed Value (SOH): $237,846 Exemptions: 00 -HOMESTEAD (2006) Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $212,846 Tax Estimator 2006 VALUE SUMMARY Tax Value(without SOH): $4,075 SALES 2006 Tax Bill Amount: $4.075 Deed Date Book Page Amount Vac/Imp Qualified Save Our Homes (SOH) WARRANTY DEED 09/2005 06101 1882 $269,400 Improved Yes $0 Savings: Find Comparable Sales within this Subdivision 2006 Taxable Value: $207,045 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 34,000.00 $34,000 LOT 227 CELERY KEY P13 64 PGS 85 - 96 BUILDING INFORMATION Bid Bid Type Year Fixtures Base Gross Living Ext Wall Bid Value Est. Cost Num Bit SF SF SF New 1 SINGLE 2005 10 1,690 3,410 2,844 CB/STUCCO $212,629 $214,777 FAMILY FINISH Appendage / Scift OPEN PORCH FINISHED / 128 Appendage / Scift OPEN PORCH FINISHED / 18 Appendage / Scift GARAGE FINISHED / 420 Appendage / Scift UPPER STORY FINISHED / 1154 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/web/re—web.seminole—county—title?parcel=2919315010000227O&c... 2/21/2007 POWER OF ATTORNEY Dater 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 (�-! ;-cQ— Building Department fora PdD h G%s�.�c permit for work .to be performed at a Location described as: /-b 11,-5 C Section /n 4 , Township , Range J/ , Lot �� �� Block Subdivision (f v /e r n (address of job) f f dd�ry�o �+� n Co �� �/,�� /"llLr���►o n /,� • ,��-V��!'� �` .���91 (owner of property and address) and sign my name and do all things necessary to this appq Jeff Cheffer / (Type or print and signature name The foregoing instrument was acknowledge before me this f / °1 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: KERLY L. BORTELL lic, State of Florida FNotar'yMp'ub Commission Expires Oct 15, 2009 Commission # OD458029 1/00----- January 01, 2007 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering ALUMINUM STRUCTURES DESIGN MANUAL" 2004 edition & 2006 edition Dear Building Official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" during the year 2007. When we publish and distribute the 2006 ed of the "ALUMINUM STRUCTURES DESIGN MANUAL" they will be authorized to use that manual for the remainder of 2007. Our authorization is based on a January to January basis requardless of the edition of the manual. This authorization also applies to contractor master file drawings, " ONE PERMIT ONLY" drawings or any "site specific" drawings that I may furnish the contractor. Jeffrey H Cheffer CBC1252116 Design Pro Screens, Inc 655 Wilma St unit 101 Longwood, FL 32750 They are hereby added to my 2007 MASTERFILE LIST Should you -have any convenience. Sincere-ly; - stions please aontact,_me at your Lawrence E /AAenne , P.E. #16644 Parcel Identification Number P- / q `h- 5"1 -1)6" -014;Z ? 4 Prepared by: David Romanowski 1287 S Oleander Street R to; Longwood, FL 32750 n Design Pro Screens 655 Wilma Street Longwood, FL�5� NOTICE OF COMMENCEMENT State of Florida County of Std IA I t�1. 6 •. 1. 11. 11 .■, 1, ■■w it law n out Is its n 111 11 ®1® t1 111 11 111 1 1141 !YANNE MORSE, CLERK OF CIRCUIT COURT INOLE COUNTY 06600 Fg 0543; Q pg ) ERK'S # 2007028430 ORDER 02/23/2007 11:35:40 Aid ORDIND FEES 11.01 ORDED BY H DeVore [ -T�c'E} mpv. 7 nt�y. wed a "7,7071,SE ',l t " or r t6t!': IT COURT itiMis�11.E 'got N . FLORIDA CLERK The undersigned hereby gives notice that improvements) will be made to certain real property, and in accordal e with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. s, 1'. Description of property (legal description of the property, and street address if available) FEB 2 3 200�� 1--61- Aq ? C zoie r• y %e y 76 4 y ?6_S 8 5- 4 2. General description of Improvement(s) 71cc C_ 16 r 3. Owner information . Narne 6'�rrdr "Y ��� � Telephone Number Address ff,/�3 Il.lt-reL-fes p°' �`Fax Number rte - t Interest In Property: &2h Z- d 4. Fee Simple Title Holder (if other than owner shown above) Name Telephone Number Address /V/b Fax Number 5. Contractor Name Design Pro Screens Address 655 Wilma Street Longwood, FL 32750 6. Surety (if any). Name Address q 7. Lender (if any) Name Address N//? Telephone Number 407-947-4599 Fax Number 407-339-0205 Telephone Number Fax Number Amount of bond $ 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%/ 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): I - o `7 Date Signed Sworn to and subscribed before me this Uk.)ei)Z2e> /'I/ r\ ture of Owner (•'o e: per 3.13(1)(g), "owner, must sign... and no o else may be permitted to sign in his or her stead." day of P~l[-��� 20 7 by who is personally known to me OR ✓produced �Z tbL 0 ;5;300 9 -717 - 9Z 2— 0 as identification. SEAL Signature of Notary a°,PRr °G� Iv^ r til i. n1 Florida I Davi[ �r�iltti ki Q v >. a My a n,i 00405947 X04.0 r" i u,I101 01;9 Revlsed 5/24/04 CELERY BEY HOMEOWNERS ASSOCIATON INC, TO: HOMEOWNER FROM: ARCHITECTURAL CONTROL COMMITTEE' SUBJECT: PROPOSAL REQUEST DATE: 6/26/2006 Thank you for your recent proposal request to the ARCHITECTURAL. CONTROL CoApff TEE. The committee was voted and approved by the CELERY KEY HOMEOWNERS WARD OF DIRECTORS The committee has reviewed your request and signed a Proposal Fo il. Please review the following Proposal Form and the outcome. Specifically, pay close attention to the determination with any eo ,suggestions by the eomrrattee, or gny <a" *e 4qpVj#W Creeds to gggwo detemunation. The t ommittee follows the same covenants and rues *ta tw each homeowner as a guideline. Worft with you tate honvvwnea and the CELERY KEY BOARD OF DIREMRS, we will continue to keep CAlety Ked' a Si�W40*ftunity. We are returning your Proposal Request and any other information submitted to us. We have also kept a copy of your request and the determination for HDA/ACC records. 12/03/06 ACC Members, This letter has been written by Carlos M. Scott, resident of Celery Key (423 Marathon Lane), to seek approval to add a swimming pool to the exterior of my home. I have selected a pool company and have submitted my plans to the City of Sanford for a permit. I have enclosed a copy of the pool design including dimensions and other specifications. The pool I am seeking to add to my home will be screened in. Enclosed in this packet, you will find: 1. Written Letter Seeking ACC Approval 2. Completed Architectural Review Application 3. Copy of Pool Plans Indicating Dimensions, Materials 4. A Copy of My Survey Indicating the New Addition Thanks for your time and cooperation with a current homeowner of Celery Key. Sincerely, Carlos M. Scott CELERY ,KEY HOMEOWNERS ASSOCIATION, INC. Architectural Control Committee Date: Property Owner: t 4 U Lot#_,j2g7 Phase# Property Address: An I o e Telephone � d - 7) gr2z-5 Email- P-IVM.SW 60 l fr. 60/4 Architectural Review Application for: Swimming Pool Exterior Paint Colors Fencing ATTACHMENTS FROM PROPERTY OWNER: Written request describing addition, change or installation Property survey showing where addition or installation is to be located VSpecifications (Copies of plans indicating dimensions, materials made of, color, samples, pictures and brochures) NOTE: Please be advised that work CANNOT be started until the ACC has provided a written approval of the application. FOR USE BY THE ARCEMCTi7RAL CONTROL COABUTTEE Request received forward to ACC to owner The A.CC s decision on the plans submitted is as follows: _j,e!:.f Approved with the following comments: *You must obtain any permits that are required. Denied j e In -z'j it INFORMATION RECIEVED IS INCOMPLETE—required information is: C V0 U/ #oq /,I-/ ovii A A, I-Id46 �d2 /11 1004 South US Highway 17-92 a Longwood, FL 32750 Phone: (407) 339-3100 ® Fax: (407) 339-7012 see ........... 000 A VZ. ... ............. - i � F SNfv%� ft-A-XICACArm - Ott Qf - �,rflil ea -At 'PAA,V!Z-'V jl gids'' C) i%VlW-J?- PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 227, CELERY KEY, AS RECORDED IN PLAT BOOK 64, PAGES 85-96, OF THE PUBLIC RECORDS ..OF SEMINOLE COUNTY, FLORIDA. NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6=7(A). b,=89°56'00" _ R=50.00' GRAPHIC SCALE L=78.48' 15 30 CB=N45`02'00"E C=70.67' LOT 225 e i �4 x — ° 1 BNLWNG SETBACK UNE Q 53.0 OJ CENTERLINE O LB #5738 (09/21/05) 04 00 r- N, N .•1.•+ ND t RO N RCD AND CAP LB 3 (09/21%05) LOT 226 r I— 0 j I : E511 <-L- k Z> 4.11,J LOT 228 v ej IC -14- CQA•�G /1! FOR THE BENEFIT AND EXCLUSIVE USE OF: D.H.I. TITLE OF FLORIDA. INC. FIDELITY NATIONAL 7171E INSURANCE COMPANY OF NEW YORK DHI MOMAGE COMPANY. LTD CARM SCO AND GWENDO_YN A SCOTT ` L7C WAY DRtV �g • . L { -� PI C W e WALK IS os' OFF r DRAINAGE fASEIALNT — — � — "'_ BNLWNG SETBACK UNE Q 53.0 - 3 CENTERLINE O LB #5738 (09/21/05) 3� * • _• ::'� N cq TWO STORY ND t RO N RCD AND CAP LB 3 (09/21%05) CONCRETE BLOCK o d< WOOD FRAME K' `�.^a�::� F;K �' 0 RESIDENCE A DENOTES DELTA ANGLE O ElEVA110Nm15 99 r C/W I U) LICENSED SURVEYOR C.B. DENOTES CHORD BEARING WALK IS PERMANENT REFERENCE MONUMENT 29.s' I; .. os' OFF 53.0• / 140 — — — — — 10' UTI TY EASEMENT �• ` O k0 WALK IS T :\,Zt.''l." j'`; "In Kta OFF ol_ N90'00'00"E 75.50' I 75.50' N90'0000�� 151,00' PC 10TE: 6Ff(V LK 75.50' r OrF Re75.00' L M7?' _ -- — CFN45'02'DO'E PT MARATHON LANE 50' RIGHT OF WAY ALL DIRECTIONS AND DISTANCES HAVE .EN FIELD VERIFIED AND ANY CONSISTENCIES- HAVE BEEN NOTED ON THE JRVEY, IF ANY. PROPERTY CORNERS SHOWN HEREON WERE .T/FOUND ON 09-21-05, UNLESS OTHERWISE TOWN. THE SURVEYOR HAS NOT ABSTRACTED THE .NO SHOWN HEREON FOR EASEMENTS, RIGHT OF \Y, RESTRICTIONS OF RECORD WHICH MAY 'FECT THE TITLE OR USE OF THE LAND. NO UNDERGROUND IMPROVEMENTS HAVE BEEN lCATED EXCEPT AS SHOWN. LEGEND BNLWNG SETBACK UNE Q FIND NAIL AND MM CENTERLINE ° LB #5738 (09/21/05) RIGHT OF WAY LINEF 1,si4 E18STING ELEVATION ® ND t RO N RCD AND CAP LB 3 (09/21%05) CON CNA KORNER NOT ACCESSIBLE A DENOTES DELTA ANGLE LB LICENSED BUSINESS L DENOTES ARC LENGTH LS LICENSED SURVEYOR C.B. DENOTES CHORD BEARING PRN PERMANENT REFERENCE MONUMENT PC DENOTES POW OF CURVATURE PCP PERMANENT CONTROL POINT PI DENOTES POW OF INTERSECTION PER PLAT PRC DENOTES POINT OF REVERSE CURVATURE MEASURED PT DENOIER POINT OF TANGENCY app ....... TYP A it TYPICAL 19 Arnunmro¢o a Structural plan review is limited to a " general survey for code compliance.' No review is implied nor was taken to verify structural adequacv Code violations found during inspection are required to be corrected. Plan/permit issuance does not grant approval of a code violation. 2004 FBC109.1 X 7-X zx 3 29 CITY1 p, I FF 03- 71"F[" W lt� zx 3 29 CITY1 if b A-V I FF 03- 71"F[" x x lt� 4i N N Num zx 3 29 CITY1 if b A-V I FF 03- 71"F[" x x lt� 4i I N Z � I I / zx G 77--2,0 zx 3 X N N k x x x lt� X N SCREENED ENCEOSURES SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H ALTERNATE CABLE (SEE TABLE 1.3) 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 F Ri.qFR WALL WHERE IUIRED LINS (TYP.) ,ONAL ROOF BRACING SCHEMATIC SECTION 1) LE BRACING K -BRACING (OPTIONAL) -� \ GIRT (TYP.) } SCREEN (TYP.) / SW ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 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. PLANS REVIEW-E-0-- CITY EVIEECQTY OF SAN FO R D Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767A774 FAX: (386) 767-6556 © COPYRIGHT 2004 r��l NOT TO BE REPRODUCED IN VVI IDLE OR IN PART IN'ITHOUT� THE WRITTEN PERI•AISSION OF LAVVREhJCF E BL=NMETT, P E -3 V -111m, HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) X 2" STRAP - LOCATE AND Q 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 COMPOSITE 2"x 3" EAVE RAIL POST TO BEAM FASTENING (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 ,: ® 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) 767-4774 FAX: (386) 767-6556 PAGE �j © COPYRIGHT 2004 E -_-� ` -28 _� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P.E. I J LLl U W 7 Mil BEAM - SCREEN ROOF z a- > F--- 0.050" H -CHANNEL U ® CD OP. GUSSETS W < _ ® e ®® (D ry M- ®® 45°± LENG OF KNEE B F / V -111m, HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) X 2" STRAP - LOCATE AND Q 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 COMPOSITE 2"x 3" EAVE RAIL POST TO BEAM FASTENING (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 ,: ® 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) 767-4774 FAX: (386) 767-6556 PAGE �j © COPYRIGHT 2004 E -_-� ` -28 _� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P.E. I Oz S ,Rl�-ENED ENCLbSURIES SECTION I STRAP SUPER OR EXTRUDED GUTTER HOST STRUCTURE SPACING/2 + SPACING/2 I SPACING/2 * SPACING/2 — BEAM SET SPACING BEAM SET SPACING — :,,,STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = V-0" I r I ALTERNATE I TRANSOM UPRIGHT M I \ \SUPER OR \ \[,0D EXTRUDED \ GUTTER 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP (SEE SECTION 9) 2" S.M.S. OR LAG SCREWS (SEE SECTION 9) 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" PLANS REVIEWED Lawrence E. Bennett, P.E. FL # 16644 q cep OF ��{tl�FORD CIVIL ENGINEER - DEVELOPMENT CONSULTANT Cp ry !9 � q P.O. BOX 214368, SOUTH DAYTONA, FL 32721 11 I! U TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 I PAGE NOT TO BE REPRODUCED IBJ 4VH01-E OR IN PART WITHOUT THE 1^1RIITEN PERMISSION OF LAWRENCE E UEJNETT, PE 1 11 -21 SECTION 'a SCREENED ENCLOSURES WIND BRACE CONNECTION DETAIL SCALE: 3"= V-0" S.M.S. TOE BEAM AND/OR AIL SION 31ON 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 ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-36 - -- NOT TO 6E REPRODUCED IN WHOLF OR IN PART WI"t ROUT THE WRITTEN PERMISSION OP LAV,Rk=NCJ- F_ BENNETI, P.F. 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) SECTION I EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = V-0" BEAM TO WALL CONNECTION: BEAM TO WALL CONNECTION DETAIL SCALE: 3" = V-0" PLANS REVEWED Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER . DEVELOPMENT CONSULTANT MY p O rF SA n FU R ® P.O. BOX TELEPHONE: SOUTH 6)DAYTONA.7 FL 32121 �3U7 I[Ir�' ��1 TELEPIIONE: (386) 767-0774 FAX: (386) 767-6556 CC) COPYRIGHT 20041 PAGE ++��-7� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITF IOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E aJ (2) 2" x 2" x 0.060" ALTERNATE: EXTERNALLY MOUNTED 1" x 2", 1" x 3" OR 2" x 2" ANGLES ATTACHED TO WOOD ATTACHED TO WALL W/ #10 x FRAME WALL W/ MIN. (2) 3/8" x 2" S.M.S. @ 16" O.C. 2" LAG SCREWS PER SIDE OR TO CONCRETE W/ (2) 1/4" x r2-1/4" ® ANCHORS OR MASONRY HOST STRUCTURE MASONRY w L WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAN OR FRAMED WALL C° ® DEPTH LARGER THAN 3" (SELECT FASTENERS FROMLu a ® SECTION 9 TABLES) 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 PRIMARY OR MISC. FRAMING__� WALL W/ MIN. (3) 3/8" x 2" LAG BEAM (SIZE PER TABLES) SCREWS OR TO CONCRETE ANGLE OR RECEIVING OR MASONRY WALL W/ (3) 1/4" 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" = V-0" PLANS REVEWED Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER . DEVELOPMENT CONSULTANT MY p O rF SA n FU R ® P.O. BOX TELEPHONE: SOUTH 6)DAYTONA.7 FL 32121 �3U7 I[Ir�' ��1 TELEPIIONE: (386) 767-0774 FAX: (386) 767-6556 CC) COPYRIGHT 20041 PAGE ++��-7� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITF IOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E aJ 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) / oU) z u� / W a Ill TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR K -BRACING CABLE OR (IN WALLS) K -BRACING (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" = 1'-0" PLANS REVIEWED Lawrence E. Bennett, P.E. FL # 16644 8 Ttl OF S A N F ®R D CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767A774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAV)RENCE E. BENNETT, P.E. 1-39 SECTION -1 I 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 445 Sq. Ft. / PAIR OF CABLES * TOTAL WALL AREA =100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE:. FRONT.WALL AREA @: 1,00%0'x.32')# 256 Sq. Ft. ..SIDE WALLAREA @ 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 SIDE WALL CABLE ** 3/32" ONE PER 233 Sq. Ft. OF WALL 1/8" ONE PER 445 Sq. Ft. OF WALL ** SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. C) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and.the mid -rise rail..f more=than;one additional girt -is required between the top or eave rail and the chair -rail, then there shalt be: an;,�additioftal�front*alf cable -°pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq, Ft.. The side wall cable may be _attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 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 (j © COPYRIGHT 2004 �+ - NOT TO BE RC -PRODUCED IN WHOLE OR IN PART Nl11110UT TI -1E WRITTEN PERMISSION OF LAWRENCE E BENNETT. P F_. SCREENED ENCLOSURES 5) #10 S.M.S. (MIN.) - x 1-1/2" x 8" FLAT BAR 125" PLATE OUT ON 45° ANGLE _T OR TURNBUCKLE FOR CABLE TENSION ESS STEEL (SEE TABLE) RIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = 1'-0" A SECTION 1 0 0 0 ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF ® ® FRAME MEMBER 615 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 ®®®® (TYP.) � a MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" PLANS RMEWED Lawrence E. Bennett, P.E. FL # 16644 O CIVIL ENGINEER -DEVELOPMENT CONSULTANT C �-ry O 111Tp�111 P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-0774 FAX: (386)767-6556 © COPYRIGHT 2004 PAGE ` NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNEPF. P.E � -�}A --------------- - SECTION 1 SCREENED ENCLOSURE ;LAB MIN. (2) 1/4" OR 5/ - CONCRETE ANCH( ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CI TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE FOR 3/32" CABLE 5/16" x 2" CONCRETE ANCHOR W/ CABLE THIMBLE AND WASHER 3-1/2" (4" NOMINAL) SLAB (MIN.) J SCALE: 3" = 1'-0" SLAB FOR 1/8" CABLE, HAVE A THICKENED EO ACHIEVE 5d MIN. AND)( 2" ANCHOR 5d (MIN.) 1 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" =1'-0" Lawrence E. Bennett, P.E. FL # 16644 PLANS REVEWE® CIVIL ENGINEER - DEVELOPMENT CONSULTANT ,yam �, p p� p P.O- BOX TELEPHONE: SOUTH 6) 7674 A, FL 32121 C 8 �� O F S pp pay FO R TELEPHONE: (386) 767774 dim � Fd FAX: (386)767-6556 PAGE ,q n © COPYRIGHT 2004 1 -42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. • SECTION 1 SCREEN 1" x 2" O.B. BASE PLATE (TYP.) SECONDARY 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 J S.M.S. (SEE:`SCHEDULE NEXT`PAGE) A. CONCRETE ANCHOR : a (SEE SCHEDULE NEXT PAGE) NOTE: DETAIL ILLUSTRATES PICAL 2" x 4" S.M.B. COLUMN CONNECTION SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES ri d SCREENED ENCLOSURES V VARIES 4" SHOWN a.. 2" 5d (MIN.) (MIN.) SIDE VIEW NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 6" (MAX.) 6" (MAX.) 3000 P.S.I. CONCRETE FRONT VIEW 2" x 2" x 0.063" PRIMARY ANGL EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d* MINIMUM EDGE, DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE 1/4" 1-1/4" 3/8 1-7/8" �''�.i 1-1/4 MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0.063" ANG 1" x 2" BASE PLATE (TYP.) 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES 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 PLANS REVEEWED CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX , SOUTH A. FL 32121 TELEPHONE: (386) 7674T74 MTY OF SAN FO R D FAX; (386) 767-6556 PAGE C © COPYRIGHT 2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES I SECTION 1 ALL CONCRETE ANCHOR BOLTS TO BE RAWL. EXPANSION BOLTS OR EQUIVALENT SECONDARY I V SCREEN 2" x (d - 2") x 0.063" ANGLE I d' VARIES EACH SIDE OF COLUMN (4" SHOWN) PRIMARY 2" x 2" x 0.063" ANGLE (SEE SCHEDULE PAGE 1-51) EACH SIDE 2-3/8" BRICK PAVERS I ® G (2) #10 x 3/4" S.M.S. EACH SIDE THIN SET BETWEEN CONCRETE AND PAVERS I I G G 1" x 2" O.B. BASE PLATE (TYP.) 5d` MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB CONCRETE ANCHOR BOLT 0 ' 5d DISTANCE (SEE SCHEDULE PAGE 1-48) 3000 P.S.I. CONCRETE — NOTE: DETAIL ILLUSTRATES a ° GRADE 1-1/4" (MIN.) CONCRETE TYPICAL 2" x 4" S.M.B. ANCHOR EMBEDMENT COLUMN CONNECTION 2" (MIN.) (MIN.) 5d cen� v��w PRIMARY 2" x 2" ANGLE (SEE SECTION 9) CONCRETE ANCHOR THRU PRIMARY ANGLE 1" x 2" BASE PLATE (TYP.) TYPICAL SELF MATING OR SNAP SECTION (2) #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHORS @ 24" O.C. 1-1/4" a 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 1-1/4" EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECKIPAVER DETAILS SCALE: 3" = V-0" NOTE: FOR SIDE WALLS OF 2"x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. PLANS REVIEWED Lawrence E. Bennett, P.E. FL # 16644 �j np CIVIL ENGINEER - DEVELOPMENT CONSULTANT CITY O F SAS v FD R ® P.O. BOX TELEPHONE: SOUTH ) 767-4 A, FL 32121 � �! TELEPHONE: (386) 767�T74 FAX: (386) 767-6556 COPYRIGHT 20@3 NOT TO BE REPRODUCE_[) IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNEIT. P.E. I PAGE 1-49 I © SCREENED`ENCLOSURES CONCRETE DECK EDGE 2" x 2" PRIMARY ANGLE VARIES 5d (MIN.)" 2-1/2" (MIN.) BOLT 0 ' 5d DISTANCE 1" x 2" O.B. BASE PLATE (TYP.) #10 x 3/4" S.M.S. (TYP.) 2 " x S.M.B. COLUMN TOP VIEW POST TO DECK DETAIL SCALE: 3" = V-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total #10 x 3/4" 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 (4) 1/4" 12 2 x 8 (6) 1/4" 14 2 x 9 (6) 1/4" 16 2 x 10 (10) 1/4" 18 SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN SECONDARY 2" x 2" x 0.063" ANGLE (SEE SECONDARY ANGLE ANCHOR SCHEDULE AND SECTION 9) CONCRETE ANCHORS INTO PRIMARY AND SECONDARY ANGLES S.M.S. STITCHING SCREWS @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) 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) 7674774 FAX: (386) 767-6556 © COPYRIGHT2004 PAGE _-NOT 10 BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERh11SS10N OF I-AWRENCE E. BENNETT. P.E,g. 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 (Jacksonville, FL) Note: 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 centec:of.beamrand upright connectiontto#ascia-or.wall connection. 5. _. Above -spans do not include.alength••of:knee ;bracet-.'.Addhorizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Purtin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one pudin 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) 767-6556 i PAGE C © COPYRIGHT 2004 1-56 `- ANOT -TO BE REPRODUCED IN WHOLE OR IN PART WITHOL11 THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P E. SCREENEDENCLOSURES SECTION I 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 Hollow Sections F X-6- -2" x 2" x 0.044" 7'-8" d 2" x 2"x 0.055" d 3" x 2" x 0.045" 7-g d FX Y. x 0.045" 9" d x 0.050" 12'-2" b Tributary Load Width 'W' = Purlin Spacing 4'-0" I 4'-6" I 5' 0" 11 1 5'-6" 6'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 7'4" d 7'-0" —7-7—d d 6'-9" d 6' 6" b 6'-3" 7'-9" d T-2" d 6'-11" d b d 7'-11" d 7'-8" d 77" d 7'-3" 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" 11'-4" bl 10'-8" . b 10'-2" b9'-8" b 9'-3" 6'-8'• b 5'-11" b d 6'-6" b d 6'-11" d b 8'-0" b b 8'-9" b B. Sections Fastened Th Hollow Sections 3'-6' Beam Webs Into Screw Bosses Tributary Load W'rd to 'W' = Purlin Spacing 5,, 0.. 5. 6,. 6, 0., / bending 'b' or deflection 'd' ,8 6'81 Allowable Span 'L' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 2" x 2" x 0.055" 9'-11" b 9'4" b 8'-10" b 2" x 3" x 0.050" ' 12'-4" b 11'-7" b 10'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b to 'W' = Purlin Spacing 5,, 0.. 5. 6,. 6, 0., / bending 'b' or deflection 'd' ,8 6'81 7'-8" b 7'-4" b 6'-11" b 6'-7" b 8'-4" b 7'-11" b T-7" b 7'-3" b 10'-4" b` 9'-10" b 9'-5" b ;8'-1�-b 11' 4" b 10'-10" b 10' 4" b 9'-1 Tributary Load Width "W'= Purlin Spacing Snap Sections 3'-6" 4'-0" 4'-6" 5•-0, 5. 6.. 0.. 6, 8„ Allowable Span 'L/bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" b I 10'-2" b I 9'-7' b Notes: "I" bi 8'-8" b 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 connectionto fascia or wall connection. 3. Span is measured from center of beam -and upright connection to fascia or wall connection. 4. Pudin 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" PLANS `ll i!`a I DD i T !� t= `.-�� s Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-0774 FAX: (366) 767-6556 © COPYRIGHT 2004 PAGE W NOT TO BE REPRODUCED R2 WHOLE OR IN PART WITHOUT TIC- VJ c?I7l En) pF RMJSSION OF L4WRENCE. F BEN?HETI. F-' IS 1-57 . SECTIO SCREENED ENCLOSURES 1 ributary Load Width 'W'= Upright Spacing Snap Sections 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" Allowable Height'H' / bending'b' or deflection'd' 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 -F1--b1 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18' 8" b 17'-3" 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 ' For allowable heights at wind velocities other than 120 MPH, 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 theabovespans for total.beam spans._,_ 4. Site specific engineering required forpool 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) 767-4774 FAX: (386)767-6556 PAGE �i S� © COPYRIGHT 2004 `--Y ---v' 1 �`+"' --NOT TO BE REPRODUCED IN WHOLE ORIN PART WITHOUT THE WRITTEN PERMISSION Of LAWRENCE E BENNE TT, P.E. Table 1.3 Allowable Post / Upright Heights for Primary Screen wail 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.' Tributary Load Width 'W'= Upright Spacing Hollow Sections 3'.0" 4'-0" 5'_p" 6•-0.. 7' 0" 81-0.. 9. Allowable Height 'H'I bending 'b' or deflection 'd' 2" x 2" x 0.044" 2" x 2" x 0.055" 8'-4" b 7'-3" b 6'-6" b 5'-11" b 5'-6" b 5'-1" b b 4'-10" 2" x 3" x 0.0451,--- g'-1^ b 7'_11^ b 7'-1" b 6'-5" b 5'-11" b 5'-7" b 5'-3" b 2" x 4" x 0.05o,-, 1 V-3" b 9'-9" b 8'-9" b 7'-11" b 7'-5"b 6'-11" b 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b 7'-7" b 1-2" b Tributary Load Width 'W' = Upright Spacing Self Mating Sections 3'-0" 4'-0" 5'-0" 6'-0" 1 7'-0" x Allowable Height'H' / bending'b' or deflection'd' 2" 4" x 0.044 x 0.100" 16'-11" bE-4 13'-1" b 11'-11" 2" x 5" x 0.050" x 0.100" 20'-11" b b 11'-1" b 10'-4" 16'-2" b b 9'-g" b 2".x 6" x 0.050" z 0.120". 24'-2" b 14'-9" b 13'-8" 9 12'-10" b 12'-1" b 2"x -7"x0-055" x 0.120" 18'-9" b 17'-1" b 15'-10" b 14'-10" . b 13'-11" b 2" x 7" x 0.055" w/ insert 27'-3" b 21'-1" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b 2" x 8" x 0.072" x 0.224" 36'-3" b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 9" x 0.072" x 0.224" 35'-2" b 30'-0" b 27'-3" b 24'-10" b 23'-0" b 21'-6" b 20'-4" b 2" x 9" x 0.082" x 0.310" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'-4" b 22'-0" b 2" x 10" x 0.092" x 0.369" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8" b 24'-2" b 50'-4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b 1 ributary Load Width 'W'= Upright Spacing Snap Sections 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" Allowable Height'H' / bending'b' or deflection'd' 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 -F1--b1 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18' 8" b 17'-3" 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 ' For allowable heights at wind velocities other than 120 MPH, 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 theabovespans for total.beam spans._,_ 4. Site specific engineering required forpool 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) 767-4774 FAX: (386)767-6556 PAGE �i S� © COPYRIGHT 2004 `--Y ---v' 1 �`+"' --NOT TO BE REPRODUCED IN WHOLE ORIN PART WITHOUT THE WRITTEN PERMISSION Of LAWRENCE E BENNE TT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Post I 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. A. Sections As Horizontals Fastened To Posts With Clips ft.` Tributary Load Width 'W' Hollow Sections 3'-6' 4'-D" 4'-6" 5'-0" Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x.2" x 0.044" 6'-10" d 6'-6" b 6'-1" b 5'-9" b 5'-6" b 5'-3" 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 3" x 2" x 0.045" 7'-9" d 7'-5" d 7'-1" d 6'-10" d 6'-7" b 6' 4" b 2" x 3" x 0.045" 9' 4" b 8'-9" b 8'-3" b 7'-10" b 7'-5" b 7'-2" b 2" x 4" x 0.050" 10' 3" b 9'-7" b 9'-0" b 8'-7" b —F -2—"b 7'-10" b 6'-8" 5'-0" b 5'-6" b 5'-11" b 6'-9 " b Snap Sections Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 7'-6" d 1 7'-2" d 1 6'-11" d 6'-8" b 1 6'4" b I I=- B. Sections As Horizontals Fastened To Posts Throu h Side Into Screw Bosses 9= b Tributary Load Width W' Hollow Sections 3'-6' 4'-0" 1 4',6" 11 R' -n- c - � � u 0-/ o 1 0'-11" b 5'-7" t x x 0.055" 8'-5" b T-11" b 7'-5" b 7'-1" b 6'-9" b 6'-5" b 6'-1" t 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'-9" b 7'-5" b 7'-1" b 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 7'-7" 2" x 4" x 0.050" 11' 6" b 10'-9" b10'-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 8'-7" b 8'-1" b 7'48" b 1 7' 4" b I 7'-0" b 6'-8" b ` For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the 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. 1"� AF A -A 20i1*,C� Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYfONA, FL 32121 TELEPHONE (386) 7674774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT 10 BE REPf'ODUCF_U It: WHOLE OR IN PAR I 'rJITHOUT THE V'(Ril TEN PERIJISSION OF LAWRENCF_ E ZNNET,P E=1-59 1" x x 0:369 1/4" = 0.25" Refers to 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 dips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size;(Le-:-2".x.6".). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimum Size:-Screen'Enclosure Knee: Braces and Anchoring Required Aluminum 6063 T-6 Brace Length. Extrusion 0' = 2'-0" Anchoring System 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 f3i #10 x 1/2" EACH SIDE 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 sizei see table 9.6) (See Table 1.6 -For Number And Size Of Screws) 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". �� �®�a ® Lawrence E. Bennett, P.E. FL # 16644 0TY OF CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)7671774 FAX: (386) 767-6556 © COPYRIG HT 2064 TAGE y NOT TO BF REPRODUCED ItJ WHOLE- GR IN PART bYITHOU-i THE WRITT E -N PERMISSION OF LAWRENCE_ F BI-NNE7-r, P.E SCREENED ENCLCiSUF2ES -------------- SECTIOIV 1 Table 1.6 Minimum Upright Sizes Number Connection and of Roof Beams of Screws for to Wall Uprights or Beam Splicing Beam Upright Minimum Purtin, Girt Deck Notes Size Size & Knee Brace Size*' Anchors Minimum Number of Screws* Beam Stitching 2" x 3" 2" x 3" 2" x 2" x 0.044" 2 #8 x %" #10 x %" #12 x Iv, Screw @ 24" O.C. 2 x q 2" x 3,. 2" x 2" x 0.044" 2 Full La 6 4 4 _ 2" x 4" 2" x 4" 2" XZ x 0.044" 2Lap6 Full La g 4 #8 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full g 6 4 #10 2 x 6 2" x 3" 2" x 2" x 0.044" q Full La Full La g 6 4 #8 2" x 6" -k 2" x 4" 2" x 2" x 0.044" 4 Partial 10 8 6 #10 z4 T' 2" x 4" 2„ x 2" x 0.044" 4 La Partial -La 10 14 8 6 #10. 2"x 8„2"x 2" x 5" 21'x 3" x 0.044" 6 Partial La 16 12 10 #12. 2"x 9" 2"x 6" 2" x 3" x 0.045" 6 Partial La 18 14 12 #1.4 2 x 9"** _ 2" x 7" 2" x 4" x 0.050" 8 Partial La 20 16 14 #14 2" x 10" 2,.x.8„ 2" x 4" x 0:050" 10 Pattfal La 20. 18 16 #14 Screw Size Minimum Distance and Spacing of Screws 18 16 #14 Edge To Center Gusset Rlate Thickness #8 5/16" Center To Center Beam Size Thickness #10 3/8" 5/8" 2" x 7" x 0.055" x 0 120" 1116" = 0.063" #12 1/2„ 3/4 " 2" x 8" x 0.072" x 0.224'. 1/8" = 0.125" #14 or 1/4" 3/4" 1" 2" x 9" x 0.072" x 0.22 .4" 1/8" = 0.12 5" 5/16" 7/8" 1-1/2" 2" x 9" x 0.082" x .306" 0. 1/8" = 0.125" 1-3/4" 2" x 10" 0 092" 1" x x 0:369 1/4" = 0.25" Refers to 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 dips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size;(Le-:-2".x.6".). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimum Size:-Screen'Enclosure Knee: Braces and Anchoring Required Aluminum 6063 T-6 Brace Length. Extrusion 0' = 2'-0" Anchoring System 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 f3i #10 x 1/2" EACH SIDE 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 sizei see table 9.6) (See Table 1.6 -For Number And Size Of Screws) 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". �� �®�a ® Lawrence E. Bennett, P.E. FL # 16644 0TY OF CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)7671774 FAX: (386) 767-6556 © COPYRIG HT 2064 TAGE y NOT TO BF REPRODUCED ItJ WHOLE- GR IN PART bYITHOU-i THE WRITT E -N PERMISSION OF LAWRENCE_ F BI-NNE7-r, P.E FAS' ENERS DRIVE NAIL SPIKE CONCRETE EXPANSION SCREW T -BOLT Rn) r CONCRETE AND MASONRY ANCHORS SCALE: N.T.S. SHEET METAL HEX HEAD MACHINE SCREWS TEK SCREW LAG SCREW BOLT SECTION 9 METAL FASTENERS WASHER SCALE: N.T.S. NOTES: ALTERNATIVE FASTENERS MAY USED AS SHOWN IN THE DETAILS HEREIN, AND MUST MEET OR EXCEEQ THE--AFE WORKING LOAD VALUES SPECIFIED BY'THEMANUFACTURER; AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PLANS REVEWED Lawrence E. Bennett, P.E. FL# 16644 CITY OF SA(I�FOR® CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-0774 FAX: (366) 767-46556 © COPYRIGHT 2004 P4.GE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT T"FiE WR'. T-(F7T PERMISSION OF LAWRENCE E. FlENNEIT, P.E.9-1 SECTION 9 FASTENERS Table 9.1 Allowable Loads for Concrete Anchors 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 = 112(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 1/2(20.42') x 7' 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. 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 Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance Muipller T8r151011 Shear 5d 1:00 1.OU 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80. 10d 1a8 2.00 11d 1.21 _ 12d 1.2.5 _ PAGE Q COPYRIGHT 2004 9-2 - - --NOT TO BE REPRODUCED IN IN IOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT. P E. 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 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 PLANS REVIEWED CIVIL ENGINEER - DEVELOPMENT CONSULTANT �� SAN ry P.O. BOX TELEPHONE: SOUTH DA 67-477 FL 32121 ® TELEPHONE: (386) 767774 FAX: (386) 767-66556 OC COPYRIGHT2004 NO -F TO BE REPRODUCED IN WHOLE OR IN PART jIFh1;1UI TFIE wR!I 6EN PF -F .MISSION Or LAWRENCE E_ [3ENNE I -T. P.E ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 --------- U) ROOF PANEL _ j (SEE SECTION 7) _ o ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL BEAMS MAY BE ANGLED FOR GABLED FRAME FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 2.3) COLUMN NOTCHED TO SUIT BEAM AND POST SIZES (SEE TABLES SECTION 2) SIDE NOTCH POST TO BEAM CONNECTION BEAMS MAY BE ANGLED FOR GABLED FRAME 1-3/4" x 1-3/4" x 0.063" RECEIVING CHANNEL THRU BOLTED TO POST W/ THRU BOLTS FOR SIDE BEAM (SEE TABLE 2.3 FOR NUMBER OF BOLTS) COLUMN NOTCHED TO SUIT SCALE: 3" = 1'-0" -7---------- U) Lu ROOF PANEL _ (SEE SECTION 7) 0101 ff ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 2.3) 0 BEAM AND POST SIZES (SEE TABLES SECTION 2) CENTER NOTCH POST TO BEAM CONNECTION SCALE: 3" = 1'-0" MY OF SANFORD 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 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 2-17 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 Table 2.1.2-120 Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports For 3 sec. wind gust at 120 MPH; using design load of 14 #/SF (43 #/SF for Max. Cantilever) Aluminum Alloy 6063 T-6 2" x 3" x 0.045" Hollow 2" x 3" x 0.050" Hollow Tilt Load Width (ft.) Max. Span V/ (bending 'b' or deflection 'd') 1 & 2 Span 3 Span 4 Span Ca Mi ever Load Width (ft.) Max. Span VI (bending 'b' or deflection 'd') 1 & 2 Span 3 Span 4 Span Cantilever 4 7'-5" d 9'-2" d 9'4" d 1'-6" d 4 7'-4" d 9'-0" d 9'-2" b 1'-6" 0 5 6'-11" d 8'-6" d 8'-5" b 1'-5" d 5 6'-9" d 8'-5" d 8'-3" b 1'-5" d 6 6'-6" d T-11" b 7'-8" b 1'4" d 6 6'-5" d 7'-9" b T-6" b 1'4" d 7 6'-2" d 7'-5" b 7'-2" b 1'-3" d 7 6'-1" d 7'-2" b 6'-11" b 1'-3" d 8 5'-11" d 6'-11" b 6'-8" b 1'-2" d 8 5'-10" d 6'-9" b 6'-6" b 1'-2" d 9 5'-8" d 6-6" b 6'-3" b 1'-2" d 9 5'-7" d 6'-4" b 6'-2" b 1'-2" d 10 5'-6" d 6'-2" b 5'-11" b 1'-1" d 10 5'-5" b 6'-0" b 5'-10" b 1'-1" d" 11 5'-3" b 5'-11" b 5'-8" b 1'-1" d 11 5'-2" b 5'-9" b 5'-7" b 1'-1" d 12 5'-0" b 5'-8" b 5'-5" b I 1'-1" d 12 4'-11" b 5'-6" b 5'-4" b 1'-0" d 2" x 4" x 0.045" Hollow Tilt 2" x 4" x 0.044" x 0.100" Self Mating Beam Load Max. Span V/ (bending 'b' or deflection 'd') Width (ft.) 1 & 2 Span 3 Span 4 Span Cantilever Load Width (ft.) Max. Span 'L' / (bending 'b' or deflection 'd') 1 & 2 Span 3 Span 4 Span Cantilever I 4 9'-3" d 11'-5" d 11'4" b 1'-11" d 4 10'-9" d 13'-3" d 13'-7" d Z-2" 0 5 8'-7" d 10'-6" b 10'-1" b 1'-9" d 5 9'-11" d 12'4" d 12'-7" d 2'-0" d 6 8'-1" d 9'-7" b 9'-3" b 1'-8" d 6 9'-5" d 11'-7" d 11'-7" b 1'-11" d 7 7'-8" d 8'-10" b 8'-7" b 1'-7" d 7 8'-11" d 11'-0" d 10'-8" b 1'-10" d 8 7'-4" d 8'-3" b 7'-11" b 1'-6" d 8 8'-6" d 10'-4" b 9'-11" b 1'-9" d 9 6'-11" b 7'-10" b 7'-6" b 1'-5" d 9 8'-3" d 9'-9" b 9'-5" b 1'-8" d 10 6'-7" b T-5" b 7'-2" b 1'-5" d 10 7'-11" d 9'-3" b 8'-11" b l'-7" d 11 6'4" b 7'-1" b 6'-10" b 1'-4" d 11 7'-8" d 8'-10" b 8'-6" b 1'-7" d 12 6'-1" b 6'-9" b 6'-6" b 1 1'4" d 12 7'-6" d 8'-5" b 8'-2" b 1'-6" d 2" x 5" x 0.050" x 0.100" Self Mating Beam 2" x 6" x 0.050" x 0.120" Self Mating Beam Load Max. Span V/ (bending 'b' or deflection 'd') Width (ft.) 1 & 2 Span 3 Span 4 Span Cantilever Load Max. Span 'L'/ (bending 'b' or deflection 'd') Width (ft.) 1 & 2 Span ' 3 Span 4 Span Cantilever 4 13'4" d 16'-6" d 16'-10" d 2'-9" d 4 15'-7" d 19'-3" d 19'-8" d 3'-2" 0 5 12'-5" d 15'-3" d 15'-7" d 2'-6" d \; 5 14'-6" d 17'-11" d 18'-1" b 2'-11" d 6 11'-8" d 14'-5" d 14'-3" b 2'-4" d 6 —13'-8" d 16-10" d 16'-6" b 2'-9" d 7 11'-1" d 13'-8" d 13'-3" b 2'-3" d 7 12'-11" d 15'-10" b 15'-4" b 2'-8" d 8 10'-7" d 12'-10" b 12'4" b 2'-2" d 8 12'-5" d 14'-10" b 14'-4" b 2'-6" d 9 10'-2" d 12'-1" b 11'-8" b 2'-1" d 9 11'-11" d 13'-11" b 13'-6" b 2'-5" d- 10 9'-10" d 11'-5" b 11'-1" b 2'-0" d 10 11'-6" d 13'-3" b 12'-10" b 2'-4" d 11 9'-6" d 10'-11" b 10'-7" b 1'-11" d 11 11'-2" d 12'-8" b 12'-2" b 2'-3" d 12 9'-3" d 10'-5" b 10'-1" b 1'-11" d 12 10'-10" b 12'-1" b 11'-8" b 2'-2" d Gabled sloped roofs include gables with a roof slope greater than 1" in 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 I n A A NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-4 1 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I 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 SCALE: 3" = 1'-0" ANCHORS (SEE SECTION 9) CONCRETE SLAB OR FOOTING ALUMINUM / STEEL COLUMN 2" x 2" WITH WALL THICKNESS EQUAL TO OR GREATER THAN COLUMN WALL CONCRETE ANCHORS (SEE SECTION 9) rPOST TO CONCRETE CONNECTION ,I 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" POST TO CONCRETE CONNECTION ALUMINUM / STEEL COLUMN INTERNAL EXTRUDED ALUMINUM BASE OR BREAK FORMED U -CLIP WITH WALL EQUAL TO OR GREATER THAN POST WALL CONCRETE ANCHORS (SEE SECTION 9) TUBE COLUMN BASE SCHEMATIC INTERNAL BASE 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) 767A774 FAX: (386) 767-6556 O COPYRIGHT 2004 PAGE ��yy NOT TO BE REPRODUCED IN WHOLE OR IN PART WI I I IOU T THE WRITTEN PI'_RM ISSION OF LAWRENCE E. BENNE1 T. P.E. 2-L1 SECTION 2, ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.3 Schedule of Post to Beam Size Number Aluminum Alloy 6063 T4; and of Thru-Bolts Required Beam Minimum Size # Thru-Bolts @ L=D+y2" Minimum Minimum # Post Size Hollow Sections 1/4" a 3/8" s Knee Brace Knee Brace Screws 2" x 3" x 0.050" Hollow Tilt 2" x 2"x 0.044" or 2** 2" x 2"x 0.045" Snap 2" x 3" x 0.050" (3) #8 2" x 4" x 0.050" Hollow 2" x 3"x 0.045" Hollow 2" 2" x 3"x 0.045" Snap 2" x 3" x 0.050" (3) #8 Self Mating Beams 2" x 4" x 0.038" X 0.100 3" x 3"x 0.060" Scalioped 2 2" x 5" x 0.050" X 0.100 3" x 3"x 0.060" Scalloped 2 2" x 3" x 0.050" (3) #8 4 ,,2" x 6" x 0.050" X 0.120 3" x 3"x 0.060" Scalloped 2 2" x 3" x 0.050" (3) #8 2" x 7" x 0.055" x 0.120" 3" x 3" x 0.093" 3 - 2" x 3" x 0.050" (3) #10 2" x 7" x 0.055" x 0.120" 3" x 3" x 0.093" 2 2" x 4" x 0.050" (3) #10 w/ insert 3 2 2" x 4" x 0.050" (3) #10 2" x 8" x 0.072" x 0.224"3" x 3" x 0.093" 3 - 2" x 9" x 0.072" x 0.224" 3" x 3" x 0.125" 4 2 2" x 4" x 0.050" (3) #12 2" x 9" x 0.082" x 0.306" 3" x 3" x 0.125" 4 3 2" x 4" x 0.050" ___(3)1114 2" x 10" x 0.092" x 0.369" 4"x 4" x 0.125" 3 2" x 4" x 0.050" (3) #14 The minimum number of thru bolts is (2) 0.050" (4) #14 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 PLANS (� g CIVIL ENGINEER -DEVELOPMENT CONSULTANT Il �i E � � E W E R0. BOX 214368, SOUTH DAYTONA, FL 32121 �i n LLL��� TELEPHONE: (386) 7674774 �tlH��f'J VF A (� � F q - FAX: (386) 767-6556 (J PAGE d © COPYRIGHT 2004 -2"54 v _ NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRI FFEN PERMISSION OF LAWRENCE i=. BENNETT P F SECTION 7 I SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER — - #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK #10 x 1-1/2" S.M.S. OR WOOD ALL EXPOSED SCREW HEADS WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. a'. :::: ROOF PANEL � ROOF PANEL TO FASCIA DETAIL EXISTING FASCIA EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE 1/4"x 1-1/4" MASONRY VCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. SCALE: 3" = 1'-0" -77 ......::...... Z .. 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 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: 100-123EMIXR, 0 150- #82 L-.#8 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 ,9 © COPYRIGHT 2004 7-4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT 'I"HE WRITTEN PERMISSION OF LAWRENCE E 6E=NNE1-f, P.E. SECTION 2 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS UNIFORM LOAD 11Ia �-- A B SINGLE SPAN CANTILEVER UNIFORM LOAD l � l— A B C 2 SPAN UNIFORM LOAD l A B 1 OR SINGLE SPAN UNIFORM LOAD Z Z Z A B C D UNIFORM LOAD 3 SPAN A B C D E 4 SPAN NOTES: 1) 1 = Span Length CL' = Overhang Length 2) AII'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 FLANS REVOKE® CIVIL EAI¢INEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 CITY _ ��� TELEPHONE: (386) 767-4774 V FAX: (386) 767-6556 PAGE c © COPYRIGHT 2004 2-26 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E h PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 227, CELERY KEY, AS RECORDED IN PLAT BOOK 64, PAGES 85--96, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. NOTE: FOR THE BENEFIT AND THE FINISHED FLOOR ELEVATION OF THIS EXCLUSIVE USE OF: STRUCTURE MEETS OR EXCEEDS THE D.H.I. TITLE OF FLORIDA, INC. THE REQUIREMENTS SET FORTH IN THE FIDELITY NATIONAL TITLE INSURANCE COMPANY OF NEW YORK CITY OF SANFORD CODE CHAPTER 8, SEC, 6-7(A). DHI MORTGAGE COMPANY, LTD CARLOS M SCOTT AND GWCNDOLYN A SCOTT a= 89-56'00" 1" W 30, R-50.00' KEY HAVEN DRIVE _ _GRAPHIC SCALE L=78.48' 50' RIGHT OF WAY ° 75 30 CB=N45'02'00"E PI C=70.67' LOT 225 I LOT 22PLANS REVIEVUELi DITY�OF SANF RD WALK 15 589'56'00"E 125.44' 065 ess'Do^E 5'DRAINAGE &u TY EASEMENT 1� 25.00'UP .r....— _ _..D O 1 TWO STORY a c: N .JI CONCRETE BLOCK •1':N gv�',Yi..j.��:,! ... Q n 7lddttt n dl WOOD FRAME 0 IA•�. } :. ..1.,,.,»'� �, RESIDENCE 4 " .4Y :'.: `{":^'A. 'A. Y��C• �� O � c ELEVATON 5 0 19 1` C/W O C Lr- r h t. •'1 2.3 ' I WALK IS PC LOT 226 0.5' OFF b> r CD a c� / CENTERUNE OF O / T RIGHT OF WAY Z / Jn f4,0 10' UTILITY EASEMENT WALK IS ��y t:ri,'.'*: .•.`-rr.,... x^18,.-' ,',r. _; (, L. .v ,. ,•.. r, 0.4 OFF b N90'00'00"E 75.50' z DFF plo / L 117,72' �I i3 R-7'3.Dv' � 17,7 CB-N45ro2'00'E 75.50' 1 75.50' n C-loe.D0' PC N90ro0'ab �"-151.oD� PT i MARATHON LANE 50' RIGHT OF WAY NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2, PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 09-21-05, UNLESS OTHERWISE SHOWN, 3. THE: SURVEYOR HAS NOT ABSTRACTED THE I. AND SHOWN HEREON FOR EASEMENT'S, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFEC7 THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN, 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED URVEYOR AND MAPPER - I HAVE EXAMINED THE F.I.R,M, COMMUNITY PANEL N0, 170294 0000 E. DATED 4/17/95. AND FOUND THE SHOJECT PROPERTY APPEARS 70 UE IN ZONE X, AREA OUTSIDE THE 100 YEAR FLOOD PLAIN. THE 5URVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F.E.M.A. 4 CF_N1 FOR VFRIFICATION. ELEVAIONS SHORN HEREON ARE 13ASED ON SEMINOLE COUNTY R"CAIROL AS FI)RNISPED 0EARING5 SHOWN HEREON ARC BASED ON THF SOUTHERLY LINE OF LOT 227 BEING N90'00'00"f PER PLAT (FIELD DATE) 06-03-05 REVISED; SCALE,- 30 FET APPROVED a'i: 5U JOB N0. ASM47AB7_ FINAL 09-21-05 SJL e -DC VH DRAWN BY: FORMBOARD 09-2 -_ PLOT PLAN x/17/06 KLE LEGEND -• BUILDING SETBACK UNE CENTERUNE --•- RIGHT OF WAY { AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUT140RI N NUMBER LSJ839 1030 N. ORLANDO AVENUE. SUITE B WINTER PARK. FLORIDA 32788 (407) 428-7979 QFND 4 L NE EXISTING ELEVATION CONCRETE LO LICENSED BUSINESS LS UCENSEO SURVEYOR PRM PERMANENT RUERENCE MONUMENT PCP PERMANENT CONTROL POINT (P) PER PLAT M MEASURED O FOUND C/w cONCRETE WAIK S� S;DEWALX C CONCRETE PAD CS CONCRET! 5LAe C CHORD LENGTH PK PAKER KALON R RA!C;US POC POINT ON CURVE PSM PROFES51ONAL SUVFRYOR MAPPER AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUT140RI N NUMBER LSJ839 1030 N. ORLANDO AVENUE. SUITE B WINTER PARK. FLORIDA 32788 (407) 428-7979 QFND NAIL AND DISC LB #0736 (09/21/05) �D/21to14,ND CAP®�31�a CNA CORNER NOT ACCESSIBLE A DENOTES DELTA ANCLE L DENOTES ARC LENGTH C.8, DENOTES CHORD BEARING PC OeNOTE5POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT OHU OVERHEAD UTILITY UNE ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE UP UTILITY PAD I HEREBY CE411F1, '11:/{ T THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTE! CONTAINED HEREON MEETS 111E APPUCA13LE 'MIMMU;A TECHNICAL STANDARDS' SET FORTH BY THt FLOkIGA 80ARD OF PRCr'ESSIONAL SUP.VEYORS AND MAPPERS IN CH-"PTER 61G17 -B, F; ORIOA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA 7/0- j� FOR THE (/ FIRM ,TAMES JAY JILES PSM ##4997DATE