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HomeMy WebLinkAbout162 Brushcreek Dr (3)Permit # :. Job Address. Description of Work: Historic District: iMAM 73,21'.5 CITY OF SANFORD PERMIT APPLICATION 2 . S .4.,v Zoning: Value of Work• Date: �- 107 Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS __ Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential ReplacementNew (Duct Layout .& Energy Calc. Required) Plumbing/New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines ' Plumbing/New, Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential_ Commercial Industrial Total Square Footage: (O Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel q: _ 33'/r/ -30-�/5� —61040 — D 2S0 (Attach Proof of Ownership & Legal Description) Owners Name &Address: I—,A t is IZ e &, c - 7!2 ��1 Ln L •� 2 / C� ec S� /0 F0 !Z fS Fl -3.2-771 C Phone: Contractor Name & Address: J C2 n.) S/-///L)Z-- S �2 �ek� �WC L 1_6 1'.� e n sc�rze s r,tac _ I' ,,��//�/ck c 6' 1�D/e /)i FL- .32 %'71 State License Number: .� cc' 1311'19y -P1 ____ Phone &Fax: ?d7-.Isgg- )86 yU7-3D2 n S Contact Person: ke-crtf \-J—,) Phone: 7YJ,/'7 -( Bonding Company: Address: Mortgage Lender: -----_ Address: Architect/Engincer: to %/eeA;,ce- Ky &- T Phone: 76 � �,� Address:(L'�f Sd% �fIYTO�r,q If FL 321 2-1 Fax: 36'6 — -76%-_65' 5(, 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 rl)e 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 n rc•.I,li-qe Permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable law:; construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR I'A >'::N, TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptanc4re fi at' � I nottonerof th rop rtY of the requirements of rids Lien Law, FS 4�p % ��o� er/Agent Da SignaNreofContra gent Date Print Owner/Agent's Name P int tractor/Agent's Name Signature of Notary -State of Florida •• • •�•••�•••• •7 ••� • •••••�•••••.i Date J Signature ofNotary-State of Florida C Date DONNA M,_ ELOSO a"''• Commll D00511247 41;,m Gen Expires 1/26/2010 Owner/ gent is _ so all Known to Me or Bonded thru (800)432-4254: roduced [D ! `i1�1 p Contractor/Agent is Personally Known to Ieor"�`������� Florida Notary Assn., Ine�j 1 -Produced ID ""' """"""' �y APPLICATION APPROVED BY: Bldg: Zon' 7 017 Utilities: FD: (Initis Date) (Inal� ate) Initial & Date) (initial & Date) ( Special Conditions: ........ .................................... i - TISFiA TIPTON FUTRELL Commp D00503693 Expires 3/3/2010 yJ rBonded thru (800)432-4254: 7l 5 S e Q ,u Florida NotaryJt' 3.•• .................................. Assn.Inc From: Aileen Vega At: Sihle Insurance Ins. FaxIQ SiNe Insurance Grou To: George Date: 9Ji>r2006 014:39 PM Page: 14 of 17 ACQ)?D CERTIFICATE OF LIABILITY INSURANCE OP ID DATE(MMJDDIYYY!) SUNSH10 09/06/06 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION TYPE OF INSURANCE ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Sihle Insurance Group /DEL 5 HOLDER. THIS CERTIFICATE DOES NOT AMEND. EXTEND OR 1300 S WOODLAND BLVD ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. AU RE A DEIJM FL 32720 Phone:386-736-6444 Fax:386-736-6772 INSURERS AFFORDING COVERAGE NAIC# INSURED Sunshine Screen Enclosures Inc INSURERA: Old Doainion Inswance Cowry 40231 INSURER e: AxCOffir !referred I-amo Co, QE49752 Keith T Jones (officer) SCC131149881 INSURER C: 4100 Maverick Ct Sanford FL 32771 INSURER D: INSURER E: PREMISES(Eaocaxence) $500,000 COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR SR TYPE OF INSURANCE POLICY NUMBER DATE (MNVDDA Y) DATE (MXWDD/Yr) LOdITS REPRESENTATIVES. AU RE A GENERAL LIABLLTrY EACH OCCURRENCE $ 1000000 A X COMMERCIAL GENERALLIABILITY MP073678 09/09/06 09/09/07 PREMISES(Eaocaxence) $500,000 CLAIMS MADE � OCCLR MED EXP (Any one person) $10,000 PERSONAL &ADV INJURY $ 1000000 X BLANKET ADDITIONAL GENERAL AGGREGATE $ 2000000 INSURED INCLUDED GENtAGGREGATE LIMIT APPLIES PER: PRODUCTS - COMPIOPAGG $2000000 X POLICY PRCT LOC A AUTOMOBILE X LIABILITY ANY AUTO BIG73678 09/09/06 09/09/07 COMBINED SINGLE LIMIT $ 500000 (Es accident) ALL OWNED AUTOS SCHEDULED AUTOS BODILY INJURY (Per person) $ BODILY INJURY $ (Per accident) HIRED AUTOS NON -OWNED AIJTOS PROPERTY DAMAGE $ (Per acclderf) GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC $ ANY AUTO AUTO ONLY: AGG $ EXCESSJUMBRELLALIABILITY EACH OCCURRENCE $ 1000000 A X OCCUR cLAIMs MADE CUG73678 09/09/06 09/09/07 AGGREGATE $ $ $ DEDUCTIBLE $ X RETENTION $ 10000 B WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETORMARTNER/EXECUTIVE WCV7062543 09/26/06 09/26/07 X TORY LIMBS ER E.L. EACH ACCIDENT $ 100000 E.L. DISEASE - EA EMPLOYEE $ 100000 OFFICEW/MEMBER EXCLUDED? If yes, describe Ander SPECIAL PROVISIONS below E.L. DISEASE -POLICY LIMIT $ 500000 OTHER DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS Contractor for pool screens & screen rooms, sales & service CERTIFICATE HOLDER CANCELLATION SANFORD SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION City of Sanford -Dept of DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MALL 10 DAYS WRITTEN Community Dev . Fax#4 07-330 -567 7 NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL Attn: Paula Freytes P. O. BOX 178$ IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER. ITS AGENTS OR Sanford FL 32772-1788 REPRESENTATIVES. AU RE A ACORD 25 (2001108) ® ACORD CORPORATION 1988 Seminole County Property Appraiser (Jet Intormation by Parcel Number Page 1 of t httpJ/www.scpafl-orglweblre_web.seminole_county_title?PARCEL=33193051400000250... 1/8/2007 2s 32 33 DAvm JoHnsoM CFA, ASA 27 P E i [za ID 51/ 42 48 APPRAISER _ -__--- _ 25 1M1p6WOR '1iAL1 OR ld 3EJMN0LE CMNiY FL. m 1101 E. FrrsrsT m 113 X SANFORD, FL 3x71-1468 Q 24 23 22 4W-665-7506 1121 111 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 33-19-30-5144X000-0250 Number of Buildings: 1 Owner: TRAUTMAN LAWRENCE T Depreciated Bldg Value: $143,203 Mailing Address: 162 BRUSHCREEK DR Depreciated EXFT Value: $0 Cily,State,ZipCode: SANFORD FL 32771 Land Value (Market): $45,000 Property Address: 162 BRUSHCREEK DR SANFORD 32771 Land Value Ag: $0 Subdivision Name: COUNTRY CLUB PARK JusUMarket Value: $188,203 Tax District: S1-SANFORD Assessed Vakw (SOH): $104,102 Exemptions: 00 -HOMESTEAD (1998) Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $79,102 Tax Estimator SALES 2006 VALUE SUMMARY Tax Vahm4without SOH): $3,220 Deed Date Book Page Amount VacJlmp Qualified SPECIAL 2006 Tax Bill Amount: $1,497 WARRANTY DEED 0311997 03205 0099 $103,100 Improved Yes Save Our Homes (SDH) Savings: $1,723 WARRANTY DEED 19/1996 03172 0655 $22,000 Vacant Yes 2006 Taxable Value: $76,070 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess FrontageDLand Unit Land epth PLATS: PiCIL.- _ _ Method Units Price Value LOT 25 COUNTRY CLUB PARK PB 50 PGS LOT 0 0 1.000 45,000.00 $45,000 63 THRU 66 BUILDING INFORMATION Bid Bid Type Year Fixtures Base Gross Living Num Bit SF SF SF ExtIMall Bid Value Est Cost New 1 SINGLE1997 7 1,462 2,070 1,462 FAMILYNISH FBISTLICCO $143,203 $149,170 Appendage / Sgfit OPEN PORCH FINISHED/ 162 Appendage / Sgft GARAGE FINISHED/ 411 Appendage / Sgft OPEN PORCH FINISHED 135 NOTE: Appendage Codes included in Living Area Base, Upper Stay Base, Upper Stay Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed Permits TE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad orem tax purposes. r tf you recently purchased a homesteaded property your next is property tax will be based on JusbMarket value. httpJ/www.scpafl-orglweblre_web.seminole_county_title?PARCEL=33193051400000250... 1/8/2007 LIMITED POWER OF ATTORNEY Date q - I hereby name and appoint to be my lawful attorney in fact to act for me and apply to the building department for a CSG �_ J C2 eet.� �7Wc permit for work to be performed at a location described as follows: Lot -U Block Subdivision eo u -'V%2 Y C k er-8 /D1.4 r 2 u.s a c R e- t v Ga �2 Jj { �� 3 2'77 (Address of Job) ,4A WReraCc-' _7P__AtL-r-A4AA) /H2 73lCas14GleEEkr)/Z �f!ryF-dlz15 FL, 32-771 (Owner of Property and Address) and to sign my name and do all things necessary to this appointment. Keith T Jones SCC 131149881 Type or Print Nam of Certified Contractor and License Number �!� Signature,af�rtified Contractor Acknowledged: Sworn to and subscribed before me this_3� day of 9 , 2007 by / who is personally known ho produced as identification and did not take an oath. nuuu.un nnw I......uounuuonq DONNA M. PELOSO (Seal) Comm# D0061 1247 Notary Public, State of Florida Expires 1/26/2010 7o:Bonded thru (800)432254: My CommissionExpires �.F`...`. .Florida Notary Assn..Ine.= Signature Windows and doors that open into the swimming pool/spas area without a fence barrier to prevent direct access shall be protected in accordance with FRC R 4101.17.1.9 Z! 10 ? >' `e 2 X2' Code violations found duringinn p ion are required to be corrected. Plan/permit issuance does not grant approval of a code violation. 2004 FBC109.1 AA;11 ,0r U pct, NO `vvfGh Structural plan review is limited to a general survey for code compliance. No review is implied nor was taken to erify structural adequacy 1, #1---3q -3 191--5-1 t. PLANS REVI "WED MTY OF SANFnRo Jel? 2 veSSS Ole, >e 3 fl) k3--1 ♦ x Ix ' -2 773%' 3 1? 27 31,p 2 I PLANS REV0WE D- CffY OF SANFORD Cj Al 141 X 2- 9L I PLANS REV0WE D- CffY OF SANFORD or r.— 6 Z-- 1 141 X 2- or r.— 6 Z-- 1 SCREENEDEN CLOSURES fi- H (SEE TABLE 1.3 OR 1.6) I - twl SECTION 1 PURLINS (TYP.) SCREEN (TVP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE K -BRACING (OPTIONAL) -� / ___ CABLE CONNECTION I (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLES 1.3, 1.4 & 1.6) SIZE MEMBERS PER APPROPRIATE TABLES H K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) FRONT WALL ALUMINUM COLUMNS (TYP.) (TABLES 1.3, 1.4 & 1.6 1" x 2" (TYP.; RISER WALL WHERE AIRED TYPICAL DOME ROOF - ISOMETRIC .INS (TYP.) ONAL ROOF BRACING SCHEMATIC SECTION 1) -E BRACING : WALL FRAMING (SEE LES 1.3, 1.4 & 1.6) SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. 3 # Y Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214366, South Daytona, A 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net © COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 1-3 SCREENED ENCLOSURES 2"x6" SELF MATING BEAM 1"x 2" OPEN BACK SECTIONS ATTACHED TO 2" x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2" x 2" PURLINS TO SELF MATING BEAMS W/ (2) #10 x 1-112" S.M.S. INTO SCREW BOSSES SECTION 1 MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) I ® ®� 2 ��, O�PM ®®� r.� ®® ALTERNATE FLAT RO SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.513) 2" x 3" HOLLOW OR SNAP �- SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-0774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2088 1-9 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES STRAP SUPER OR EXTRUDED GUTTER STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = V-0" 2" S.M.S. OR LAG SCREWS 2"x_ EACH E AND @ 1/2 (2 SCREW P) (SEE TAB SI��..- SCREWS) ;ECEIVING EE SECTION 9 3) 4CE FROM FASCIA RUCTURE (SEE CUT OFF BEAM & ;EIVING CHANNEL FLAT BEAM SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 EWE) CIVIL & STRUCTURAL ENGINEERING PLA- P.O. Box 214368, South Daytona, FI 32121 C gya Telephone #: (386) 767-4774 Fax #: (386) 767-6556 11N11 Email: tebpe@bellsouth.net PAGE © COPYRIGHT 2008 ITHOUT TFI€ WRITTEN PERMISSION OF LAWRENCE E. BENNErI , P.E. 1-24 NOT TO BE REPRODUCED IN WHOLE OR IN,PART W SECTION 1 SCREENED ENCLOSURES Lawrence E. Bennett, P.E. FL # 16644 PLA 5 CIVIL & STRUCTURAL ENGINEERING Fn P.O. Box 214368, South Daytona, FI 32121 Telephone M (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE q © COPYRIGHT 2008 - 1-32 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. w COMPOSITE 2" x 3" EAVE RAIL J L zdtY BEAM -SCREEN ROOF 6-- > 0.050" H -CHANNEL � 0 � ®® POST TO BEAM FASTENING OR OR GUSSETS < _ ®® TABLE 1.6) �� POST -- - (SEE TABLE 1.3) - - SCREEN 45°t o (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND \ CONNECTION (SEE TABLE 1.7) LENG , OF IF KNEE BRACE LENGTH KNEE B E EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM ® CONNECTION DETAILS HOST STRUCTURE ROOFING (D (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) � X 2" STRAP - LOCATE AND °D FASTEN PER STRAP LOCATION DETAIL PAGE 1-24 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW ® SUPER OR _ SIZES) EACH SIDE TO BEAM ® EXTRUDED MAX. DISTANCE TO TO SUPER OR EXTRUDED GUTTER HOST STRUCTURE GUTTER WALL (SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER WALL AT FASCIA RISER (OR TRANSOM) - DETAIL 4 SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 PLA 5 CIVIL & STRUCTURAL ENGINEERING Fn P.O. Box 214368, South Daytona, FI 32121 Telephone M (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE q © COPYRIGHT 2008 - 1-32 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES BEAM (2) #10 x 112" S.M.S. TOE SCREW INTO BEAM AND/OR SIDE WALL RAIL SECTION 1 ANGLE OR PLATE AT BOTTOM OF BRACE WIND BRACE 2" x 2" EXTRUSION W/ 1"x2" EXTRUSION EAVE RAIL WIND BRACE CONNECTION DETAIL SCALE: 3" = V-0" NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from host structure. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, A 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.nel PAGE © COPYRIGHT 2006 1-43 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 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 19 STAINLESS STEEL I CABLE DIAMETER I TOTAL ALLOWABLE WALL AREA * 1/8" I 445 Sq. Ft. / PAIR OF CABLES I * TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100%'(8' x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (.8'x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3132" cables is required. b) SIDE WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE ** ONE . t. OF WALL ONE PER 445 Sq. Ft. OF WALL ** SI WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft_ c) To calculate the required pair of cables for free standing pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall .cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall be even and position shall be alternating. Lawrence E. Bennett, P.E. FL # 16644?19fLA EfV � P CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 C ply N F� Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE I @ COPYRIGHT 2006 1.50 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES i) #10 S.M.S. (MIN.) x 1-1/2" x 8" FLAT B SECTION 1 a ® 0 125" PLATE 9UT ON C 45' ANG E ALT OR TURN • UCKLE FOR CABLE TENS ON -ESS STEEL (S E TABLE) -=RIMETER FRAM G MEMBER ' TYPICAL CABLE CONNECTIONS AT CORN no SCALE: 3" = V-0" A ALTERNATE: USE (1) 1/4"x 1-1/4" FENDER WASHER EACH SIDE OF ® i FRAME MEMBER EITHER A OR B 1" x 2" x 0.125' CLIP AND (4) B MIN. (2) CLAMPS REQUIRED #10 x 314" S.M.S. EACH SIDE (TYP.) FOR CABLES ®®® MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 PLANS RMCIVIL & STRUCTURAL ENGINEERING CMN � � R D P.O. Box 214368, South Daytona, A 32121 kl Telephone #: (3B6) 767-4774 Fax #: (306) 767-6556 Email: lebpe@bellsouth.net - I PAGE 1 -C 1 I l� COPYRIGHT 2006 J NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES S.S. CABLE @ 40" TO 60° MAX. ANGLE TO SLAB CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-50 FOR NUMBER OF CABLES REQUIRED 3-1/2" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125' ANGLE SECTION 1 2" x 2" x 0.125" ANGLE 2-1/4" x 1-112" CONCRETE �— ANCHORS (MIN.) ALTERNATE CLIP: 3" ASTM A-3 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125" ANGLE DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 SCALE: 3" = V-0" 5-112" (6" NOMINAL) SLAB (MIN.) \ �\ 5d (MIN.) u 5d (MIN.) 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.) @ 5d MIN. \ 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpo@bellsouth.net PAGE @ COPYRIGHT 2006 I 1-53 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES SCREEN 'd' VARIES 4" SHOW 1" x 2" O.B. BASE PLATE (TYP.) !� SECONDARY 2" x (D - 2 ") x 0.063" ANGLE o EACH SIDE OF COLUMN W/ #10 - 10 0 S.M.S. (SEE SCHEDULE NEXT PAGE) a CONCRETE ANCHOR (SEE SCHEDULE PAGE 65) e a NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES d \ d ° a 2" 5d (MIN.) (MIN.) einc I11CW 2" x 2" x 0.063" PRIMARY ANGLI 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 BOLT PJ ` 5d DISTANCE 4d 1/4" 1-114" 1" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT 2500 P.S.I. CONCRETE OR ALTERNATE 2" x _, WOOD DECK .� .. TYPICAL S.M. OR SNA SECTION COLUMN #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE PAGE 1-65) PRIMARY 2" x 2" x 0.063" AN( 1"x2" BASE PLATE (TYP.) NOTE: SELECT CONCRETE — j ANCHOR FROM TABLE 9.1 — 6" (MAX.) L 6" (MAX.) FRONT VIEW 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: 1. FOR SIDE WALLS OF 2 x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 2. PREDRILL PAVERS W/ MIN. 114" MASONRY BIT. Lawrence E. Bennett, P.E. FL # 16644 CIVIL &STRUCTURAL ENGINEERING fl�p�r. / 2� I�f P.O. Box 214368, South Daytona, FI 32121 NN iiff O.1/ N Ir+ 11 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGEI @ COPYRIGHT 2006 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 0 NOTE: SELECT CONCRETE — j ANCHOR FROM TABLE 9.1 — 6" (MAX.) L 6" (MAX.) FRONT VIEW 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: 1. FOR SIDE WALLS OF 2 x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 2. PREDRILL PAVERS W/ MIN. 114" MASONRY BIT. Lawrence E. Bennett, P.E. FL # 16644 CIVIL &STRUCTURAL ENGINEERING fl�p�r. / 2� I�f P.O. Box 214368, South Daytona, FI 32121 NN iiff O.1/ N Ir+ 11 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGEI @ COPYRIGHT 2006 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES Table 1.1 120 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Wind Zones up to 120 M.P.H., Exposure "B" and Latitudes Below 30"-30'-00" North (Jacksonville, FL) Uniform Load = 4 #1SF, a Point Load of 300 #/SF over (1) linear ft. Is also considered Hollow Sections Tributary Load Width W'= Beam Spacing 3'-0" 4'-0" 1 5'-0" 6'-0" 1 7'-0" 1 8'-0" 9'-0" Allowable Span' L' I Point Load P or Uniform Load (U), bending (b), deflection (d) 2" x 2" x 0.044" 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 1 4'-5" Pb 2" x 2" x 0.050" 5'-2" Pb 5'-2" Pb 5'-2" Pb T-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 2" x 2" x 0.090" 7'-6" Pb 7'4" Pb 7'-6" Pb 7'4" Pb 7'-6" Pb 7'-6" PbA7'-6"'Pb2" x 3" x 0.045" 7'-7" Pb 7'-7" Pb 7'-7" Pb 7' 7" Pb 7'-7" Pb 7'-7" Pb2" x 4" x 0.050" 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb2" x 5" x 0.062" 20'-5" Pb 20'-5" Pb 20'-5" Pb 20'-4" Ud 19'-4" Ud 18'-6" Ud Self Mating Sections Tributary Load Width 'W' = Beam 3'-0" 4'-0" 5'-0" 6'-0" Allowable Span'L' / Point Load P J.or Uniform Load (U), ng 8'-0" 9'-0" bending (b), deflection d 2" x 4" x 0.044 x 0.100" 11'-8" Pd 11'-8" ..." Pd 11'-8" Pd 11'-8" Pd 11'-8" Pd 11'-8" Pd 2" x 5" x 0.050" x 0.100" 16'-1" Pd 16'-1" " Pd 16'-1" Pd 16'-1" Pd 15'-9" Ud 15'-1" Ud 2" x 6" x 0.050" x 0.120" 20'-4" Pd 20'-4" " Pd 20'-3" Ud 19'-3' Ud 18'-5" Ud 17'-8" Ud 2" x 7" x 0.055" x 0.120" 24'-9" Pd 24'-9" " Ud 23'-1" Ud112-T1" Ud 20'-11' Ud 20'-2" Ud 2" x 8" x 0.072" x 0.224" 34'-2" Pd 32'-9" " P35'-10" Ud 28'-7" U 2T- " Ud 25'-11" Ud 24'-11' Ud 2" x 9" x 0.072" x 0.224" 39'-3" Pd 35'-11"" Ud 31'-5" U - -: Ud 28'-6" Ud 27'-5" Ud 2" x 9" x 0.082" x 0.310" 42'-5" Ud 38'-7" 0" Ud 33'-8" Ud >91'=11" Ud 30' 7" Ud 29'-5" Ud2" x 10" x 0.092" x 0.369" 49'-3" Ud 44'-9" 7" Ud 39'-1" Ud .37'-2" Ud 35'-6" Ud 34'-2" Ud Snap Sections Tributary Load Width V'= Beam Spacing 3'-0" 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 9'-0" Allowable Span V. /Point Load P or Uniform Load (U), bending (b), deflection d) 2" x 2" x 0.044" 4'-10" Pd 4'-10" Pd 4'-10" 1 Pd 4'-10' Pd 4'-.10" Pd 1 4'-10" Pd 4'-10" Pd 2" x 3" x 0.045" 7'-6" Pd 7'-6" Pd 7'-6" .. 1 Pd 7'-6" Pd 7'-6" Pd 7'-6' Pd 7'-6" Pd 2" x 4" x 0.045" 10'-8" Pd I U-8" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 113'41Pd 10'-8" Pd 2" x 6" x 0.062" 22'-2" Pd 22'-2" Pd 22'-2" Pd 21'-5" Ud 20'-5" Ud 19'-6' Ud 18'-9" Ud 2" x 7" x 0.062" 26-13" Pd 26-8" Pd 25'-9" Ud 24'-3" Ud 23'"1" Ud 22'-0" Ud 21'-2" Ud 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 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Tables are based on a maximum wall height of 16' Including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 6. Spans. may be interpolated. 7. To convert spans to "C" and "l)" exposure categories see exposure multipliers and example on page 1 -ii. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W'= 5'-0" = 9'-1" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsoulh.net . PAGE I @ COPYRIGHT 2006 1-74 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 120 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Wind Zones up to 120 M.P.H., Exposure "B", and Latitudes Below 30"-30'-00" North (Jacksonville, FL) Uniform Load = 4 #/SF, a Point Load of 300 #/SF over (1) linear ft. Is also considered w c—_a:C....s.......J T.- 0......... VI/14k rll-- Hollow Sections Tributa Load Width 'W' = Purlin Spacing 3'-6" 4'4" 1 4'4" L 5'-0" 5'-6" 1 6'-0" 6'-8" Allowable Span'L' 1 Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 2" x 0.044" 4'-5" Pb 4'-5" Pb 4'-5" Pb 1 4'-5" Pb 4'-5" 1 Pb 4'-5" Pb 4'-5" Pb 2" x 2" x 0.050" 5'-2" Pb 5'-2" Pb 5'4" Pb 5'4" Pb T-2" Pb 5'-2" Pb 5'-2" Pb 2" x 2" x 0.090" 7'-4" Pd 7'4" Pd 7'=4" Pd 7'4" Pd 7'4" Pd 7'4" Pd 7'4" Pd 3" x 2" x 0.045" 5'-8" Pb 5'-8" Pb T-8" Pb 5'-8" Pb 5'-8" Pb T-8" Pb 5'-8" Pb 3" x 2" x 0.070" 7'-8" Pd T-8" Pd 7'4" Pd T-8" Pd T-8" Pd 7'-8" Pd T-8" Pd 2" x 3" x 0.045" 7'4" Pd 7'4" Pd 7'-4" Pd 7'4" Pd 7'-4" Pd 7'4" Pd 7'4" Pd 2" x 4" x 0.050" 9'-1" 1 Pb 1 9'-1" 1 Pb FT Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 2" x 5" x 0.062" 14'-1" Pd 1 14'-1" 1 Pd 1, 14'-1" Pd 14'-1" Pd 14'-1" Pd 14'-1" Pd 14'-1" Pd Snap Sections Tributary Load Width 'W' = Purlin Spacing 4'"1 5'4" 5--6-- 3'-6" 4' 0" -6 '-6"Allowable Span 'L' ! Point Load (P) or Uniform Load (U), bending (b), deflection (d) Allowable 2" x 2" x 0.044 4'-11" jPbj 4'-11" jPbj 4'-11" jPbl 4'-11" jPbj 4'-11" jPbj 4'-11" lVbl 4'-11" 2"x 3" x 0.045" T-3" Pd T-3" Pd T-3" 1 Pd 1 7'-3" 1 Pd 7'4" Pd 7'-3" Pd jPb- T-3" Pd 2" x 4" x 0.045" 9'-2" Pd 9'4" Pd 9'4" 1 Pd 1 9'-2" 1 Pd 9'-2" Pd 9'-2" Pd 9'22" Pd Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 4. Spans may be interpolated. 5. 2" x 4" & 2" x 5" Hollow Girts shall be connected wl an internal or external 1-1/2" x 1-1/2" x 0.044" angle. 6. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. 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' = T-0" = 9'-1" Owl F SAN 11 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone M (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@beitsouth.net PAGE © COPYRIGHT 2008 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISS{ON OF LAWRENCE E. BENNETT, P.E. "�� Tributary Load Width 'W' = Purlin Spacing Hollow Sections 3'-6" 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6--0-- '-0"Allowable AllowableSpan 'L' 1 Point Load P or Uniform Load (U), bending (b), deflection 2" x 3" x 0.050" 11'-5" 1 Pb 1 11'-5" Pb 1 11'-5" Pb 11'-4" Ud 10'-11" Ud 10'4" 1 Ud 10'-3" Ud 2" x 4" x 0.050" 13'4" Pb 13'4" Pb 1 13'-8" Pb 13'-8" Pb 13'4" Pb 13'4" Pb 13'-8" 1 Pb 12"x 5" x 0.062" 1 22'4" Pd 22'-4" Pd 1 22'4" Pd 21'-7" Ud 20'-11" Ud 20'4" Ud 19'-7" Ud Tributary Load Width 'W'= Purlin Spacing Snap Sections 3'-6" 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 6'-8" Allowable S an'L' 1 Point Load P .or Uniform Load (U), bending (b), deflection d 2" x 2" x 0.044" 4'4" 1 Pb 4'4" 1 Pb : 4'4" 1 Pb 1 4'4" Pb 1 4'-4" 1 Pb 1 4'-4" 1 Pb 1 4'-4"1 Pb Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 4. Spans may be interpolated. 5. 2" x 4" & 2" x 5" Hollow Girts shall be connected wl an internal or external 1-1/2" x 1-1/2" x 0.044" angle. 6. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. 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' = T-0" = 9'-1" Owl F SAN 11 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone M (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@beitsouth.net PAGE © COPYRIGHT 2008 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISS{ON OF LAWRENCE E. BENNETT, P.E. "�� SCREENED ENCLOSURES I SECTION 1 Table 1.3 120 Allowable Post/ Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #/sq, ft. Hollow Sections 3'-0" 1 Tributary Load Width W'= Upright Spacing 4'-0" 1 5'-0" 1 6'-0" 1 7'4" 18'4" Allowable Height "H" 1 bending (b), deflection d 9'-0" 2" x 2" x 0.044" 6'-11" b 1 5'-11" 1 b 5'-3" b 4'-9" b 1 4'-4" b 3'-11" b 1 3'-8" b 2" x 2" x 0.050" T-5" d 6'-7" b 5'-10" b 5'4" b 4'-10" b 4'-5" b 4'-2" b 2" x 2" x 0.090" 8'-7" d T-9" d 7'-4" d 6'-8" b 6'-1" b 5' 8" b 5' 4" b 2" x 3" x 0.045" 7'-11" d 7'-3" d 7'-2" d 6'-6" d 5'-11" b 5'-6" b 5'-2" b 2" x 4" x 0.050" 10'-5" b 8'-11" b T-11" b T-2" b 6'-7" b 6'-1" b 5'-8" b 2" x 5" x 0.062" 16'-0" b 13'-10" b 12'-3" b 11'-2" b 10'-0" b 9'-7" b B'-11" b Self Mating Sections 3'-0" 1 Tributary Load Width W'- Uprl 2%SIng 4'4" 1 5'-0" 1 6'-0" 7' 8'-0" Allowable Hel ht "H" I bending (b), deflection (d) 9'-0" 2" x 4" x 0.044 x 0.100" 11'4" d 1 10'-4" d 9'-7" d 1 8'-9" b 8'-0" b 7'-6" Jbi 6'-11" b 2" x 5" x 0.050" x 0.100" 14'-0" d 12'-9" d 11'-10" d 10'-10" lb 9'-3" 1 b 8'-8" b 2" x 6" x 0.050" x 0.120" 16'-5" d 14'-11" d 13'4" b 12'-2" b -2" b 10'-5" b 9'-10" b 2" x 7" x 0.055" x 0.120" 18'-9" d 16'-3" b 14'-6" b 13'-2" b 12'-2" b 11'11" b 10'-8" b 2" x 8" x 0.072" x 0.224" 23'-2", d 21'-1" d 19'-7" d 18'-5" d 17'-0" d 16'-9" d 1611 d 2" x 9" x 0.072" x 0.224" 25'-5" d 23'-1" d 21'-6" d 20'-2" d 19'-2" d 17'-11" b 16'-11" b 2" x 9" x 0.082" x 0.310" 27'-4" d .24'-10" d 23'-0" d 21'-8" 19--811 d 1 B'-11" d 2" x 10"x 0.092" x 0.369" 31'-9" d 28'-10" d 26'-9" d 25'-2" d 23'-11" d Snap Sections 3'-0" Tirlbutary Load Width 'W'= U Bright Spacing 4'-0" Allowable Height "H" / bon Ing (b), deflection (d 9' 0" 2" x 2" x 0.044" 6'4" d 5'4" 1 d 5'4" d 4'-11" d 4'-6"lb 4'-2" b T-10" b 2"x 3" x 0.045" 8'-6" d 7'-8" d 7'-2" d 6'-6" b 5'-10" 5'11" b x 4" x 0.045" 10'-8" d 9'-8" d 8'-6" b7'-7" b 6'-10' 6'-3" r4'!-1 b x 6" x 0.062" 17'-5" d 15'-10" d 14'-8" d 13'-10" d 13'-1' 12'-7" b2" x 7" x 0.062" 19'-8" d 17'-10" d 16'-7" d 15'-7" d 14'-10 14'-1" b Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select upright length.'H'. 3. Above heights do not include length of knee brace;=-Add.venical distance from upright to center of brace to beam connection to the above spans for total beam spans. . 4. Site specific engineering required for pool enclosures over 30' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height are designed to be residential guardrails provided they are attached with min. (3) #10 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Max. beam size for 2" x 5" is 2" x 7" x 0.055" x 0.120" 8. Spans may be interpolated. 9. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. p� p�C��A Lawrence E. Bennett, P.E. FL # 16644 LA �/ � & `� � CIVIL & STRUCTURAL ENGINEERING / Fl���`�(Q //��,���,�jI�t {�F P.O. Box 214368, South Daytona, FI 32121 5 r"-AF9 `� !� Telephone tt: (386) 767-4774 Fax M (386) 767-6556 EE Email: lebpe@bellsouth.net I PAGE © COPYRIGHT 2008 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-81 SCREENED ENCLOSURES SECTION 1 Table 1.4 120 Allowable Post I Girt I Chair Rail Spans, Header Spans & Upright Heights for Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 # / sq. ft. A. Sections As Horizontals Fastened To Posts With Clins Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'4" 8'-0" 9'4" Allowable Helght "H" or Span "L" / bending (b), deflection (d) 2" x 2" x 0.044" 6'-11" b I T-11" I b 5'-3" b 1 4'4" b 4'-4" b T-11" b 3'-8" b 2" x 2" x 0.050" 7'-5" d 1 6'-7" -1b '5'-10" b T-3" b 4'-10" b 4'-5" b 4'-2" b 2" x 2" x 0.090" 8'-7" d T-9" 1 d 7'4" d 6'-8" b 6'-1" b 5'-8" b 5'-4" b 3" x 2" x 0.045" 7'-11" d .6'-10' 1 b 6'-1" b 5'-5" b 4'-11" b 4'-7" b 4'-3" b 3" x 2" x 0.070" x 5" x 0.062" 8'-1" d 7'-3" b 6'-6" b T-11" b 5'-7" b 5'-2" b 2" x 3" x 0.045" 7'-1 1" d 7'-3" d 7'-2" d 6'-6" d 5'-11" b 5'-6" b 5'-2" b 2" x 4" x 0.050" 8'-5" 8'-11" 1 b 7'-11" b 7'-2" b 6'-7" b 6'-1" b 5'-8" b 77X 5" x 0.062" 16'-0" b 13'-10" b 12'-3" 1 b 11'72" b 10'-3" b 9'-7" Snap Sections L:3:-0-- Tribute Width 'W'= Upright Spacing 4'-0" IL 5-.0::./j 6'-0" 1 7'-0" 1 8'-0" 1 9'-0" Allowable Height "H" or Span "L" / bending (b), deflection (d) 2" x 2" x 0.044" 1 6'-3" d 1 5'-8" 1 d 1 5'4" 1 d 1 4'-11" I d 1 4'-6" 1 b 1 4'-2" 1 b 1 3'-10" b B. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses Hollow Sections 3'-0" Tributary Load Width W'= Upright Spacing 1 4'4" 1 5'-0" 1 6'-0" 1 7'-0" 8'-0" 9'-0" Allowable Rel ht "H" or Span "L" / bending b), deflection (d) 3" x 2" x 0.045" 8'-11" b 7'-8" b 6'-9" b 1 6'-1" b 5'-7" b 1 5'-2" b 4'-9" b 3" x 2" x 0.070" 10'-8" b 9'-1" b 8'-1" b 7'-4" b 6'-8" b 6'-2" b 5'-9" b 2" x 3" x 0.045" 10'-7" b 9'-1" b - 8'-1" 7'-3" b 6'-8" b 6'-2" b 5'-9" b 2" x 4" x 0.050" 11' 8" b 10'-0" b b 8'-0" b 7' 4" b 6'-10" �167- b2" x 5" x 0.062" 17'-11" b 15'-5" b 13'-9" b 12'-6" b 11'-6" b 10'-8" b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 9'-0" Allowable Height "H" or Span "L"_/ bending (b), deflection (d) 2" x 2" x 0.044" 8'-5" d 7'-2" b . 6'-3" 1 b 1 5'-7" 1 b 1 5'-1" JbI 4'-7" Jbi 4'-3" b Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W select girt lengths. ' 3. Site specific engineering required for pool enclosures over 30' in mean roof height. 4. Span/height 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 are designed to be residential gardrails provided they are attached with min. (3) #10 x 1-112" s.m.s. into the screw bosses and do not exceed 8'-0" o.c. 6. Girt spacing shall not exceed 6'-8". 7. Max. beam size for 2" x 5" is 2" x 7" x 0.055" x 0.120" 8. 2" x 4" & 2" x 5" hollow girts shall be connected wl an.internal or external 1-1/2" x 1-1/2" x 0.044" angle. 9. Spans/heights may be interpolated. 10. To convert spanstheights to "C" and "D" exposure categories see exposure multipliers and example an page 1 -ii. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE @ COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-85 SECTION 1 1 SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Beam/Upright Upright or Minimum Purlin, Girt Notes Minimum Number of Screws* Beam Stitching or Post Post/Beam & Knee Brace Size #8 x V #10 x'/i' #12 x'/:" Screw at 24" OC 2 x 4 SMB 2 x 3 SMB or H 2" x 2" x 0.044" Partial La 8 6 4 #10 2x5SMB 2x3SMB orH 2"x2"x0.044" Partial La 6 4 #8 2x x BorH 2"x 10 8 6 __ x7 SMB 2x4SMBorH 2"x3"x0.044" Full La 14 12 10 #12 2x8SMB 2x5SMB 12 #1 2 x 9 SMB 2 x 6 SMB 2" x 3" x0,045" Full Lap 2 x 9 SMB * 2 x 7 SMB 2" x 4" x0.050" Full Lap 20 18 16 #14** 2 x 10 SMB 2 x 8 SMB 2" x 5" x 0.050" Full Lap_20 18 16 #14** Screw Size Minimum Distance and Sp acin of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness #8 5/16" 518" 2" x 7" x 0.055" x 0.120" 0.063" #10 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 0.125" 1/2" 1" 2" x 9" x 0.072" x 0.224" 0.125" #12 #14 or 114" 314" 1-1/2" 2" x 9" x 0.082" x 0..306" 0.190" 5116" 7/6" 1-314" 2" x 10" x 0.092" x 0.369" 0.250" 3/8" 1" 2" 0.082" wall thickness, 0.310" flange thickness ** (1) Stitching screw at 16" O.C. max. Connection Example: 2" x 7" beam & 2" x.5" at beam & gusset plate, (14) #8 x 112" sms & upright & gusset plate (14) #8 x 1/2" sms ea, side of beam & upright. Note: 1. Connection of 2" x 6" to 2" x 4" shall use a full lap cut or 1/16" gusset plate. 2. For beam splice connections the number of screws shown Is the total for each splice with 1/2 the screws on each side of the cut. 3. The number of screws is based on the maximum allowable moment of the beam. 4. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 5. Hollow splice connections can be made provided the. connection Is approved by the engineer. 6. If a larger than minimum upright Is used the number of screws Is the same for each splice with 1/2 the screws on each side of the cut. 7. The side wall upright shall have a minimum beam size as shown above, le., a 2" x 4" upright shall have a 2" x 3" beam. 8. For minimum girt size read upright size as a beam and pudin.size is minimum girt size. (i.e. 2" x 9" x 0.072" x 0.224" s.m.b. w/ 2" x 6" x 0.050 x 0.120" s.m.b. upright requires a 2" x 3" x 0.045" girt / chair rail.) LL Lawrence E. Bennett, P.E. FL # 16644 22 �p (, CIVIL & STRUCTURAL ENGINEERINGFC-1117YV N Fn P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 7676556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2006 1 "94 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 SECTION 1 . Knee brace length shall be the horizontal and vertical length @ a 45° angle from the center or the connection to the face of the beam or upright. Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-40 shall be used for transom wall to host structure attachment when knee brace length exceeds 6-0". r_�1_ e o to -m--- caciPnineo Schedule Use front wall width when determining numoer or s.m.s. iui nm DIUC —1 �� �• Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. t Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: l ebpe @bellsouth.nel PAGE @ COPYRIGHT 2006 I 1-95 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Number of #10 x 3/4" S.M.S. Required Maximum ` intermediate Corner Post Plate to Wall Width =Post @ Chair Rail @ Bottom Sole Plate 201_01. 4 2 2 30._0" ffim 4 2 2 2 40,-0" 6 2 3 50.0„ g 3 60._0,. 12 3 3 Use front wall width when determining numoer or s.m.s. iui nm DIUC —1 �� �• Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. t Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: l ebpe @bellsouth.nel PAGE @ COPYRIGHT 2006 I 1-95 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. /��T—moi..!>GL./ f^'��✓c-?_)__._ D CID 1 F 'A.4 'J • �ow.Ys i / /l✓v. v..._rl�.ro V �I • `EY��.� �S-'t i1Svs6�CrfT� X /2"f2Z..t- C'uvB� a BEARINGS MM HEREON BASED ON CENTER LINE BEARING OF 1— •.',t •��-�`�i9i+. td' M✓�-e7.t�C ".c��.��L %�/� �-c G' � ,c%Ji✓Jp� i��J� �C-i�,P��✓,:'.T'/GZ���lQi9'Tl_1•� �li✓JC.-✓wE�2�7i•/ ��-v�i0 %;�G�'.. .•`'�U�i9��l�C'�C'.✓!,/••..vi�i,!• /�.-rte G•�a��.e�.✓G'c�-T. 7�c�4✓Trli�>�./,• LEGAL DE SCR I PT I ON LOT z5, COUNTRY CLUB F'ARK. (PI-IASE I) , A SUBDIVISION ACCORDING TO 1'1AF' IN FLAT E(OO[' 507 F'AGES 63 THROUGH 667 INCLUSIVE, F'UHL- I C RECORDS OF SEMINOLE COUNTY, FLORIDA. FLOOD CERTIFICATION: (Per map dated This is to certify that I have consulted the Federal Insurance Flood Hazard Eroundary Map and found the � named property IS NOT located in a special flood hazard area, ,according to Community PaneI Map No. E Nap, Panul -fSv of «i0 , }ZONE 11 ]( ,G�' "�.�� ); ;�:'` �"•'. sif!E'i>7i..%.-"'�'�' ,�; v� ��57"-l/i✓i!.+.i �/A770^//>% �*'.9i✓.0 G'.� �LO.G�O� - .:';.. � his; �.' ; � ,!��. •'<'r �rr7G �'>/ �ir.iG� 7771E'.% � i' THIS SURVEY MEETS THE MINIMUR TECHNICAL STANDARDS PURSUANT TO SECTION 472-027 FLA. STATUTE. I HEREBY CERTIFY THAT THIS PLAT IS A CORRECT BLACKWELL& ASSOCIATESLEGEND - BOLT FOUND REPRESENTATION OF_ A SURVEY, OF THE ABOVE • - P.KNAIL FOUND DESCRIBED PROPERTY, Mi,DE UNDER MY DIRECTION. LAND SURVEYORS, INC. (F.M.1'= FIELD MEASUREMENT ° = R.L.S. CAP FOUN BLACKWELL b ASSOCIATES � '• P.O. BOY 741013; ORANGE CITY, FLORIDA PH. 775-3550 (P•) = PLAT HEASUREMENT o = R.L.G. CAP GET LAND SURVEYORS. IN _ice'' �- _ fD.1 = OECD DESCRIPTION o = IRON PIPE FOUND �� % , �� ��✓� arms— ss'� "i.rs� cro�r-� . _ = RER00 SET By:. CONCRETE MONUMENT FOUND O w 0 = CONCRETE MONUMENT SET ® = REROD FOUND RALPH --BL-kkWELL, ® - RAILROAD SPIKE FOUND REGISTERED. LAND SURVEYbR DATE: FLORIDA CERT IFIC.ATE NO. 3282 f ��OECE��O��ES NOT VALID UNLESS, EMBOSSED DRAWN BY: WITH SURVEYORS SEAL-%, FIELD BOOK: ��> s Design Check List for Pool Eiwclosures (Page 1 of 4) OFFICE 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 2004 Florida Building Code Edition with 2006 Supplements, Chapter 20, ASM35 and The 2000 Aluminum Design Manual Part I -A & II -A; Exposure 'B'_ or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; Negative I.P.C. 0.00; 150 MPH Roof Load & 120 MPH or MPH Wall Load, 3 second gust velocity load; Basic Wind Pressure ; Design pressures are 10 PSF for roofs & 14 PSF or PSF for walls. 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 -ii. 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. Y//7Wy'e-S Phone: -`/ a %-- 6 WK -67 9C Contr for Authorized Rep" Name (please print) Date: Cronta t r / AutffM2.e. Rep* Signature i& a •r -,V,4 -Au -- / 6 Z. �3FuS# c2 eels X5 2 SfI �v o� D FL 3 z '7 -7 / Job Name & Address Note: If the total of beam span & upright height exceeds 45' or,upright height exceeds 16% site specific engineering is required. 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans g. Site plan or survey with enclosure location .......... , .. c/ C. Contractor's / Designer's name, address, phone number, & signature on plans V D. Site exposure form ........ E. Enclosure layout drawing @ 1/8" or 1/10" scale with the following: ................ I. Plan view with host structure, enclosure length, projection from host structure, . V _ and all dimensions ' / 2. Front and side elevation views with all dimensions & heights ... ... t/ Note: All mansard wall drawings shall include mansard panel at the top of the wall. 3. Beam location (show in plan & elevation view) & size (/ (Table 1.1 & 1.6) 4. Upright location (show in plan & elevation view) & size ................ (Table 1.3 & 1.6) Upright & wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to MPH wind zone and/or'C' Exposure for load width Look up span on 120 MPH table and apply the following formula: Span / Height Required Converted @ 120 MPH F— Span / Height or MPH (b or d) x (b or d) x (b or d) _ Wind Zone Multiplier ** Exposure Multiplier ** 5. Chair rail & girt size, length, & spacing j/ (Table 1.4) r 6. Eave rail size, length, spacing and stitching of ............:.V/ (Table 1.2) Must have attended Engineer's Continuing Education Class within the past two years. * Appropriate multiplier from Page 1 -ii and Page b-15. b-1 Design Check List for Pool Enclosures (Page 2 of 4)/ 7. Enclosure roof diagonal bracing in plan view ...... ... ...................... 8. Knee braces length, location, & size ....................................... _ (Table 1.7) 9. Wall cables or K -bracing sizes shown in wall views ...................... V 4. Highlight details from the Aluminum Structures Design Manual: Yes A. Beam & purlin tables with size, thickness, spacing, & spans / lengths .............. (Tables 1.1 & 1.2 or 1.8 & 1.9) B. Upright & girt tables with size, thickness, spacing, & spans / lengths ............. (Tables 1.3 & 1.4) / C. Table 1.6 with beam &upright combination . .............................. //— D. Connection details to be use such as: / 1. Beam to upright ................................. .........................-Y 2. Beam to wall.............................................................. 3. Beam to beam ..... ...................................................... --/ 4. Chair rail, purlins, & knee braces .......................................... 5. Extruded gutter connections .................... ........................ . 6. Angle to deck and / or sole plate ............................................ — 7. Anchors go through pavers into concrete .................................... 8. Minimum footing and / or knee wall details ......... ......................... . 9. Cable or K- brace details Section 1 .............................:........... . Wall area calculations for cables: W = wall width, H = wall height, R = rise W1 = width @ top of mansard, W2 = width @ top of wall E. Select footing from examples in manual. Example 1': Flat Roof Front wall @save: ft. x ft. = ft? 100% _ ...................... W H a Largest side wall: ft, x ft. = .1@50%_ ........................ W TOTAL = .......... Total area / (233 ft.2 / cable for 3/32 cable pairs or Total area / (445 ft.'/ cable for ") = cable pairs Side wall cable calculation, 11.2 @ 100%'-11 b Side wall area / (233 ft.2 / cable for 3/32") _ or Side wall area / (445 ft.2 / cable for 1/8") _ b-2 S) cable(s) IM ft.2 ft.2 ft.2 ft.2 C Design Check List for Pool Enclosures (Page 3 of 4) Example 2: Gable Roof Front wall @eave: ft. x 1%V Front gable rise: ft. x / R Largest side wall: ft. x _ W R W H W HOST FRONT SIDE WALL WALL _ft. = 0.00 ft.Z @ 1j0,0% _ ........ 0.00 ft.2 H a _ft.) = 0.00 @ 100% = 0.00 ft.2 ..................... W 0.00 ft @ 50%0.00 ft.2 c Largest side gable rise: ft. x = 0.00 ft.2 @ 50% _ ................ .. 0.00 ft.2 R d TOTAL = .......... 0.00 ft? Total area / (233 ft.2 / cable for 3/3 ) cable pairs or Total area / (445 ft.2 / cable for /8") = 0 bblle pairs Side wall cable calculation 0.00 ft.2 + 0.00 ft.' 0.00 ft.2 @ 100% = 0.00 ft? c d Side wall area / (233!2 / cable for 3/32") = 0 cabl'e,(s) or Side wall area / (445 ft.2 / cable for 1/8") = 0 cables) RxW R Rx(1/2)W W H W HOST FRONT SIDE WALL WALL Example 3: Transverse Gable Roof s^ Front wall @ eave: ft. x ft.= 0.00 ft.2 @ 1100% _ . . ... . .... ....... 0.00 ft.2 W H a Front gable rise: -,\ ft. x ft. = 0.00 ft.2 @ 100% = - .... . 0.00 ft.2 NRS W /b 00 0.00 Largest side wall: ft. x = 0, ft.2 @ 50% = ........................... ft? W H/ c Largest side gable rise: ft. 1/2 (_ft.) = 0.00 ft? @ 50% _ .. , ..... .. 0.00 ft.2 W d TOTAL = ......... 0.00 ft.2 Total area / (233 ft.2 / cabi for 3/32") =� 0 cable pairs or N*11� // Total area / (445 for 1/8") = 0 cable pairs 7ft2cable Side wall cable calculation: 0.00 ft.2 + 0.00 ft? =\0.00 ft? @ 100% = 0.00 ft.2 C d Side wall area / (233 ft.2 / cable for 3/32") = 0 cables) or Side wall area / (445 ft.2 / cable for 1/8") = 0 cables) b-3 Design Check Ll,$ for Pool Enclosures (Page 4 of 4) Example 4: Mansard Roof Nates: b4 Front wall @ eave: ft. x ft. = ft? @ 100%"= ft? W H a Front mansard rise*: ft_ x 1/2( ft. + ft ft 1 @ 100%.2 \R� W 1 W /� b Largest side wall: & = ft? 50% = 2 W H c Largest side mansard rise*.- ft. x C_ft. + ft.) = ft.� @ 50% _ ft? P. W 1 W2 d TOTAL = , ......... — ft? Total area / (233 ft? / cable f 132") - cable pairs or Total area/ (445 ft.1/ c le for 1/8") = cable pairs Side wall cable calculation: ft.2 + 1 = ft.Z @ 100°/a = f{ 1 /J c d Side wall area / (233 ft? /cable for 3/32") c ble(s} or Side wall area 1 (445 ft.11 cable for 118") = cables) Example 5: Dome Roof Front dome wall @ eave: �I� ft. x ft. _3" ft. @ 100%_ ft.2 W H a Front dome rise*: ft. x 1/2(�� & 0 ft.) =��U ft.ft.,.@ 100°/a = . . ..... ........ l� (t.1 . / Largest side wall: Z ft. x =g2- ft.2 @ 50% =Z � ft.1 n.......................... Largest side dome rise*: r/1 ft. x � C ft.=/ IL ft.2 @ 50% _ /—_ b R W d TOTAL = ���j /"�- ft? .......... Total area / (233 ft? / cable for 3/32") = cable pairs or Total area / (445 ft? / cable for 1/8") _ cable pairs Side wall cable calculatlowg� ft.2 +112— = ft.1 @ 100%_ % ft.1 C d Side wall area / (233 ft? / cable for 3132") = cable(s) or Side wall area / (445 ft? / cable for 1/8") _ —L—cable(s) Nates: b4 SITE EXPOSURE EVALUATION FORM -•-----•- ---- -- -- -- -- -- I QUADRANTI 1500' nn I IEXPOSURE 13 I I � - - - - 1500' -i I �� I 600' QUADRANT IV I 40' I QUADRANT 11 600' 600' -� n i EXPOSURE �J I 40 I EXPOSURE 46 i 600' I� I� 1500' I I QUADRANT III ( EXPOSURE % 1500' I I NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE SCALE: 1" = 800' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B', 'C', OR'D' EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKE THE SITE THAT EXPOSURE. EXPOSURE C: 1. OPEN TERRAIN FOR MORE THAN 1,500 FEET IN ANY QUADRANT. 2. ANY'C' EXPOSURE FOR GREATER THAN 600 FEET IN ANY QUADRANT. 3. NO SHORT TERM CHANGES IN 'B', 2 YEARS BEFORE SITE EVALUATION AND BUILD OUT WITHIN 3 YEARS, SITE WILL BE 'B'. 4. FLAT, OPEN COUNTRY, GRASSLANDS, PONDS AND OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1,500 FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS EXPOSED TO WIND FLOWING OVER WATER FOR A DISTANCE OF AT LEAST 1 MILE. SITE IS EXPOSURE: Ja EVALUATED BY: DATE: SIGNATURE: , - LICENSE #: S cc- %`T ?FPI b-14 CONVERSION FACTOR TABLE Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" * Use larger mean roof height of host structure or enclosure Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load. b-1 5 Exposure "B" to "C" Exposure "B" to T" Mean Roof Height* Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier 1.21 0.91 1.47 0.82 i57- 20' 1.29 0.88 1.54 0.81 20' - 25' 1.34 0.86 1.60 0.79 25' - 30' 1.40 0.85 1.61 0.79 * Use larger mean roof height of host structure or enclosure Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load. b-1 5