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2404 S Laurel Ave
N Permit # Job Address: Description of Work: C 2 Historic District: CPII CITY OF SANFORD PERMIT APPLICATION k2 cL /4tp 1 en cL-o S L-1-1 RECEII/ED Date: z6 Ft 2.62006 Zoning: Value of Work: S 4b s 9.00 Permit Type: Building,- Electrical Mechanical Plumbing Fire Sprinkler/Alarm pool Electrical: New Service — # of AMPS Addition/Alteration Change of ServiceTem Temporary Pole. (Duct Layout &Energy gale. Required) Mechanical: Residential Non -Residential Replacement New Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # D Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair —Residential or Commercial Occupancy Type: Residential Y-,_ Commercial Industrial Total Square Footage: h4l Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other titan X) Parcel #: 3 �o — 6% — 3O — 53 Q 17 r3 (Attach Proof of Ownership & Legal Description) Owners Name & Address: 1 C C- 14 444, 4 S J fl lL 2 �L S-4,,Fe, rztj FL 32-77/ /► Phone: Contractor Name & Address: Sl•Ko w S CO STa •tCT7p Se eV I C-e.s =�✓ R 0 r i3aZf 470 339 t,4k2 /y0,412d e EL 327 ( _._ ....... Z State License Number: t(2- C 0 5 3 1 2-'l Phone&Fax: 507-(,�f- 07�(e-07-302— /� a��S V67— D&S�ContactPerson:— PLtiye 0 Phone•_ 7—(8f—dik(. Bonding Company: Address: Mortgage Lender: Address: ArchltecVEngineer: /-,4w ree w e e- %3eavw g T- r, 396-7,67- 1�6 , 7� �_ ---U7 %�OF �6 X Phone: 3 7 Address: • o?/r/3G� SOc17�} f 1'Tpw�4 F FL 3 7— 1 1 Fax: 3,76 - 74 7 -6 5-S-4 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior tc, Ile:issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that r sc).ar:,te Permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable lawn I,.t., construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU)t )'AY: Nr 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 rucords of this county, and there may be additional permits required from other governmental entities such as water management cliAricts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will otify the owner of the property of the r uirc oArid Lien La S 713. z,e O 6 Signature of Owner/Agent Date re of Contmc or/Agent Date Fat; �3 fQ ner/Agent's Name S% Mo,w., % - we )Ow�, 12-(0 d� / r uaic Sf nAv 6 of Nota State of Fl da: o,, '",•a ►' S!p ?9 t- Expires 1/26/2010 g t D ,rti►F'ra Datctom D ���jj��: DObt1247- t 'a,�?prtidf'F Bonded thru (800)432-4254: F Orae tn6/2010 a.....� Florida Not ory Asan.. Inc �a�'prR0`r 90nd00 ihlu (800H32,425 i"""""" l7ttAtltlAY@At'i'S_ 1'bF�iin3(ly Known to Me or P�rt!?�"r 'r n �iZO — Z 5.5 —e} — J p Contractor/Agent is Personal) i K96WWro-Meff .. Florida N 0R , rveaT L,tsr- Produced APPLICATION APPROVED BY: Bldg: Zon' % tilitics: FD: Vni & Date) (Initial & ate) (Initial & Date) (Initial & Date) Special Conditions: -55 . oo Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 h4://www.scpafl.org/pls/weblre_web.seminole county_title?parcel=36193053800000270&cpad=laur... 4/17/2006 DAvro � eorr.CFA.AM PROPERTY �IPP,�iA15ER s u�o>� oourmr�. 1101'%. Frrarsr 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 36-19-30-538-0000-0270 Number of Buildings: 1 Owner. PILCH FREDERICK P & SALLY T Depreciated Bldg Value: $121,306 Mailing Address: 2404 S LAUREL AVE Depreciated EXFT Value: $0 City.StateApCode: SANFORD FL 32771 Land Value (Market): $39,950 Property Address: 2404 LAUREL AVE SANFORD 32771 Land Value Ag: $0 Subdivision Name: BECKS ADD Just/Market Value: $161,256 Tax District S4-SANFORD-17-92 REDVDST Assessed Value (SOH): $99,651 Exemptions: 00 -HOMESTEAD Exempt Value: $30,000 Dor: 01 -SINGLE FAMILY Taxable Value: $69,651 Tax Estimator SALES Deed Date Book Page Amount Vac/Imp Qualified WARRANTY DEED 05/1992 02440 1028 $62,900 Improved Yes 2005 VALUE SUMMARY WARRANTY DEED 03/1988 01943 0775 $41,200 Improved Yes Tax Value(without SOH): $2,228 QUIT CLAIM DEED 03/1988 01943 0774 $100 Improved No 2005 Tax Bill Amount $1,332 CERTIFICATE OF 03/1988 01942 0313 $100 Improved No Save Our Homes (SOH) Savings: $896 TITLE 2005 Taxable Value: $66,749 WARRANTY DEED 03/1985 01622 1537 $50,000 Improved Yes DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED 01/1974 01020 0740 $24,300 Improved Yes ASSESSMENTS WARRANTY DEED 01/1969 00725 0386 $14,500 Improved Yes Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land Method g p Units Price Value PLATS: pa-. F-7� FRONT FOOT & 100 127 .000 425.00 $39,950 LEG LOTS 27 + 28 BECKS ADD PB 3 PG 101 DEPTH BUILDING INFORMATION Bid Bid Type Year Fixtures Base Gross Living Ext Wall Bid Value Est Cost Num Bit SF SF SF New 1 SINGLE 1951 6 1,241 3,100 2,748 CB/STUCCO $121,306 $190,284 FAMILY FINISH Appendage / Sgft BASE SEMI FINISHED / 339 '- Appendage / Sgft OPEN PORCH FINISHED/ 52 Appendage / Sgft ENCLOSED PORCH FINISHED / 324 Appendage / Sgft UTILITY UNFINISHED / 60 Appendage / Sgft UTILITY FINISHED / 240 Appendage / Sgft BASE SEMI FINISHED / 844 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment Enclosed Porch Finished, Base Semi Finshed Assessed values shown am NOT certified values and therefore are subject to change before being finalized for ad rOTE: in tax purposes. If u recently purchased a homesteadedyour next yeaes property tax will be based on JusNMarket value. h4://www.scpafl.org/pls/weblre_web.seminole county_title?parcel=36193053800000270&cpad=laur... 4/17/2006 LIMITED POWER OF ATT-OILNEY Date I hereby name and appointo �rL A rrAo, Sqr�g � to be my lawfullaat-tomey in fact to act for me and apply to the building' -do ent for a .�['K of &o permit for work to be performed at a location described as follows: Lot Block Subdivision �`fy qL -cz vz e L /4 v 2 S�, C.Q /=L '31771 (Address of Job) FRfb E'2 t ck / i c -o �`�"0 S I -At tzeL ✓2 T. ,tvim•.jQ FL 32.7 7 (Owner of Property and Address) and to sign my name and do all things necessary to this appointment. Brenda Simons CRC 053127 Type or f i int Ij ame Of Ce�tifiod Contractor and License Number Contractor Acknowledged: Sworn to and subscribed before me this day of , 2006 by 1�1�-�-,Q who is personally known to me /who produced as identification and did not take an oath. "... DONNA.M. .PELOSO .........� CpMM# 000511247 �N (Seal) _� d Expires 1/Z8/2010 i No Public, State of Florida � Bonded th- (800)432.4254 fO►i�,.� Florida Notary Assn., Inc ' My Commission Expires: i............................................F Signature this Instrument Prepared by: D. Watts MARYANNE MORSE, CLERK OF CIRCUIT COURT All Seasons Pools SEMINOLE COUNTY ` 185 East Airport Blvd. BK 06348 QgJ1280; Upg) Sanford, Fl. 32773 CLERK7VS # 200612'2405 C h (i RE%^ORD 'D 07/31/2006 0205121 PM NOTICE OF COMMENCEMENT ,� a I�ECORDINS FEES 10.00 �o �C�RECORDED BY H Bailey STATh OF FLORIDA COUNTY OF: 1. THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. �.e G <-07-S �.-7 Z S' (3e cK s IRt't P(3 3 1-'G 1 u 1 ,24o4 S I -Aa Re c- Ave. S A FL . 3 2--7 7 1 2. General description of improvement: CONSTRUCT SCREEN ENCLOSURE 3. Owner information a. Name and Address: Fre � e- L cls "�L `f b 4 S ,Ll�} 2 L' �-ve S w- ry F& 2 >J , F L_ , 3 z-7 7 1 t E b. Interest in property: Fee Simple ; ; I c. Name and address of fee simple titleholder (if other than owner): 4. Contractor: 5. Surety: NA 6. Lender: 7. 9. Sl lsd o N S V 5 FM U- C. Ti o .N r,0 a �e S, Z'Vi 0. 3o -l- 47c'2>39 I I �i4ice_ M0 v1 -r %L 3 Z7 q 7 Persons within the State of Florida Designated by Owner upon whom notic Documents may be served as provided by Section 713.13 (I) (a) 7, FloridE N/A In addition to himself, Owner designates the following person(s) to receive The lienor's notice as provided in Section 713.13 (1) (b), Florida Statutes ( name and address) Expiration date of Notice of Commencement (the expiration date is one ye date of recording unless a different date is specified OWNER'S (NAME: OWNER'S (ADDRESS: STATE OF FLORIDA ( Signature of Owner) FMC70 e a t c.lC Dt t, c t-} a4o4 S /,14U-RfLI'4ue; I S&PJ FoRt� 1 FL 327`71 COUNTY OF: The foregoing instrument was acknowledged before me this /4 I , 2006 by Ff f d ?de -6 to me or who has produced DRIVER LICENSE #I' P,,tad As identification and .who did (did not take an oath: NOVAR i _ day of who is per i s or other Statutes: I copy of 00, P N C 11 COQ. -. tr from the 111 y known oma" �� 2pOb ......� ON )173481 912009 0)432.4254 Assn. Inc 19/swuZ S o.� lir all /o oZ /JuvAi — 6 !✓/i/61 Qu l> pS w IS /T .. K-3[ ® K3 6 /X 1 Ksy © r16 (9 X636 .3a 3 Q e ars r. �s . PLANS REVIEWED CITY OF SANFORD OFF16r Ivil I # v 6N b /0, 0� /x16 � 3 %03 (9 X636 .3a 3 Q e ars r. �s . PLANS REVIEWED CITY OF SANFORD OFF16r Ivil I # 11 A Ir o [ 170 i )OV Op 4i Oe � � �'► \ pp Cb � W oO 00 169 "7 s � bass it ►3�a 66.3 1 71 I I 71 Zxa zxy xy .tzy ��rti .zre axi- axY a^I 6y �c '6y lib tl 39 0 ,y z ov of PLANS REVIEWED CITY OF SANFORD l zs 6 z� 39 0 S'71 163.4q Zx4 X 8 J �� Tv ri SCREENED ENCLOSURES H (SEE TABLE' I- K -BRACING (OPTIONAL) GIRT (TYP.) EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION '1) ALTERNATE CABLE 1" x 2" (TY P.) GRADE CABLE CONNECTION (SEE DETAILS SE=CTION '1) TYPICAL DOME ROOF - ELEVATION SCALE. N.T.S. H K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1,5) 1" x 2" (TYP.) RISER WALL WHERE JIRED .INS (TYP.) ONAL ROOF BRACING SCHEMATIC SECTION 1) _E BRACING METER WALLS FRAMING 'TABLES 1.3 AND 1.4) -- TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. NS RE��Ev ED CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PA RI CITY OF SAN Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (366) 767-4774 FAX: (386) 767,6.558 119) 61 PAGE COPYRIGHT 28 NOT TO HE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-3 SECTION 1 1 SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2"x4"OR2"x6" SELF MATING BEAM 1" x 2" SNAP SECTIONS Z ATTACHED TO 2" x 2" W/ — — — — — — — ---_ #10 x 1-1/2" S.M.S. oQ 24" O.C. #10 OR CONTINUOUS SNAP 3" / — SECTIONS OR 2"x (4)/ � ®® SPLINE GROOVE SECTION x6" z ��f r G..DM_--------� 1" x 2" OPEN BACK FASTENED ®® ALTERNATE FLAT ROOF TO POST W/ (2) #10 x 1-1/2" S.M.S. --- - - - - - - 11' SELECT FASTENER SIZE, NUMBER AND PATTERN ATTACH 2" x 2" PURLINS TO (SEE TABLE 1.6 & 9.5A OR 9.56) SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO 2" x 3" HOLLOW OR SNAP SCREW BOSSES �- SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE: 3" = V-0" at Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER. DEVELOPMENT CONSULTANT P.O. BOX 214366. SOUTH DAYTONA. FL 32121 TELEPHONE: (3B6) 767-4774 FAX: (3B6) 767-IRx% PAGE 1-8 © COPYRIGHT 2004 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 7 OR 7 x 19 STAINLESS STEEL I CABLE DIAMETER I TOTAL ALLOWABLE WALL AREA' I 118" 1 445 Sq. FL 1 PAIR OF CABLES " TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8'x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3132" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER I SIDE WALL CABLE ** I 118�ONE PER 445 Sq. Ft. OF WALL "* SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. ,c) To calculate the required pair,of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. `t` 0- r% D Yv'"' - Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER . DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1 -40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. m SCREENED ENCLOSURES I SECTION 1 (5) #10 S.M.S. (MIN.) 1/8" x 1-1/2" x 8" FLAT BA 0.125" PLATE OUT ON ` 45" ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 3" = 1' A ALTERNATE: USE (1) 1/4" x 1-114" FENI)ER WASHER EACH SIDE OF ®® / FRAME MEMBER EITHER A OR B 1"'x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED (NP) `*�ll#10 x 314" S.M.S. EACH SIDE tt FOR CABLES ®®®® 4v`po MIN. 114" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3"= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER. DEVELOPMENT CONSULTANT P.O. BOX 211368. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-1771 FAX: (386) 767.8556 PAGE A © COPYRIGHT 2001 1-41 1- nI I+"anl P nR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED SECTION 1 2" x 2" x 0.125" ANGLE 2-1/4" x 1-1/2" CONCRETE ANCHORS (MIN.) .11 a MIN. 3-3/4" (4" NOMINAL) SLAB DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 -,------,SCALE: 3" = l'-0" 5-1/2" (6" NOMINAL) c SLAB (MIN.) \ \ 5d (MIN.) S 5d (MIN • �J SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32" CABLE AND 594# FOR 1/8" CABLE, FOR 3/32" CABLE (1) 1/4" x 1-1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. OF Sp�FpR 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 2C SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 76765% PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-43 SECTION 1 SCREENED ENCLOSURES ®ei®ti ®elee lose 0 CHAIR RAIL EAVE RAIL 4" x 4" x 0.062" PLATE 2" x 2" x 0.044" BRACE (TYP.) �eee ®®® O 1/4" x 1-1/4" EMBEDMENT EXPANSION BOLT @ 24" O.C. 1 x 2 SOLE PLATE SEE TABLE 1.11 FOR REQUIRED QUANTITY OF #10 x 3/4" S.M.S. K -BRACING CONNECTION DETAILS NOTES: SCALE: 3" = 1'-0" 1. Can trim plate this area. X, Ex 2. Alternate connections use 'H' bar cut to fit connections. P n ..tv OF S Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767.6558 PAGE © COPYRIGHT 2004 1-44 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. SECTION 1 SCREENED ENCLOSURES SCREEN 'd' VARIES � 4" SHOW 1" x 2" O.B. BASE PLATE (TYP.) ll SECONDARY ® ®� 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 S.M.S. (SEE SCHEDULE NEXT PAGE) a c CONCRETE ANCHOR (SEE SCHEDULE NEXT PAGE) a e• . NOTE: DETAIL ILLUSTRATES TYPICAL 2"x 4" S.M.B.'COLUMN 2" 5d CONNECTION (MIN.) (MIN.) �r�r �nrwr SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d' MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSID B BOLT 0 ' Sd DISTANCE 114" 1-1l4" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) #10 x 314" S.M.S. EACH SIDE PRIMARY 2"x 2"x 0.063" ANGLE 1" x 2" BASE PLATE (TYP•) ' • d 0 . • e .. a 'd e e e 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MtAX) 6" (MAX.) MAX. SPACING 24" O.C. 3000 P.S.I. CONCRETE FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = 1'-0" NOTE: FOR SIDE WALLS OF 2"x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 1A�S RC`''" FpRD Lawrence E. Bennett, P.E. FL # 16644 Q S�►H CIVIL ENGINEER - DEVELOPMENT CONSULTANT r, of P.O. BOX 214365, SOUTH DAYTONA, FL 32121 �r TELEPHONE: (366) 767.4774 FAX: (366) 767.6556 PAGE 1-50 © COPYRIGHT 2604 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 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) Hollow Sections 3'-0" Tributary Load Width'W' = Beam Spacing 1 4'-0" 1 5'-0" I 6'-D" 7'4" 1 8'-0" Allowable Span V1 bending 'b' or deflection'd' I 9'-0" Z" x 2" x 0.044" 9'-10" b B'-7" b 7'-B" b 6'-11" b 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 0'-4" b 7'-7" b 7'-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045" 13'-4" bi 11'-7" bi 10'4" bi 9'-5" b B'-9" b 8'-2" b 7'-B" b 2" x 4" x 0.050" 14'-8" b 1 12'-8" b 1 11'4" b 1 10'4" b 9'4" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" 1 Tributary Load Width'W' = Be Spacing 4'-0" 1 5'-0" 6'-0" 7'-0" 8'-0" Allowable Span 'L' 1 bending'b lectlon'd' 9'-0" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-6" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b b 24'-9" b 21'-5" b 19'-2" b 17'-6"b b 2" x 6" x 0.062" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3" b 181-91, 171-6* b 16'-6" b 32'-3" b 27'-11" b 24'-11" b 22'-9" b '- " b 19'-9" b 18'-7" b Z' x 7" x 0.055" wf insert 42'-10" b 37'-1" b 33'-2" b 30'-4" b 2B'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 1 29'-5" b 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11" bj 29'-6" bl 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 142'-11" b 38'4" b 1 35'-0" b 1 32'-5" b 1 30'4" b 28'4" b 2" x 10" x 0.092" x 0.369" 59'-6" b 1 51'-7" b 46'-1" b 1 42'-1" b 1 38'41" b 1 36'-5" b 34'4" b Snap Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" Allowable Span'L' f bending 'b' or deflection'd' 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-0" b 7'-8" b T-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b 2" x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 34'-9" b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b 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# 1 Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. 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. 6. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- B" 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'-t" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767AT74 FAX: (386) 767.8556 PAGE © COPYRIGBE REPHT 2004 R -56 NOT TO ODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. C SCREENED ENCLOSURES I SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30"-30'-00" North (Jacksonville, FL) A. SecNnnc Faclsne.r r.. oe.,._... %A6 .+ Hollow Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 1 4'.0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0"I AllowableSpan 'L' I bending 'b' or deflection 'd' 6--B-- '-8"Allowable 2" x 2" x 0.044 2" x 2" x 0.044" 7'-B" d 1 7'-4" d 7'-D" d 6'-9" d 6'-6" b 6'-3" b 5'-11" b 2" x 2" x 0.055" 8'-1"JbI -9" d 7'-5" d 7'-2" d 6'-11" d 6'-9" d 6'-6" b 3" x 2" x 0.045" 8'-6"-3" d 7'-11" d 7'-8" d 7'-5" d 7'-3" d 6'-11" d 2" x 3" x 0.045" 10'-9'-3" d 9'-9" b 9'-3" b B'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2'-4" b 10' 8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections X-6 1 Tributary Load Width 'W'= Purlin Spacing 4'-0" T 4'-6" 1 5'-0" 1 5'-6" 1 6'-D" 1 Allowable Span VI bending 'b' or deflection 'd' 6' -8 - 2" x 2" x 0.044 8'-5" d 8'-1" d 7'-9" d 7'-6" d 7'-3" d 7'-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8" d 10'-4" d 9'-11" b 9'-6" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b I 12'-2" b 9'-4" b 8'-10" b 8'-4" b B. Seclinns Factanart Thmoinh Pt- Uumk. 1. ** c.."..... o-......... Hollow Sections Tributary Load Width 'W'= P ing 3'-6" 4'-0" -6 4'" 5'-0" 1 5'-6" 6'-0" 1 6'-8" Allowable Span'L' I bending 'b ction'd' 9'-2"8'-7" b 8'-1" b 7'-B" b k 7'-4" 6'-11" b 6'-7" b 971" b 9'-4" b 8'-10" b 8'-4" b b 7'-7" b 7'-3" b 2" x 3" x 0.050" 12'4" b 11'-7" b 10'-11" b 10'-4" b 9'-10" bi 9'-5" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b 11'-4" b110'-10" 151 10'-4" bi 9'-10" b 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 Span 'L' I bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" bi 10'-2" bj 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b 7'-11" b notes: 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# 1 Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: �D Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'W' = 5'-0" = 10'-2" S RE��EORD OF SANS • C1� 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 Q COPYRIGHT 2W4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-57 SECTION 1 SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 12D MPH or an applied load of 14 # 1 sq. ft.' Hollow Sections 3'-0" Tributary Load Width W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'.0" 1 7'-0" 8'-0" AllowableHeight'H' 1 bending'b' or deftection'd' 9--0-- '-0"Allowable 2" x 2" x 0.044" 8'-4" b T-3" b 6'-6" b 5'-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b T-11" b T-1" b 6'-5" b T-11" b 5'-7" b 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b 7'-5" b 6'-11" b 6'-6' b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b 7'-7" b 7'-2" b Self Mating Sections 3'-0" Tributary Load Width NY' = Upaghl.Spacing 4'-0" 5'-0" 1 6'-0" 7'-0" Allowable Height'H' 1 bending 8'-0" eflection'd' 1 9'-0" 2" x 2" x 0.044" 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1" b 11'-11" b 11'-1" b 10'4" b 9'-9" b 8'4" b 20'-11" b 18'-1" b 16'-2" b 14'-9" b 11'-0" b b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-1" b 15'-10" b 14'-10" b 13'-11' b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16'-0" b 15'-9" b 2" x 7" x D.055" w/ insert 36'-3" b 31'4" b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x D.072" x D.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-D" b 21'-6" b 20'4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'-4" b 22'-0" b 2" x 9" x 0.062" x 0.310" 41'-10" b 36'-3" b 32'-5" b 1 29'-7" b 27'-5" b 25'-8" b 24'-2' b 2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Height'H' l bending W or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-8" b 7'-0" b 6'-6" b 6'-1" b 5'-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'4" b 7'-10" b 7'4" b 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 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. Now ss s all be less t an g scr Idth 'W' select upng 3. Above heights do not include length of knee brace. Add horizontal distance from u ri iht to center of brace to beam nnection to the above spans for total beam spans. 4. I e osures 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 Q 36" in height can be considered as 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. 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: (3016) 7674774 FAX: (386) 767.6556 PAGE 4lx ..1ir� © COPYRIGHT 2004 1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. C� SCREENED ENCLOSURES I SECTION 1 Table 1.4 Allowable Post 1 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 velocity of 120 MPH or an applied load of 14 111 sq. ft.* A. Sections As Horizontals Fastened Tn Pnetc with rii. 1 snap oections I Allowable Heights 'H' I bending 'b' or deflection 'd' j t x 1 x 0.044 I7'-6 d 7'-2" d 6'-11" d 6'-8" hT h I—R'_1" h Is'_a• h B. Sections -As Horizontals Fastened To Posts Th, -...h cia" i -t- c...e. Hollow Sections 3'-6' 4'-0" Allo ry Load Width 'W' 5'-0" 5'-6" 6'-0" abl'H'I bendln 'b' or deflection 'd'RxO.0,4511 6'-8" 7'-9" b 7'-3" Tributary Load Width W' b 6'-2" b 5'-11" Hollow Sections 3'-6' 4'-0" 1 4'-6" 1 5'-D" 1 5'-6" 1 6'-0" b 6'-9" b 6'-5" Allowable Helghts'H' I bending'b' or deflection'd' 9'-3" 2" x 2" x 0.044" 6'-10" d 6'-6" b 6'-1" b 5'-9" b 5'-6" b 5'-3" b 5'-0" b 2" x 2" x 0.055" 7'-3" d 6'-11" d 6'-a" b 6'4" b 6'-0" b 5'-9" b 5'-6" b 3" x 2" x 0.045" T-9" d T'-5" d 7'-1" d 6'-10" d 6'-7" b 6'4" b 5'-11" b 2" x 3" x 0.045" 9'4" b8'-3" b 7'-10" b 7'-5" b 7'-2" b 6'-9" b 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-D" b 8'-7" b 8'-2" b 7'-10" b 7'-5" b 1 snap oections I Allowable Heights 'H' I bending 'b' or deflection 'd' j t x 1 x 0.044 I7'-6 d 7'-2" d 6'-11" d 6'-8" hT h I—R'_1" h Is'_a• h B. Sections -As Horizontals Fastened To Posts Th, -...h cia" i -t- c...e. Hollow Sections 3'-6' 4'-0" Allo ry Load Width 'W' 5'-0" 5'-6" 6'-0" abl'H'I bendln 'b' or deflection 'd'RxO.0,4511 6'-8" 7'-9" b 7'-3" pHeight 66'-6" b 6'-2" b 5'-11" b 5'-7" b 8'-5" b T'-11" b7'-1" b 6'-9" b 6'-5" b 6'-1" b 9'-3" b 8'-8" b 7'-9" b 7'-5" b 7'-1" b 6'-B' b x4x 0.050 10'-5" 11'-6" b 9'-9"b b 10'-9" b 9'-2" 10'-1" b B'-9" b b I 9'-T" b 8'-4" 9'-2" b 7'-11" b B'-9" b 7'-7" b 8'4" b b Snap Sactions Allowable Heights 'H' I bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b I -7" b 1 8'-1" b 1 7'-8" b 1 7'4" b I 7'-0" b 1 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. Silo 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. S. 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)1110 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Gilt 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. CC(`I� of Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214366, SOUTH DAYTONA, FL 32121 TELEPHONE: (356) 7674774 FAX: (386) 767.6556 I PAGE © COPYRIGHT 2001 -`C9 NnT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. � SCREENED ENCLOSURES I SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam SDlicina Beam Size -T. 3" Upright Size -F. 3" Minimum Purlin, Girt Deck & Knee Brace Size- Anchors 2" x 2" x 0.044" 2 Notes Minimum Number of Screws* #8 x'/"" #10 x W, #12 x'/:" Full Lap 6 4 4 Beam Stitching Screw @ 24" O.C. 2" x 4 2"x 3" 2" x 2" x D.044" 2 Full Lap 8 6 4 0 2" x 4" 2" x 4" 2" x 2" x D.D44" 2 Full Lap 8 6 4 910 2;'x 5" 2' x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 # 2' x 6' 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 10 B 6 #10 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 artial La Partial Lap 16 14 12 #14 2" x 9" 2" x S. 2" x 3" x 0.045" 6 Partial Lap 18 16 14 #14 2" x 9"•' 2" x 7" 2" x 4" x 0.050" B 1 Partial La 20 18 1 16 #14 2" x 10" 1 2" x 8" 2" x 4" x D.050" 10 1 Partial Lnn 20 18 1 16 #14 Screw Size Minimum Distance and Spacing of Screws Edge To Center Center To Center Gusset Plate Thickness Beam Size Thickness #8 5116" 518" 2" x 7" x 0.055" x 0.120" 1116" = 0.063" 010 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 118'= 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #14 or 114" 3/4" 1-1/2" 2" x 9" x 0.082" x 0..306" 1/8' = 0.125• 5116" 7/8' 1-314" 2" x 10" x 0.092" x 0.369" 1 1/4' = 0.25" 318" 1" 2" • 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 112 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 112 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 112 the screws on each side of the cut. 8. Ali beam to upright connections for 2' x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size (i.e. 2" x 6"). Read the 2" x 5" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Alumjnum 6063 T-6 Brace Length Extrusion Anchoring System L _ To 3--W 2" x W x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE " H -Channel ong screws %09'� " (size to -15e determined by beam size, 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'. Lawrence E. Bennett, P.E. FL # •16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (385) 767-6556 PAGE Q COPYRIGHT 2004 I ��� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 1 SCREENED ENCLOSURES Table 1.10 Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side / Solid Roof Other Side Aluminum Alloy 6063 T-6 For Areas with Wind Loads 150 M.P.H. or Less and Latitudes Below 30"-30'-00" North 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule Number of #10 x 314" S.M.S. Required Maximum Wall Width = 10'-0" 12,-0" 1/2 Screen Roof Beam Span 1 14,-0" 1 16'-0" 1 18'-0" 1 20'-0" 1 22•-0" Beams And 5" Super Gutters 5'-0" 5'-0" 112 Solid Roof Beam Span 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 2 2" x 6" x 0.050" x 0.120" 11'4" b 10'-11" b 10'-7" b 10'-3" b 9'-11" b 9'-9" b 9'-6" b 2" x 7" x 0.055" x 0.120" 12'-1" b 11'-8" b 11'-4" b 10'-11" b 10'-8" b 10'4" b 10'-1" b 2" x 7" x 0.055" w/ insert 15'-3" b 14'-8" b 14'-3" b 13'-10" b 13'-5" b 13'-1" b12'-9" b 2" x 8" x 0.072" x 0.224" 14'-10" b 14'-0" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 12'-5" b 2" x 9" x 0.072" x 0.224" 15'-11" b 15'-5" b 1 14'-11" b 1 14'-0" b 14'-1" b 13'-8" b 13'-4" b 2" x 9" x 0.082" x 0.306" 17'-4" b 15'-9" b 1 16'-2" b 1 15'-9" b 15'-3" b 14'-10"b 14' 6" b 2" x 10" x 0.092" x 0.369" 20'-7" b 19'-11" b 19'-3" b 18'-8" b 18'-2" b 17'-8" b 17'-3" b Notes: 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule Number of #10 x 314" S.M.S. Required Maximum Wall Width = Corner Post @ Top Diagonals (K) per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 30'-0" 2 2 4 2 2 40'-0" 3 4 6 2 2 60'-0" 6 1 7 12 3 1 3 Note: Maximum front wall height = 10'-0" Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (366) 767.4774 FAX: (386) 7676556 PAGE © COPYRIGHT 2004 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. c:,E:scn►rr► ►J,'d L(1 "� �',�:�'� �t�1T l�J�.�► cCvf;i) U'N PlAT BOOK PA,:,E(Si 1D1 I PUBLIC �.cr oitC.S 0= �t l•itl'rC�l r GCLt, . Y. rlUr��vn i`— _ 1! 'R-0 C.7rli:^.cic �n1;;iltaENT r r+Cu� nfU►Al." i1()L�NprRr Llt,: FA�FU�v7 tINC c CE NT E;( UNE (11GItT•t,F.w�.Y I y 1-, 'A S-1. t� �• V) Fi, MUL N Sl. (I%It) L wm `to' ftv Atuft w QqU71 UJI PLAN. REVtiIED CITY OF SANFORI -rIL PappGnTY t ten 1?1 T04F _ ;t ...P N. CCra4tVtll iY '.E�-trr? t� SxpNri, tin- A5.9V•nsO ..rtO 19 AL JN Ot:D- 'c0 -L.Af. UwLESS O1h:Fi"Yl3E "v':k THIS nUK.00VG ODES NOT LIF YYTTHIrl THE ':SlAALLSHED 1cU YEAR FLDOD PLAIT L^Nt-