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HomeMy WebLinkAbout307 Willow Boy Ridge StPermit 4: Job Address: --)­�, v Description of Work:ea�� _ Flistoric District: G Zoning: CITY OF SANFORD PERMIT APPLICATION Date: _ 4T�1:.5a6� �al �t Value of Work: S___ uare Footage-- - 0 ootage.__o------- MAR r . Permit Type: Building Electrical _ — Mechanical _ Plumbing _ _ Fire Sprinkler/Aurin —_ Pool � _ Electrical: New Service - II of AMPS _ Addition/Alteration k-- Change of Service Temporary Polc _—_ Mechanical: Residential Non -Residential -- Replacement _ New (Duct Layout & F,nergy Calc. Required) Plumbing/ New Commercial: It of Fixtures N of Water & Sewer Lines__ _ 9 of Gas Lines -_ _ Plumbing/New Residential: H of Water Closets — Plumbing Repair - Residential or Commercial Dccupancy Type: Residential Commercial Industrial Construction Type: I N of Stories: ----L H of Dwelling Units: Flood Zone: -__------- (FEMA form required ) :)wuers Name & Address'. -ontractor Name & 'hone & Fag:. 3011ding Compaa� kddress. Mortgage Lender: Wdress: \rehitect Wdress: G L ,State o" [7 —ZUCcontact Person: _ ^�_ Photic: \pplication 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 to the ssuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate emmit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, "TANKS, and UR CONDITIONERS, etc. )WNER'S AFFIDAVIT: I certify "i all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating onstruction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TOOBTAIN FINANCING, CONSULT WITFt YOUR LENDER OR AN 07ORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 40TICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may fou in the public records of his county, and there may be additional permits required from other governmental entities su has water anag t dist state tics, or federal a encies, weeptance of it v rification that I will noti the own the property of the req in en / i azure of Owner/A e Date Signature of "on", ctor!P.gen( Datc 0A tint tint net/Agent's Name Pr i r ontractodacn Agent's e\�• ,��b&i Sign re of 1 Dwe Signature of Notary -Stare or Florida * >� Date ;n EJtp M t4 10 �v�.. y #t)0507298 Fb11Qtr NCOy rIQ 9� • • °S � m. n -50y �° �Q\ Chvne. _ r Contractor/Agent is _ Personally -- Produced I — Produced ID I� �� t �; S dTPROVAl S: Z0� 2A- -0 TIL: FD: ENG: BLDG: pecial Conditions: .cv 0312006 T ---�!3-,-�1 z ,o PLANS REVIEWED CITY OF SANFOREW: 'ERMOT � ?«r l�•s u ' c a r ---�!3-,-�1 z ,o PLANS REVIEWED CITY OF SANFOREW: 'ERMOT � PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 204, PRESERVE AT LAKE MONROE, UNIT 2 AS RECORDED IN PLAT BOOK 66, PAGES 10-11 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS (LOT ONLY) SQUARE FOOTAGE UP TO CURB LOT 204 CONTAINS 5750 SQUARE FEET t (LOT ONLY) LOT 204 UP TO CURB CONTAINS 8300 SQUARE FEET THIS STRUCTURE CONTAINS 1880 SQUARE FEET f THIS STRUCTURE CONTAINS 1880 SQUARE FEET t TOTAL CONCRETE 504 (WITHIN LOT ONLY) SQ. FT. CONCRETE 837 SO. FT. t INCLUDING SIDEWALK APRON) 1' - 30' TOTAL SOD 3388 SQ. FT. t TOTAL SOD 3583 SQ. FT. f GRAPHIC SCALE PERCENT OF CONCRETE & STRUCTURE TO LOT 41% t 0 15 30 LOT 205 UNPLATTED SKYLINE OF AMENDED PLALBRIgAU SOREST r 50..00' w L` -o �o U- rn DO z - CENTERUNEO - — - RIGHT-OF-WAY OUILUINU Jt I BALKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES Y. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION FOR CONSTRUCTION. BUILDING SET PACK LINES SHOWN HEREON IS PER DATA DISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES r' THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL 0 120294 0035 E DATED 4/17/98 AND FOUND. HE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. REA OUTSIDE 100 (EAR FLOOD PLAIN, HE SURVEYOR MAKES NO GUARANTEES AS TO THE BOVE INFORMATION. PLEASE CONTACT THE LOCAL .E.M.A. AGENT FOR VERIFICATION. BEARINGS SHOWN HEREON ARE BASED ON THE WESTERLY LINE OF LOT 204 BEING SOO'08'05"E PER PLAT, :LD DATE:) :ALE: 1" m 30 FEET PROVED BY; Si 8 NO. ASM45458 [LOTT�FnIT LAI AWN BY: 7, SDO LOT 203 glop r PLANS _ I y ti\y �.J I 1 1/ 0^F .: WILLOWBAY RIDGE STREET 50' RIGHT-OF-WAY LEGEND — • . • — • — BUILDING SETBACK UNE POB CENTERLINE PCC RIGHT OF WAY LINE POC �X PROPOSED ELEVATION OR PROPOSED DRAINAGE FLOW PO CONCRETE LR LICENSED BUSINESS. LS LICENSED SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL PONT SSP PER PLAT t' •• MEASURED FN FOUND C/W CONCRETE WALK S/W SIDEWALK CaP CONCRETE PAD PB PLAT BOOK R RADIUS AMERICAN SURVEYING &MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB/8393 1030 N, ORLANDO AVENUE, SUITE B VANTER PARK, FLORIDA MLW MINIMUM LOT WOTH POB POINT ON BOUNDARY PCC PONT OF COMPOUND CURVATURE POC POINT ON CURVE OR OFFICIAL RECORD PO PLANNED DEVELOPMENT A DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DETVOTES CHORD BEARING PC DENOTES POINT OF CURVA'RM PI DENOTES PONT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TIP TYPICAL UP UTILITY PAD CBW CC!ICPETE ?Lo^J! WALL RP RADRIS PONT CS CONCRETE SLAB C CHORD LENGTH SO. FT. SOUARE FEET 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGNAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 5%3 I/s FOR THE FI,4M JAMES JAY .ALES PSMp4997DATT I SECTION 1 (SEE TABLE 1.3) F K -BRACING (OPTIONAL GIRT (TYP. SCREEN (TYP., SCREENED ENCLOSURES T- W I PURLINS (TYP.) PERIMETER MEMBER CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) NOTE: USE H2 FOR CABLE AREA CALCULATION TYPICAL MANSARD ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE SCREEN (TYP.) K -BRACING (OPTIONAL) ALUMINUM COLUMNS (TABLE 1.3 AND 1.6) GIRT (TYP,) 1" x 2" (TYP.) ALUMINUM BEAM (SEE TABLE 1.1 OR 1.8) PERIMETER WALL FRAME (TABLES 1.3 AND 1.4) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) CABLE BRACING SIZE MEMBERS PER APPROPRIATE TABLES TYPICAL MANSARD ROOF - ISOMETRIC �1 *( 0 SCALE: N.T.S. ���S ft 0 io CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUEN A SNI)` - r tq of Lawrence E. Bennett, P.E. FL # 16644 ---�767 (mil d u 91-A /`Ds CIVIL ENGINEER - DEVELOPMENT CONSULTANT a P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767.6556 1 �� PAGE © COPYRIGHT2004 1-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES 2" x 2" PURLINS ATTACHED TO BEAM WJ MIN. (3) #10 x 1-1/2" S.M.S. SECTION 1 CUT 2" x 4", 2" x 5", OR 2" x 6" BEAMS TO SLIDE OVER EACH OTHER 2"x 7" & LARGER PROVIDE GUSSET PLATE (INSIDE OR OUTSIDE BEAM) SAME WALL THICKNESS AS BEAM WALLS OR LARGER (SEE TABLE 1.6) MINIMUM SPACING J (PER TABLE 1.6) ---f 7 (SEE SPLICING DETAIL PAGE 1-17) FASTENER SIZE, NUMBER AND SPACING PER PAGE 1-19 (SEE TABLE 1.6) TYPICAL SIDE PLATE. CONNECTION DETAIL SCALE: 3" = 1'-0" CUT 2" x 4", 2" x 5", OR 2" x 6" BEAMS TO SLIDE OVER EACH OTHER 2" x 7" $ LARGER PROVIDE GUSSET PLATE (INSIDE OR OUTSIDE BEAM) \ SAME WALL THICKNESS AS,. BEAM WALLS OR LARGER (SEE TABLE9.6) ®® ®® ® ® 1 I FASTENER SIZE, NUMBER AND SPACING PER PAGE 1-19 (SEE TABLE 1.6) ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi TYPICAL SIDE PLATE CONNECTION DETAIL - MANSARD ROOF SCALE: 3" = V-0" ToaV -- P1.0s Tt� ))Lawrence E. Bennett, P.E. FL # 16644 Of SA CIVIL ENGINEER- DEVELOPMENT CONSULTANT ya ^p� P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4T74 FAX: (386) 767.6556 _ PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-17 SECTION 1 I SCREENED ENCLOSURES BEAM SPLICE SHALL BE MIN. SPLICE LOCATED 1/4 TO 1/3 BEAM HEIGHT MINUS 1/2" AND BEAM SPAN STAGGERED 2 x (d -.50") LENGTH EACH SIDE OF BEAM d = HEIGHT OF BEAM 2 x (d-0.50")PLATE CAN BE INSIDE OR MIN. EDGE DISTANCE ----] d-1.00" d-1.0 OUTSIDE BEAM OR LAP CUT + + + + + + + + 1' MAX. d + + + + + + + + MAX. MIN. EDGE DISTANCE FASTENER SIZE, NUMBER AND DENOTES SCREW PATTERN SPACING (SEE TABLE 1.6) NOT NUMBER OF SCREWS Minimum Distance and Soacina of Screws Screw Size ds (in.) Edge To Center 2ds in. Center To Center 2-1/2ds in. Gusset Plate Thickness Beam Size Thickness #8 0.16 3/8 7/16 2" x 7" x 0.055" x 0.120" * 1/16"=0.063" #10 0.19 3/8 1/2 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" #12 0.21 7/16 9/16 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #14 or 1/4" 0.25 112 5/8 2" x 9" x 0.082" x 0..306" 1/8" = 0.125" 5116" 0.313 1 5/8 3/4 2" x 10" x 0.092" x 0.369" 1 1/4" = 0.25" ` Refers to each side of splice. " Use for 2" x 4" and 2" x 6" also Note: 1. All gusset plates shall be a minimum 5052 H-32 Alloy or have a minimum yield of 23 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 3" = T-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-18 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. SCREENED ENCLOSURES STRAP SUPER OR EXTRUDED GUTTER / HOST STRUCTURE / SPACING / 2 + SPACING/2 SPACING/2 * SPACING/ 2 BEAM SET SPACING BEAM SET SPACING SECTION 1 STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8"= 1'-0" I ALTERNATE yI TRANSOM rIII - I UPRIGHT C \ \ I SUPER OR \ \ \® EXTRUDED \ ®\ GUTTER 2" x "x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP (SEE SECTION 9) 2" S.M.S. OR LAG SCREWS (SEE SECTION 9) ANGLE OR RECEIVING,(' 'CHANNEL (SEE SECTION 9 FOR DETAILS) SELF MATING BEAM MAX. DISTANCE FROM FASCIA (SIZE VARIES) TO HOST STRUCTURE WALL BEAM CAP 24" WITHOUT SITE SPECIFIC SCREW PATTERNS MAY VARY ENGINEERING (SEE TABLES OR NOTES FOR SIZE AND NUMBER OF SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = 1'-0" ftf ' Urj �Iw�ence E. Bennett, P.E. FL # 16644 ��� �(� � CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-21 SECTION 1 1 SCREENED ENCLOSURES WIND BRACE CONNECTION DETAIL SCALE: 3" = 1'-0" S.M.S. TOE BEAM AND/OR AIL )SION )SION 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 [ f% Jj ew CIVIL ENGINEER . DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 ���� TELEPHONE: (386) 767-4774556 ���1�� FAX. (386) 767-6 PAGE - e © COPYRIGHT 2084 1'36 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES PANELS/ELEMENTS UNBRACED BY HOST STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST 0 STRUCTURE CONNECTION BEAMS AND / OR PURLINS SECTION 1 HOST STRUCTURE ELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING -- -- PATTERN, CORNER BRACES STILL REQUIRED CABLE OR K -BRACING (IN WALLS) I / \ OZ W J LU a.a. i gee\ TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) _ (IN WALLS) EACH DIAGONAL TO BE FASTENED EACH END W/ (2) EACH #10 S.M.S. (MIN.) 2 x 2 (MIN) ROOF DIAGONAL, MEET WALL AT WALL BRACING AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 318" = V-0" Lawrence E. Bennett, P.E. FL # 16644 PLAN �p� p ®� CIVIL ENGINEER - DEVELOPMENT CONSULTANT �+P.O. BOX 214368, SOUTH DAYTONA, FL 32121 4�� ®� IUN�1 TELEPHONE: (366) 767-4774 � FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1.39 SECTION 7 I SCREENED ENCLOSURES CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3/32" 233 Sq. Ft. / PAIR OF CABLES 1/8" 445 Sq. Ft. / 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 3/32" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE ** 3/32" ONE PER 233 Sq. Ft. OF WALL 1/8" ONE PER 445 Sq. Ft. OF WALL ** SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. 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. tLU Lawrence E. Bennett, P.E. FL # 16644 �I�► NS CIVIL ENGINEER -DEVELOPMENT CONSULTANT 1:� L� a (fin �y �® P.O. BOX TELEPHONE: SOUTH 6) 7674 7 FL 32121 H���a n o� SANFO OOO TELEPHONE: (388) 767.4774 1q FAX: (386) 767&556 PAGE @ COPYRIGHT 2604 1-40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES 5) #10 S.M.S. (MIN.) - x 1-112'x 8" FLAT BAR G e 125" PLATE OUT ON 45° ANGLE LT OR TURNBUCKLE FOR, CABLE TENSION .ESS STEEL (SEE TABLE) _ :RIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SECTION 1 SCALE: 3" = V-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF 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 (.YP ) FOR CABLES t 015 MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = V-0" PLANS REV0VF=0 Lawrence E. Bennett, P.E. FL # 16644 yy�� `/meq (���I�� CIVIL ENGINEER BOX 214368 SOUTHH DAYTONACONSULTANT 1 ���y ®F V. A "�® TELEPHONE: (386) 767-4774 LI FAX: (386) 767.6556 PAGE © COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-41 SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED SECTION 1 "" "' " 125" ANGLE I/2" CONCRETE I (MIN.) FROM EDGE OF )) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B SCALE: 3" = 1'-0" 5-1/2" (6' -NOMINAL) SLAB (MIN.) f \ \ \ \ 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 1-1/2" 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" =1'-0" ,✓ s 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 Q COPYRIGHT2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-43 -T -_ ' SCREENED ENCLOSURES SECTION 1 PURLINS ANCHORED W/ CLIPS OR #10 SCREWS THROUGH PURLINS INTO SCREW BOSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 114" x 2-1/4" CONCRETEIMASONRY ANCHORS @ 6" FROM EACH POST AND 24". O.C. MAX. AND WALLS MIN. 1" FROM EDGE OF CONCRETE GIRTS ANCHORED W/ CLIPS OR THROUGH #10 SCREWS INTO SCREW BOSSES 1"x2"OR 1"x3" „ e d4. a 44 PURLIN & CHAIR RAIL DETAIL SCALE: 3"= l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-45 SCREENED ENCLOSURES SCREWS OR THRU-BOLTS (SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SECTION 1 POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" - 2" x 2"x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS POST SIZE 2"x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)7674T74 FAX: (386) 7676556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 147 SCREENED ENCLOSURES SECTION 1 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF X ¢� SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL M 1" WIDE x 0.063" THICK STRAP I @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1-314" CONCRETE ANCHOR TO SLAB OR FOOTING ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO �--- CONCRETE SLAB (SEE NOTES V I CONCERNING FIBER MESH) BRICK KNEEWALL AND FOUNDATI 2'-0" MIN. 3-1/2" (TYP. BEFORE SLOPE ALL SLABS) SCALE: 3/4" = ti (3) #30 BARS OR (1) #50 BAR W/ 2-1/2" COVER (TYP.) N FOR SCREEN WALLS ( I ) #5 BAR CONT. 3 93 BAR CONT. OR -( #3 BAR CONT, OR 1 1 #5 BAR CONT. a 0 TYPE I TYPE II FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-2" 112" 2" / 12" - 1'-10" TYPE III STEEP SLOPE FOOTING > V-10" Notes for all foundation types: 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32 ft., then a Type 11 footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C" exposure catagory in which case a Type II footing is required for all walls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified, using a pocket penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF prior to placing the slab. k 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM' e3TM' (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing, use Type 11 footing or footing sections required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = 1'-0" PLANS REVIEWED Lawrence E. Bennett, P.E. FL # 16644 p f CIVIL ENGINEER - DEVELOPMENT CONSULTANT 5 -Ty ,pa F A ,i� A ly. � � I P.O. BOX TELEPHONE: SOUTH DA 67477 FL 32121 I�f dl'1 ujl' ll {I 11 TELEPHONE: (386) 767�T74 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-55 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 9'-0" 3'-0" 1 4'-0" i 5'-0" 1 6'-0" 7'-0" 1 W -O" 1 9'-0" Allowable Span 'L' /bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-10" b 8'-7' b 7'-8" b 1 6-11" b 1 6'-6" b 1 6'-1" b I 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'4" b 1 7'-7" bi T-1" -bl-6'-7"-- b 6'-3" b 2" x 3" x 0.045" 13'-4" b 11'-7" b 10'-4" b 9'-5" b 1 8'-9" b 1 8'-2" b 7'-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11'4" b 10'-4" b 1 9'-7" b I 8'-11" b 1 8'-5" b C.1 Self Mating Sections 3'-0" Trib ry Width W'= Beam Spacing 4'-0" 5'-0 6'-0" 1 7'-0" 1 8'-0" Allowable Span 'L't bending 'b' or deflection '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 12'4" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" 9'-10" b 17'-6" b 16-2" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b " b 0'-3" b 18'-9" b 17'-6" b 16-6" b -2" x 7" x 0.055" x 0.120" 32'-3" b 27'-11" 24'-11" b 22'-9" b 21'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" wl Insert 42'-10" b 37'-1" b '30'4" b 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36-1" b 32'-3" b 29'-5" b 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1#b34'-1 1" b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11'-4" b 35'-0" b 32'-5" b 30'-4" b 28'-7" b2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7'-1" b 42'-1" b 38'-11" b 36'-5" b 34'4" b Snap Sections 3'-0" Tributary Load Width W'= Beam Spacing 1 4'-0" I 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b W-1" b 8'4" 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# / 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 purtin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max, 'L' for 2' x 4" x 0.050" hollow section with 'W' = 5'-0" = 11'4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 PAGE r�F���,Cf © COPYRIGHT 2004 1 -56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 Table 1.3 SCREENED ENCLOSURES Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft." Hollow Sections 3'-0" Tributary Load Width W'= Upright Spacing - Upright Spacing 6-- " 7--0" 1 8--0-- --0"Allowable 44k,,4t bon ' 'b' or deflection 'd' 3'-0" 4'-0" 1 5'-0" 1 6'4" 1 7'-0" 1 8'-0" 9'-0" Allowable Height 'H' I bending 'b' or deflection 'd' 2" x 2" x 0.044" 8'-4" bL T-3" b 1 6'-0" b 1 5'-11 " b 1 5'-6" b 5'-1 " b 4'-10" b 2" x 2" x 0.055' 9'-1" b 7'-11" b T-1" b 6'-5" bj 5'-11" bi 5'-7" b 1 5-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b 7'-11" b 7'-5" b 6'-11" b 6'-6" b 2" x 4" x 0.050" 12'-5" b 10'-9" b 1 9'-7" b 8'-9" b 8'-1" b 7'-7" b 1 7'-2" b Self Mating Sections 3'-0" Tributary load 4'-0"1 5'-0" Allo b I eHeigh - Upright Spacing 6-- " 7--0" 1 8--0-- --0"Allowable 44k,,4t bon ' 'b' or deflection 'd' 3'-0-- 1 4'4" 1 5--0" 1 6'-0" 1 7--0" 1 8'-0" 9'-0" Allowable Height'H' / bending'b' or deflection'd' 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1" b 11'-11'.'. b l'-1" b 10'-4" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b ' -- 4'-9" b 13'-8" b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-1' b 15'-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b 2" x 7" x 0.055" w/ insert 36'-3" b 31'-4" b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11". b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" 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 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'4" b 1 43'-7" b 38'-11" b 1 35'-7" b132--11- b 30'-10" b 29'-1" b Snap Sections Tributary Load Width 'W'= Upright Spacing 3'-0-- 1 4'4" 1 5--0" 1 6'-0" 1 7--0" 1 8'-0" 9'-0" Allowable Height'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-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 16711" b For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select upright length 'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residehfial guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 PAGE p © COPYRIGHT 2004 1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.