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WINDSOR PINES APARTMENTS - DOCUMENTS & PLANS TO COMPLEXWindsor Pines Apartments 8000 Island Bay Car 00®2755 1000 Island Bay Cir 00®2757 9000 Island Day Cir 00-2758 10000 Island Bay Cir 00®2759 11000 Island Bay Cir 00®2760 12000 Island Bay Cir 00-2761 2000 Island Bay Cay° 00-2762 3000 Island Bay Cir 00-2764 13000 Island Bay Cir 00-2766 clubhouse 4000 Island Bay Cir 00®2767 5000 Island Day Cir 00-2768 6000 Island Bay Cir 00®27.69 7000 Island Bay Cir 00-2771 7500 Island Bay Cir 00-3630 12500 Island Bay Cir 00®3632 1, a I Ln n -vi 0 —n„ A 6005162-43 r HEADER h 6005162-43 JACK STUD 2'x3' WINDOW (8) LOCATIONS I I I I BOX HEADER �2� 60OS162-43 + 260OT125-43 �Iol { 6" 2'x3' WINDOW (2) LOCATIONSol �j I 1 >; I0 i 4 1.6875 4 _ 12 1 a l 1 1 I I 1 1 I 0 I M I ELECTRICAL I CONDUIT BY OWNER I I 00 I MEMBRANEOFING I • d V �+ ° WITH ZINC RICH PAINT. COLD FORMED STEEL FRAMING NOTES •, a i. —r. �T, �•�.� ..� Q•. A• 4 , .: OQ• V•— 1 CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT ,�• aim—. OTHER AND TO THE SUPPORTING BACK-UP FRAMING. FASTENINGS � 4 ENTRAINMENT. SHALL BE MADE WITH SELF TAPPING SCREWS OR WELDS OF d Q. �i . :3 4 � � d 9. 0• � 9' � a ALL COLD FORMED STEEL FRAMING MEMBERS, THEIR DESIGN, TOWER ELEVATION SCALE: 1/2" = 1'-0" 7'—A" —43 (WOOD W/ @ 6" O.C. —43 rE —43 1/4 kTIONS .PLAN AT EL. 28)-0 1/ 8" SCALE: 1/2" = 1'-0" 111 A„ SCALE: 1/2" = 1'-0" 8, _ 9F7 3'-855 P L.A N AT EL. 14' —3 $) SCALE: 1/2" = 1'—O" SP,, , ..... J LUMBER CONNECTORS WITH 5/16" DIA. CARRIAGE BOLTS SECTION K�2 SCALE: 1 1/2" = 1'-Q" 6000T125-43 PL 18GA x2"x2"x1'-0" W/(5) #10-16 SDS @ EACH SIDE SIMPSON S/HTT14 W/ 16 SDS 5/8' DIA.—ANCHOR & BOLTS n o (2) .143" PAF @ 12" O.C. 0 000 � IN 2"x2"x( CLIP Al #10-1' AT EAC C SCALE: 1 1/2" WITH ZINC RICH PAINT. COLD FORMED STEEL FRAMING NOTES 7. 12 1 CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE OTHER AND TO THE SUPPORTING BACK-UP FRAMING. FASTENINGS NOTES, THE BETTER QUALITY AND/OR GREATER QUANTITY, STRENGTH ENTRAINMENT. SHALL BE MADE WITH SELF TAPPING SCREWS OR WELDS OF 1. ALL COLD FORMED STEEL FRAMING MEMBERS, THEIR DESIGN, 2 IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION CONFORMING TO ASTM A-615 GRADE 60. 6 SIMPSON H3 AND ITS COMPONENT PARTS DURING ERECTION, THIS INCLUDES, BUT FABRICATION, AND ERECTION SHALL CONFORM TO THE "SPECIFICATION AT EACH JOIST JOISTS/ RAFTERS: FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS" OF REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR DEAD LOAD AND LIVE LOAD PER THE "DESIGN CRITERIA NOTES" 60OT125-43 THE A.I.S.I. (1996 ED.) 6 CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, ANCHOR 3 DESIGN LIVE LOADS j CONTINUOUS 5 I S-1 IS PLACED. LESS THAN 8' LONG: 45 PSF EXT. (5 PSF INT.) 28'-6 1 8" PAINTED METAL 2. ALL FRAMING MEMBERS SHALL BE FORMED FROM STEEL CONFORMING 8' TO 10' LONG: 40 PSF EXT. (5 PSF INT.) DRIP EDGE FOUNDATIONS TO ASTM A446 WITH A MINIMUM YIELD STRENGTH AS FOLLOWS: 6005162-43 3" ---------CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 1 FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 1-1/2 --------- ALL OTHER CASES. 12, 14 AND 16 GAUGE MEMBERS: FY=50 KSI (GRADE D) 32'-6 1/8" IN THE STATE OF FLORIDA . 9 HORIZONTAL SLAB BARS SHALL BE BENT I'-6" AROUND CORNERS, OR AT A MAXIMUM SPACING NOT TO EXCEED 6'-0". ALL BRIDGING SHALL PROVIDE CORNER BARS WITH A 2'-0" LAP ON EACH LEG. 18 AND 20 GAUGE MEMBERS: FY=33 KSI (GRADE A) T/STEEL 2-43 .6875 10 MINIMUM LAP SPLICE ON ALL REINFORCING SHALL BE 48 BAR DIAMETERS. BRIDGING TO EACH MEMBER BY WELDING, CLIP ANGLES OR OTHER 3. ALL FRAMING MEMBERS SHALL BE GALVANIZED WITH A G---60 COATING 9. PROVIDE WEB STIFFENERS AT JOIST AND RAFTER BEARINGS IN 5-43 1 x3 PT ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. MEETING THE REQUIREMENTS OF ASTM A525. 2x4 WITH (2) 1/2" DIA. 1 1 TRIM 2x8 PT 4. MEMBERS SHALL BE THE MANUFACTURER'S STANDARD "C" SHAPED TOGGLE BOLTSFACIA. INSIDE TRACK WEB, PRIOR TO STUD AND TRACK ALIGNMENT. SPLICES IN AXIALLY LOADED STUDS ARE NOT PERMITTED. STUDS/JOISTS OF THE SIZE, FLANGE WIDTH, AND GAUGE INDICATED. 11. I I 811 --- ALUMINUM BRACING, REINFORCEMENTS, FASTENERS AND ACCESSORIES AS ALL MEMBERS SHALL HAVE A MINIMUM FLANGE LIP RETURN OF l " HSS4x4x1 /4 I SOFFIT INDICATED AND AS NEEDED TO PROVIDE A COMPLETE FRAMING SYSTEM. AND SATISFY THE MINIMUM PROPERTIES AS PER "DIETRICH BEAM I ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS AND INDUSTRIES", OR APPROVED EQUAL. HSS4x4x1/4 3116 RECOMMENDATIONS. 5. THE GAUGE OF ALL TRACKS SHALL BE NO LIGHTER THAN THE FRAMING POST (8) LOC. BEING CONNECTED. UNLESS OTHERWISE INDICATED, CONNECT TRACKS HSS4x4x1 /4 (B) ERECTION DRAWINGS SHOWING THE NUMBER,TYPE, LOCATION AND TO CONCRETE WITH 0.205" DIA. POWER DRIVEN FASTENERS (WITH SECTION rl SPACING OF ALL MEMBERS. ALL CONNECTIONS AND ATTACHMENTS STRAP W/ (4) #10 1.25" EMBEDMENT) AT 16" ON CENTER. SCALE: 1 1/2" = 1'-0" SCREWS AT EACH END ®'� (C) THE PROPERTIES OF ALL FRAMING MEMBERS THAT ARE USED IN 6. ALL WELDING SHALL BE IN CONFORMANCE WITH AMERICAN WELDING LOAD BEARING APPLICATIONS, DEMONSTRATING CONFORMANCE WITH THE 10 ogL 28'-6 1/8" SOCIETY SPECIFICATION D1.3. ALL WELDS SHALL BE TOUCHED UP 2"x2"x( CLIP Al #10-1' AT EAC C 2„ 6005162-43 INSTALL SHEATHING IN ACCORDANCE WITH THE MANUFACTURER'S AX REQUIREMENTS. PL 4 1/2"x4 1/2" x18GA x CONT. W/(5) #10-16 SDS @ EACH SIDE FASTEN SHEATHING TO STEEL STUDS WITH 11" #6 TYPES OR S-12 AT BASE W/ (1) #10-16 SDS @ 6" WAFER OR BUGLE HEADSELF—TAPPING CORROSION—RESISTANT SCREWS, O.C. FOR REMAINDER SPACE SCREWS A MAXIMUM OF 8" ON CENTER. AROUND THE PERIMETER AND ALONG INTERMEDIATE FRAMING IN THE FIELD OF THE BOARD. SECTION 4 SECTION r5_'_� SCALE: 1 1/2" WITH ZINC RICH PAINT. GENERAL CONDITIONS 7. ALL STRUCTURAL MEMBERS SHALL BE PROPERLY CONNECTED TO EACH 1 CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE OTHER AND TO THE SUPPORTING BACK-UP FRAMING. FASTENINGS NOTES, THE BETTER QUALITY AND/OR GREATER QUANTITY, STRENGTH ENTRAINMENT. SHALL BE MADE WITH SELF TAPPING SCREWS OR WELDS OF SUFFICIENT SIZE TO INSURE THE CONNECTION STRENGTH, UNLESS 2 IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION CONFORMING TO ASTM A-615 GRADE 60. OTHERWISE NOTED, CONNECT ALL MEMBERS BASED ON THE FOLLOWING 4» AND ITS COMPONENT PARTS DURING ERECTION, THIS INCLUDES, BUT LOADINGS: IS NOT LIMITED TO, THE EDITION OF WHATEVER TEMPORARY BRACING, JOISTS/ RAFTERS: 5 ALL REINFORCING DETAILS SHALL CONFORM TO "MANUAL OF STANDARD REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR DEAD LOAD AND LIVE LOAD PER THE "DESIGN CRITERIA NOTES" 60OT125-43 RAFTERS (NET WIND UPLIFT): 6 CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, ANCHOR 3 DESIGN LIVE LOADS j GREATER TO 8' LONG: 35 PSF EXT. (5 PSF INT.) 5 I S-1 IS PLACED. LESS THAN 8' LONG: 45 PSF EXT. (5 PSF INT.) 28'-6 1 8" 4 DESIGN WIND LOAD IS 100 MPH WITH SHAPE FACTORS IN ACCORDANCE STUDS: T/DECK 8' TO 10' LONG: 40 PSF EXT. (5 PSF INT.) 8 THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR FOUNDATIONS 10' TO 16' LONG: 35 PSF EXT. (5 PSF INT.) 6005162-43 3" ---------CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 1 FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 1-1/2 --------- ALL OTHER CASES. 8. PROVIDE BRIDGING FOR STUDS, JOISTS AND RAFTERS AT MIDSPAN AND IN THE STATE OF FLORIDA . 9 HORIZONTAL SLAB BARS SHALL BE BENT I'-6" AROUND CORNERS, OR AT A MAXIMUM SPACING NOT TO EXCEED 6'-0". ALL BRIDGING SHALL PROVIDE CORNER BARS WITH A 2'-0" LAP ON EACH LEG. 2 PLACE FOOTINGS/SLAB ON COMPACTED SOIL. FOLLOW RECOMMENDATIONS BE INSTALLED PRIOR TO THE ADDITION OF ANY LOADING. CONNECT 2-43 .6875 10 MINIMUM LAP SPLICE ON ALL REINFORCING SHALL BE 48 BAR DIAMETERS. BRIDGING TO EACH MEMBER BY WELDING, CLIP ANGLES OR OTHER APPROVED METHOD PER THE MANUFACTURER'S REQUIREMENTS. 9. PROVIDE WEB STIFFENERS AT JOIST AND RAFTER BEARINGS IN 5-43 ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. 12 10. ALL AXIALLY LOADED STUDS SHALL HAVE FULL BEARING AGAINST THE INSIDE TRACK WEB, PRIOR TO STUD AND TRACK ALIGNMENT. SPLICES IN AXIALLY LOADED STUDS ARE NOT PERMITTED. SECTION 11. PROVIDE THE MANUFACTURER'S STANDARD TRACK, CLIP ANGLES, BRACING, REINFORCEMENTS, FASTENERS AND ACCESSORIES AS SCALE: 3/4" = 1'—O" RECOMMENDED BY THE MANUFACTURER FOR THE APPLICATION INDICATED AND AS NEEDED TO PROVIDE A COMPLETE FRAMING SYSTEM. UNLESS OTHERWISE NOTED, INSTALL THE METAL FRAMING SYSTEM IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS AND RECOMMENDATIONS. 12. THE CONTRACTOR SHALL SUBMIT THE FOLLOWING FOR APPROVAL: (A) MANUFACTURER'S PRODUCT DATA AND LATEST TECHNICAL DATA. HSS4x4x1 /4 (B) ERECTION DRAWINGS SHOWING THE NUMBER,TYPE, LOCATION AND SIMPSON CS18 COILED SPACING OF ALL MEMBERS. ALL CONNECTIONS AND ATTACHMENTS STRAP W/ (4) #10 SHALL BE CLEARLY SHOWN. SCREWS AT EACH END (C) THE PROPERTIES OF ALL FRAMING MEMBERS THAT ARE USED IN G LOAD BEARING APPLICATIONS, DEMONSTRATING CONFORMANCE WITH THE 10 ogL 28'-6 1/8" MINIMUM ACCEPTABLE PROPERTIES NOTED HEREIN. T/DECK (D) STRUCTURAL CALCULATIONS FOR ALL CONNECTIONS NOT OTHERWISE DETAILED ON THE DRAWINGS. 13. UNLESS OTHERWISE NOTED,PROVIDE DOUBLE JACK STUDS AT ALL BEAM ° BEARINGS. o 60OT125-43 EXTERIOR SHEATHING DBL 60OS162-43 EXTERIOR SHEATHING SHALL BE a" DENS—GLASS GOLD SHEATHING MANUFACTURED BY GP GYPSUM CORPORATION. INSTALL 2„ 6005162-43 INSTALL SHEATHING IN ACCORDANCE WITH THE MANUFACTURER'S AX REQUIREMENTS. PL 4 1/2"x4 1/2" x18GA x CONT. W/(5) #10-16 SDS @ EACH SIDE FASTEN SHEATHING TO STEEL STUDS WITH 11" #6 TYPES OR S-12 AT BASE W/ (1) #10-16 SDS @ 6" WAFER OR BUGLE HEADSELF—TAPPING CORROSION—RESISTANT SCREWS, O.C. FOR REMAINDER SPACE SCREWS A MAXIMUM OF 8" ON CENTER. AROUND THE PERIMETER AND ALONG INTERMEDIATE FRAMING IN THE FIELD OF THE BOARD. SECTION 4 SECTION r5_'_� SCALE: 1 1/2" = 1'-0" _ '� SCALE: 3/4" = 1'-0" GENERAL CONDITIONS CAST—IN—PLACE CONCRETE 1 IF MATERIALS, QUANTITIES, STRENGTHS OR SIZE INDICATED BY THE 1 CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE 28 DAYS, HAVE A SLUMP OF 4" PLUS OR MINUS 1 ", AND HAVE 4-67. AIR NOTES, THE BETTER QUALITY AND/OR GREATER QUANTITY, STRENGTH ENTRAINMENT. OR SIZE INDICATED, SPECIFIED OR NOTED SHALL BE PROVIDED. 2 ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL 2 IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION CONFORMING TO ASTM A-615 GRADE 60. PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING 4 ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE AND ITS COMPONENT PARTS DURING ERECTION, THIS INCLUDES, BUT REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318-89, IS NOT LIMITED TO, THE EDITION OF WHATEVER TEMPORARY BRACING, GUYS OR TIE—DOWNS MAY BE NECESSARY, SUCH MATERIAL SHALL BE 5 ALL REINFORCING DETAILS SHALL CONFORM TO "MANUAL OF STANDARD REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES" ACI 315-80. AFTER COMPLETION OF THE PROJECT. 6 CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, ANCHOR 3 DESIGN LIVE LOADS j BOLTS, INSERTS, ETC., AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED. ROOF 20 PSF 7 CONTRACTOR SHALL PROVIDE SPACERS, CHAIRS, BOLSTERS, ETC., 4 DESIGN WIND LOAD IS 100 MPH WITH SHAPE FACTORS IN ACCORDANCE NECESSARY TO SUPPORT REINFORCING STEEL. WITH STANDARD BUILDING CODE, LATEST EDITION. 8 THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR FOUNDATIONS REINFORCEMENT: 3" ---------CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 1 FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 1-1/2 --------- ALL OTHER CASES. 2000 PSF. TO BE VERIFIED BY A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF FLORIDA . 9 HORIZONTAL SLAB BARS SHALL BE BENT I'-6" AROUND CORNERS, OR PROVIDE CORNER BARS WITH A 2'-0" LAP ON EACH LEG. 2 PLACE FOOTINGS/SLAB ON COMPACTED SOIL. FOLLOW RECOMMENDATIONS OF SOILS REPORT. 10 MINIMUM LAP SPLICE ON ALL REINFORCING SHALL BE 48 BAR DIAMETERS. KEVIN L -88IIN& ENGINEER FL. No. 43656 0 a W d m a�. z a a ci A ok z� 4� �Q m lu x4 �o 0 o� �z lu A .- h T0. {- 5 � a� d� F z �Q F w t GHEGKED KLT DATE 12-12-2000 SCALE AS NOTED JOB NO. z 5700-01 o z5� �gm REVI5ION5 BY OWNER REVIEW 2--21—OI SHEET 4 , SHEET f II t „jlt, Nye — ,s F�3 tit CfA 1. fJ 11 /.M1< o I u �� .I w 1......i t ................. :..: Ili l�l N 1 h •1 PRIME AND PAINT WOOD FRAME AND MULLIONS W/ 2 COATS EX. LATEX PAINT. COLOR TO BE SLACK. F, . ONS VATION C 512E51M EFT 0SCALA:I/4' 0 u AME W/ :ENT *6 W/ MULLIONS D _NT A iLEVAiION (EIGHT 51DE IN TOP OF ♦ M '4 EXTERIOR EIFS SYS CUT AND FORM TO 3 FROSTED WHITE, SPECIFIED PROFILE POLYCARBONATE ACORN DIAMOND MESH GLOBE W/100 WATT METAL FURRING LATH HALIDE LAMP W/RETRACTOR 5ECTION!, 5CALE: 3/4'= I'-0, STEEL 'T' 6Y U11NDOlU MANU. .�063IDD}I 0%YOLs 0'1413.6 04220A 09110.Cz RETE WNWC NOTES x D . CONCRETE SLAB ON GRADE. SEE 5TRICTURAL. 04 DIVISION *4 - MASONRY i I � 05 1 i r GALVANIZED METAL FORM DECK D _NT A iLEVAiION (EIGHT 51DE IN TOP OF ♦ M '4 EXTERIOR EIFS SYS CUT AND FORM TO 3 FROSTED WHITE, SPECIFIED PROFILE POLYCARBONATE ACORN DIAMOND MESH GLOBE W/100 WATT METAL FURRING LATH HALIDE LAMP W/RETRACTOR 5ECTION!, 5CALE: 3/4'= I'-0, STEEL 'T' 6Y U11NDOlU MANU. .�063IDD}I 0%YOLs 0'1413.6 04220A 09110.Cz RETE WNWC NOTES x D . D _NT A iLEVAiION (EIGHT 51DE IN TOP OF ♦ M '4 EXTERIOR EIFS SYS CUT AND FORM TO 3 FROSTED WHITE, SPECIFIED PROFILE POLYCARBONATE ACORN DIAMOND MESH GLOBE W/100 WATT METAL FURRING LATH HALIDE LAMP W/RETRACTOR 5ECTION!, 5CALE: 3/4'= I'-0, STEEL 'T' 6Y U11NDOlU MANU. .�063IDD}I 0%YOLs 0'1413.6 04220A 09110.Cz RETE WNWC NOTES 03 DIVISION 03 - CONCRETE 03300.A CONCRETE SLAB ON GRADE. SEE 5TRICTURAL. 04 DIVISION *4 - MASONRY 04220A8'x8'xi6' CONCRETE MASONRY UNIT. 1"i 05 DIVISION 05 METALS 053004 GALVANIZED METAL FORM DECK 05510.1-1 1-1/2' DIA. STEEL RAIL AND POST. 06 DIVISION +'6 - WOOD AND PLASTICS 06100r- 5/8' CDX PLYWOOD SHEATHING. 06100X2 2X6 WOOD FASCIA. 06300.14 1/2' PLYWOOD. 01 DIVISION 01 - THERMAL ARID MOISTURE PROTECTION 01413.A MANUFACTURED STANDING SEAM METAL ROOF. 18' PANELS, 24 GA DE516N BASIS. MSCI 0141313 METAL FLASHING 01413L PAINTED METAL DRIP EDGE. 09 DIVISION $9 - FINISHES 09220.G 3/4' STUCCO OVER GALVANIZED METAL LATH. SAND FINISH. L, 0 � 21-m' J 1. CCFIRM ALL FINISH GRADE AND FINISH FLOOR ELEVATIONS WITH APPROVED SITE ENGINERWRING. 2. PAINT ALL STUCCO AND TRIM FINISHES, 3. PROVIDE GENERAL PURPOSE INTERIOR SEALANT 0 JOINT 4 BETWEEN DOOR AND WINDOW FRAMES AND WALL SYSTEMS. 4. GENERAL PURPOSE EXTERIOR SEALANTOJOINTS A. CONTROL EXPANSION JOINTS B. BETWEEN CONCRETE AND OTHER MATERIALS. C. BETWEEN METAL FRAMES AND OTHER MATERIALS. 5. ALL PAINTED WOOD SURFACES TO BE PRIMED AND PAINTED W/ TWO COATS OF EXTERIOR LATEX. ALL METAL SURFACES TO BE PRIMED AND PAINTED W/ TWO , COATS OF OIL BASE PAINT. VERIFY ALL PAINT COLON WITH OWNER PRIOR` TO PURCHASE. 6. PAINT ALL INTERIOR AND EXTERIOR METAL FINISHES UNLESS PROVIDED WITH FACTORY FINISH. i. PAINT ALL EXTERIORS STUCCO AND TRIM FINISHES UNLESS NOTED OTHERWISE. & ALL PAINT COLORS TO BE SELECTED BY C INrzR. 9. SEE STRICTURAL DRAWINGS FOR ALL STRUCTURAL INFORMATION AND CONNECTIONS. 10. DISCREPANCIES. THE CONTRACTOR SHALL CHECK AT THE SITE, ALL DIAGRAMS AND DIMENSIONS SHOILN ON DRAWINGS AND SHALL. IMMEDIATELY NOTIFY THE ARCHITECT OF ANY DISCREPANCIES WHICH MAY APPEAR. THE CONTRACTOR SHALL NOT PROCEED WITH THE WORK AFFECTED THEREBY UNTIL THE ARCHITECT HAS o CORRECTED THIS DISCREPANCY. I J 0 I Q u TOWER ELEVATION 2x6 RAFT[ L4x4x1 /4 (TYP) PL 8x8x3/E (8) LOC TS4x4x1/4 (8) LOC PLAN AEL. 3 l'- 1 " SCALE: 1 /2" = 1'-0" R d I -4)) )) SCALE: 1/2" = 1'-0" 1, 14'-0" 12 6 SIMPSON H3 AT EACH JOIST L4x4x 1 /4 TS4x4x 1 /4 �- 2x4 WITH (2) 1/2" DIA. THRU—BOLTS I I I 3/16 SECTION 1 SCALE: 1 1/2" = 1'-0" s— 1 /a \ "r k irn-r e - rn i rn L1 -r /n" ni %minnn LUMBER CONNECTORS WITH 5/16" DIA. CARRIAGE BOLTS SECTION r2__ SCALE: 1 1/2" = l'—O" Ku MASONRY WALL CONSTRUCTION 1 HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING )CATIONS FOUNDATION PLAN 12 TO ASTM 690, WITH A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 PSI (f'rri = 1500 q TO PSI). 1. 2 MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270. 3 COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF a. 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 2,500 PSI. 4 VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED b. WITH COARSE GROUT. 5 VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM AND c. AT A MAXIMUM SPACING OF 8'-0". REINFORCEMENT SHALL BE PLACED IN THE 1 IF MATERIALS, QUANTITIES, STRENGTHS OR SIZE INDICATED BY THE CENTER OF THE MASONRY CELL TYPICAL UNLESS OTHERWISE NOTED. 6 REINFORCING STEEL SHALL BE LAPPED MINIMUM 48 BAR DIAMETERS, 7 HORIZONTAL WALL REINFORCEMENT SHALL BE STANDARD LADDER TYPE DUR—O—WAL AT d. 16" O.C. 8 SPLICED WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AND CONTAIN AT LEAST ONE CROSS WIRE OF EACH PIECE OF REINFORCEMENT WITHIN THE 6". LAP OR SIZE INDICATED, SPECIFIED OR NOTED SHALL BE PROVIDED. WITH STANDARD 'T' AND 'L' SHAPED PIECES AT INTERSECTIONS AND CORNERS. 9 PROVIDE A MINIMUM OF 3 COURSES HIGH BY 2 COURSES WIDE GROUTED SOLID 2 IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO DETERMINE ERECTION MASONRY AT BEAM BEARING POINTS. 10 WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE SLOPED MORE THAN ONE HORIZONTAL IN SIX VERTICALS. DOWELS SHALL BE GROUTED INTO A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING CELL TO THE VERTICAL WALL REINFORCEMENT. 11 PROVIDE PRECAST CONCRETE LINTELS OVER ALL OPENINGS UNLESS NOTED OTHERWISE AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES, BUT ON DRAWINGS. LINTELS SHALL BE OF SUFFICIENT SIZE AND REINFORCEMENT FOR f. THE GIVEN SPANS AND LOADING CONDITIONS. SUBMIT SHOP DRAWINGS WITH RATED FILLED LOAD CAPACITIES TO THE ARCHITECT FOR REVIEW. )CATIONS FOUNDATION PLAN 12 MORTAR PLACEMENT: q TO SCALE: 1/2" = 1'-0" a. SLOPE BED JOINT FROM 3/8" THICK TO 1 1/8" "THICK TO ESTABLISH WALL SLOPE. b. USE 3/8" THICK JOINTS BETWEEN UNITS. GENERAL CONDITIONS CAST—IN—PLACE CONCRETE c. CUT EACH SIDE OF MASONRY UNITS TO MAINTAIN 3/8" THICK JOINT BETWEEN UNITS. 1 IF MATERIALS, QUANTITIES, STRENGTHS OR SIZE INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE 1 CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT d. TOOL ALL JOINTS WITH A ROUND JOINTER WHEN THE MORTAR IS NOTES, THE BETTER QUALITY AND/OR GREATER QUANTITY, STRENGTH 28 DAYS, HAVE A SLUMP OF 4" PLUS OR MINUS 1 ", AND HAVE 4-67. AIR THUMBPRINT HARD, UNLESS OTHERWISE REQUIRED BY THE OR SIZE INDICATED, SPECIFIED OR NOTED SHALL BE PROVIDED. ENTRAINMENT. CONTRACT DOCUMENTS. 2 IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO DETERMINE ERECTION 2 ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL e. PLACE MORTAR ON CLEAN UNITS WHILE THE MORTAR IS SOFT AND CONFORMING TO ASTM A-615 GRADE 60. PLASTIC. PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES, BUT 4 ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE f. DO NOT DISTURB THE UNIT AFTER IT IS INITIALLY POSITIONED. — IS NOT LIMITED TO, THE EDITION OF WHATEVER TEMPORARY BRACING, REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318-89. GUYS OR TIE—DOWNS MAY BE NECESSARY. SUCH MATERIAL SHALL BE 9 PLACE MORTAR SO THAT ALL JOINTS OF SOLID UNITS ARE FULLY REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR 5 ALL REINFORCING DETAILS SHALL CONFORM TO "MANUAL OF STANDARD FILLED WITH MORTAR. AFTER COMPLETION OF THE PROJECT. PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES" ACI 315-80. In, .FILL THE BED AND HEAD JOINTS OF HOLLOW UNITS WITH MORTAR, 6 CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, ANCHOR SPREAD ACROSS THE WIDTH OF THE FACE SHELLS. 3 DESIGN LIVE LOADS BOLTS, INSERTS, ETC., AS REQUIRED BY OTHER TRADES BEFORE CONCRETE ROOF 20 PSF IS PLACED. i. MORTAR CROSS WEBS IN HOLLOW UNITS FOR THE FOLLOWING SITUATIONS: 7 CONTRACTOR SHALL PROVIDE SPACERS, CHAIRS, BOLSTERS, ETC., v(1.) ADJACENT TO CELLS TO BE GROUTED FOR PARTIALLY GROUTED 4 DESIGN WIND LOAD IS 100 MPH WITH SHAPE FACTORS IN ACCORDANCE NECESSARY TO SUPPORT REINFORCING STEEL. WITH STANDARD BUILDING CODE, LATEST EDITION. CONSTRUCTION. 8 THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR (2•) STARTING COURSE ON FOUNDATIONS. FOUNDATIONS REINFORCEMENT: 1 FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 3 ---------CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. j• REMOVE PROTRUSIONS OF MORTAR INTO COLLAR JOINTS, CAVITIES AND 1 -1/2" -------ALL OTHER CASES. CELLS OF HOLLOW UNITS IF THEY PROJECT MORE THAN 1/2". 2000 PSF. TO BE VERIFIED BY A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF FLORIDA . 9 HORIZONTAL SLAB BARS SHALL BE BENT 1'-6" AROUND CORNERS OR k DO NOT SLUSH MORTAR INTO HEAD JOINTS 2 PLACE FOOTINGS/SLAB ON COMPACTED SOIL. FOLLOW RECOMMENDATIONS PROVIDE CORNER BARS WITH A 2'-0" LAP ON EACH LEG. OF SOILS REPORT. 10 MINIMUM LAP SPLICE ON ALL' REINFORCING SHALL BE 48 BAR DIAMETERS. I. FILL HOLES IN THE MORTAR. 13 PROVIDE ADEQUATE SHORING FOR SLOPING WALLS UNTIL MASONRY HAS ACHIEVED ADAQUATE STRENGTH. 8"x16" TIE BEAI (4) #3, RAD WI STIIRRUPS AT 1 w ^" R 8x8x3/8 W/(4) 1/2" DIA. x 6" STUDS C SECTION rS` SCALE: 3/4" = l'—O" ®1 SECTION 4. SCALE: 1 1/2" = 1'-0" PAUL J. FORD AND COMPANY co S T R U CT U RAL E N GI N E E RS o`to 3670 MAGUIRE BOULEVARD SUITE 110 ORLANDO, FLORIDA 32803 0 PHONE NO. 407-898-9039 m FAX NO. 407-897-3662 w , , I , I , : I r , , , ry _ , J. , , , I r i , , r, CITY C/� �xJX I OFFICE "Lopy , • , 1 City of r fry rf I I I :,tanda,rd W`rt a�a,a iJ�% ed ,u , ''Stan • r I Oi,6?Wng AdO 1097 ed. Standard I;�e:c.tL.�ruc zd C Odu 1A7 ad. ^ National Ek -!uric od 1ogIg ea see city , FL. Enemy W66 IOU? I , 4 SANFORD BUILDING DEPT, THESE PLANS aPE RE /IEWEf_ AND CONDITIONALLY ACCEPTED FOR 1-'_F?r99, A. ;'ERtW11T ISStJED SMALL BE CONSTRUED TC :3c A LICENSE TO PROCEED WITH NOT iC ITY TO VIOLATE THE WORK AND ,y� � AUTF >R , I CANCEL, AOTR, rd oRmEr AWE ANY OF THE i PROVISIONS OP THE ( CHPli..,\t_, CODC", NOR SHALL i I_oUANCrt. OF AEMlIT t EVcNT"'r .E E3UILDINC3 4,, [1EF,,r FROM !AF RI A I E R r;c.(.?WMNG A C:ORRE I ;:!• t TION OF EMPP 3 OA THE f',_P;N_',. C')Ns'rRUCTIOIN OR QTHER OU! V,t lS OF THE CCOES1 • ., PER All 1010 l _ GRAPHIC SCALE 50 0 25 50 100 200 ZONING: GC -2 "D J A4, jcq 7, g 011 j ji 1 0 j fff A� f A j to o � _4 I ii !j go aj Of 7 j 4- -;j ADDRESSES WILL BE AS 2" 0 41, IN FEET r OF UNIT NUMBER. I inch 50 ft. BUILDING 1 UNIT 1 IS 1001 AND BUILDING 12 UNIT 1 IS 12001. 0 w Lj z of C) 6 LIJ -,j V) o 't U) '03 rXi Q11 UJI Z 11� o Z rxI LLJ LLI 0 LLI_j LLI Cn < 0 0 F T WQ 0 00 f% 0 'd .,w 00 .04 C1 j �o V ZONING: GC -2 "D J A4, jcq 7, g 011 j ji 1 0 j fff A� f A j to o � _4 I ii !j go aj Of 7 j 4- -;j oil 13 qt� SPOC I es -a.' I < . "mm re m_ < I < +1 space spaces qc PAGE SCHOO ZONING: AG 8 spaces 0spaces 0 spa( I A 0, s�d�ej Q) C-) Q N L CAR CARE CENTER 9 MAINTENANCE BUILDING 'N_�m IFS -S] U I U U I C..) U I U 010 72•m mr@72i ADDRESSES WILL BE AS SHOWN ABOVE WITH BUILDING NUMBER PLACED r OF UNIT NUMBER. EX. BUILDING 1 UNIT 1 IS 1001 AND BUILDING 12 UNIT 1 IS 12001. 0 w Lj z of C) 6 LIJ -,j V) o 't U) j 0 L� z UJI Z ,4 o Z LLJ LLI 0 LLI_j oil 13 qt� SPOC I es -a.' I < . "mm re m_ < I < +1 space spaces qc PAGE SCHOO ZONING: AG 8 spaces 0spaces 0 spa( I A 0, s�d�ej Q) C-) Q N L CAR CARE CENTER 9 MAINTENANCE BUILDING 'N_�m IFS -S] U I U U I C..) U I U 010 72•m mr@72i ADDRESSES WILL BE AS SHOWN ABOVE WITH BUILDING NUMBER PLACED IN FRONT OF UNIT NUMBER. EX. BUILDING 1 UNIT 1 IS 1001 AND BUILDING 12 UNIT 1 IS 12001. 0 SLM Lj z < CA 0 C) F_ LIJ 0 00 V) o 't U) j 0 L� z UJI Z W Z LLJ LLI 0 LLI_j LLI Cn < 0 0 F Z WQ 0 00 f% 0 'd oil 13 qt� SPOC I es -a.' I < . "mm re m_ < I < +1 space spaces qc PAGE SCHOO ZONING: AG 8 spaces 0spaces 0 spa( I A 0, s�d�ej Q) C-) Q N L CAR CARE CENTER 9 MAINTENANCE BUILDING 'N_�m IFS -S] U I U U I C..) U I U 010 72•m mr@72i OND 1 paces 0 spaces 10 spaces paces IU spaces 7 B A m m JAMLJ P L NIJ 1 1101 spaces I I I I I U I 1 11 1 1 1 1 1 1 U I I I I I I I I I kl� I 1 1101 si I I I I %_j I I I I I I I I I L n 10 spaces 10 SIar S p Ye s e 2 4' iLLIL �n 'I ft] 10 � lali I, ()Cs 7C" 1. A -14 100 12+ ... . ..... "24.152" 10 WHIl" E,,.CED AD &,..17 . .... .... .. 2" _�,X ZONING: AG BUILDING NUMBER 1st FLO 2st FL 2st FL 1 st FLOOR BUILDING ADDRESSES WILL BE AS SHOWN ABOVE WITH BUILDING NUMBER PLACED IN FRONT OF UNIT NUMBER. EX. BUILDING 1 UNIT 1 IS 1001 AND BUILDING 12 UNIT 1 IS 12001. 0 SLM Lj z < CA 0 C) F_ LIJ 0 00 V) o 't U) j 0 L� z UJI Z W Z LLJ LLI 0 LLI_j LLI Cn < 0 0 F Z WQ 0 f% OND 1 paces 0 spaces 10 spaces paces IU spaces 7 B A m m JAMLJ P L NIJ 1 1101 spaces I I I I I U I 1 11 1 1 1 1 1 1 U I I I I I I I I I kl� I 1 1101 si I I I I %_j I I I I I I I I I L n 10 spaces 10 SIar S p Ye s e 2 4' iLLIL �n 'I ft] 10 � lali I, ()Cs 7C" 1. A -14 100 12+ ... . ..... "24.152" 10 WHIl" E,,.CED AD &,..17 . .... .... .. 2" _�,X ZONING: AG BUILDING NUMBER 1st FLO 2st FL 2st FL 1 st FLOOR BUILDING ADDRESSES WILL BE AS SHOWN ABOVE WITH BUILDING NUMBER PLACED IN FRONT OF UNIT NUMBER. EX. BUILDING 1 UNIT 1 IS 1001 AND BUILDING 12 UNIT 1 IS 12001. MADDED CIVIL ENGINEERS 431 E. Horatio Avenue Suite 260 Maitland, Florida 32751 (407) 629-8330 FAX (407) 629-8336 0 ly- 0 cn w Z L wLL_ a: 0 a (0 z 0 0C 0 L.L. z V) 6 99125 DATE: F_ 00 1"=50' _j DESIGNED vi 0 SLM Lj z < CA 0 C) F_ LIJ 0 00 V) o 't U) j 0 L� z UJI Z W Z LLJ LLI 0 LLI_j LLI Cn < 0 0 F Z WQ 0 JOB # 99125 DATE: 2/2/00 00 1"=50' SCALE; DESIGNED BY: GLS Lj SLM CC BY: CMM LIJ 0 U W LLJ LLI LLI_j Z cl� < 0 F z WQ JOB # 99125 DATE: 2/2/00 1"=50' SCALE; DESIGNED BY: GLS DRAWN BY: SLM APPROVED BY: CMM W 0 00 �o z V) z ��� 0 CU Li U > LLJ CL (L (L C:) LIJ < 0 It- U') Lo c0 r_1 00 I I C:) 1�71 JOB # 99125 DATE: 2/2/00 1"=50' SCALE; DESIGNED BY: GLS DRAWN BY: SLM APPROVED BY: CMM ST -1 }f } i ! } 1 : } ! f ' f 1! i } t } 1 A } STS STR #MH3 RIM = 26.64 200 f i INV. IN = 18.00 PD -3 DT2 ' t I�VV. OUT = 18.00 PD -4 ' { } STS STR #31 32 S RIM = 26.50 } ' 6V. IN = 19.30 P-25 DT2 I:NV. IN = 21.40 P-27' INV. OUT = 19.30 P-26 P-26 95 LF S• S t } STS 30 HDPE @ 0.20% is PD -4-92 LF j i j if STS 24 HDPE @ 0.0% STS STR #�PD2 272 `f INV. IN T }18.00 PD -4 WTV } } $TS STR #,32 272 "IN V IN - 117.06 P 26 'DT3 I i } .r. f • • r. f �' 1 O # I. POND' ........... 3 - �!� r. ! i 104 ., .......... iY RETENTION OVERFLOW STRUCTURE 3O T._.1 t 3 FIs { X, 1 ........ ._:....... ! .,...... ...............: .. f f . ....... _ ......... of f................................................ ................. ......... . rt:::.1rs. ; , ...,..., :.:>. _. .. r .. .... .......... ................r ...,r...r».. r,.,,. ,. r. r � ....::.:- I' 32 S;TS QTR #9 3 3 SILT FENCE DETAIL 102 I P-11 107 LF R1M 28.94 >0T2 ' tNV. IN = 2''.4.��- P=10 DT1 STS STR #12 32 STS 15,.F,1J;PE -11 I RIM = 27.00 "- T ,,., ! INV OUT 24:5 F':. 0 60 }; . o :. :. T :.: N V ....OU. J - 22..5 ,>:: p . ,.... � ..... 3,.. .., ..,� ........ S.-�S... STfZ >;, ::� _ , T STR .,0..:., s :........ #,..... .......... .:........ ........................:......' 32................................. RIM 28.21 3ZC'10` 104 LF R1M....T 27.80 :..._.LN.V,,•.!N 22.05,-P--13 ;:INV:'IN... 23:7.1...p�.1.1 :..... -;, . .,...' S�:$ 15l ... HDP ... .. INV. OUT - 23.71 P-12 DTZ ; J. q.20% DT2 ..-.........:�'..,. .. �:.. • INV. OUT 22.05 P-14 ; STS STR #14 ,,:;, P-13 227 LF STS 24 HDPE ®0.20% £ i RIM = 27.26 32, - - INV. IN = 21.61 P-5DT2 STS STR #8 INV. IN = 21.61 P-14 14 RIM = 29.00 INV. OUT 21.61 P-6INV IN = 24.56 P-9 STS STR 24 272 DT3 INV. OUT = 24.56 P-10 INV. IN = 17.00 P#2Q.° ----- { DT3 I I I m mt P-9 89 LF < < :.} STS 15 HDPE2 P-20 X178 LF ; ©0.19% STS 2': HDPE Q STS STR #7 @ 2'53% :1 m Q 14 RIM = 29.00 f a STS STR #MH1 200U U ® i DT3 INV. IN = 24.73 P-8 RIM = 28.11 „ I cn 00 INV. IN 18.00 PD -1 'DT2 N INV. OUT 24.73 P-9 INV. OUT 18.00 PD -2 rte-• t STS STR #23 32 0 [.M.... ;26 6"1--..m rn ::%.P-8 97 LF 2 INV. 'OUT...- 21.50 P-20 DT2 a .. STS 15 HDPE STS STR #28 I U "� @ 0,21% RIM - 26.24 INV. INf = 19.56 P-23 DT2 -" o INV. OUT = 19.56 P-24 M.STS STR X15 N 14 RIM 29.00 S -24 33 F _ U U INV. IN = 17.00 P-6 U U DT3 INV. IN = 24.93 P-7 P-5 129 LF I INV. OUT = 24.93 P-8 @ 0.18 STS 24 HDPE @ 0.60% P-7 119 LF STS STR #29 200 1 STS 15 HDPE RIM = 26.79 P-6 58 LF } 2 INV. IN = 19.50 P-24 DT2 @ 0.207. INV. OUT = 19.50 P-25 _ STS 30 HDPE @ 7.95% PD -3 191 LF $� �-F po% STS 24 HDPE 0. E. S. ! ...• I o 1 q - # STS STR 5 STS 24 HDPE �� p TS STR #PD1 WV. OUT 0025.17 P -7 e0 © INV. OUT 1.8.00 PD 'IOU LFSSS P O N DJ~ _ STS STR #11 00 RIM = 28.24 M E.S. POND CTI ® oo U U - ®T2 INV. IN = 22.38 P-4 m m. 0 o STS STR:' #19 .-. .�.: % ; - a NV. IN = 17.00..P..i-17 INV. IN = 22.38 P-12 < INV. OUT = 22.38 P-5 T- J NV N R=#22 17.00 P-19 d- U U r 32 R M ST27#50 cv m �1 Q ® INV. IN = 22.75 P-3 I c� 1 �t ®T2 INV. OUT = 22.75 P-4 o S1 15HDPE 52 LF [ TSEL IP -3 122 LF 1 P-18 88 LF < @ 12.88% STS 15 HDPE m Ld STS 15 HDPE o @ 0.22% ®1.64% 1 o P-17 40 LF - '�' STS 30 HDP ``� m m @ 7.50% LL_A �+ c c c m m 14 RIM STS ST28. 5 DT3 INV. IN = 24.75 P-2 N cC C rf� I� INV. OUT = 24.75 P-3 �� ®[ P-2 91 LF STS 15 HDPE m m 00.43% 'Lr STS STR #2 21 85 LF 00 STS STR #MH2 14 RIM NV = 25.14 P-2 29.00 RIM = 27.31 Dl'3 INV. IN = 25.14 P-1 LF P-15 200 LF STS 30 HDPE @ 0.20% P- T 24 HDP p, IN-=-1-8:6�-PD=2 - �1 ® I. OUT = ST® p.20 0 INV. OUT 18.00 PD -3 P 1:86 LF HDPE 1 %i ®0.22% Sl.: .................................................,........................,............. STS STR #17 32 200 STS STR 8 __.................... _..........- RlM _ .....,., .:::... RIM 27.81 .... ,...,: �.:. ....� _ I �� • , .. ::..} .: , ..{ ..; f ;;: . j.,RIM - 27.7 P. ,1.6 :;�44 LF . _.................... ......: INV. ;..QU,T.::.r 23.89 P 18 •, '.. , ,) � .... ., :;,...,,..• ..�.. ...., ..DT2., .LNv....fN.. _ ' 20.00 P-16 �-•' �- S .r INV . :.� 21.85.::.P.:::. DT2 ,} :> S1S':.3 HDPE :.f :. INV. AUT 21.85 •.................:..:.:....,............................. •'-....:..... 1 q. •'STS STf�.....#1..r . 32 STS STR #25 VD-T-3WV. OUT9.0025.33 P-1 RIM = 26.36 32 STS STR #27 32 STS STR #16 DT2 INV. OUT = 22.50 P-21 RIM = 26.4814 STS STR #21 ®TZ NV. OUT 75 DT2 22,25 P-15 INV. IN = 20.00 P-22 RIM = 27.38 STS STR #30 INV. OUT = 20.00 P-23 DT3 INV. IN = 23.70 P-18 1 q RIM = 26:41 32 STS STR #26 INV. OUT = 23.70 P-19 DT3 INV, OUT = 22.74 P-27 RIM = 26.53 1 DT2 INV. IN = 21.00 P-21 INV. IN = 22.83 INV. OUT = 21.00 P-22 CIVIL ENGINEERS 431 E. Horatio Avenue Suite 260 Maitland, Florida 32751 (407) 629-8330 Jog # V) DATE: 3/7/00 SCALE: 00 LLJ DRAWN BY: GLS APPROVED BY: CMM =n -- Q I - z O ,7 CJ W o W Q a � o z c> 00 d piY I LL o _j V) _W Z w V) z W < ci z z(Z) Q ME o f- V) 0 _w z U Jog # V) DATE: 3/7/00 SCALE: 00 DESIGNED BY: GLS DRAWN BY: GLS APPROVED BY: CMM =n -- I - L LiQ 0 o W a � z w _j _W Z w U Jog # V) DATE: 3/7/00 SCALE: 1 =50' DESIGNED BY: GLS DRAWN BY: GLS APPROVED BY: CMM I - w 0 0 0 w V) U} Z a o O U U ww Ld CL CL 0 o W co r - cv ,- I- f o d-rr)cflr•oOrnQr- Jog # 99125 DATE: 3/7/00 SCALE: 1 =50' DESIGNED BY: GLS DRAWN BY: GLS APPROVED BY: CMM I - I -- ---- -- - T , - - I -- _ r - NOTE: CONTRACTOR PLEASE NOTE is 1. ALL SPOT ELEVATIONS AT THE PAVEMENT/CURB ...., .....1..1..1 :1. ,::.:,,,t LOCATION OF UNDERDRAIN AS Naufth INTERFACE ARE PAVEMENT ELEVATIONS. DESIGNED BY NORDARSE AND ASSOC. FINISH GRADE IN GRADE ON BACK GRASS AREA OF SIDEWALK .100.'!0. GRAPHIC SCALE M A E -m bD [m)" � N SPOT GRADE AT BUILDING EDGE OF PAVEMENT 50 0 25 50 100 200 NOT FINISH FLOOR ELEVATION 99-' GRADE cmcm= FINISH FLOOR ELEVATIONS ARE se.6F DEPICTED AS "F.F.=101.30" 100,03 CIVIL ENGINEERS 0 ( IN FEET ) 0j 1 inch = 50 ft. �I.3'1 E. cu to 260 oratio Avenue Maitland, Florida 32751 (407) 620-8330 ?, ; ; ;r ; # ' : iI }' 'l ; I , ' I i; . I . . #, _z i " + 100.63 ti ' a ,• ... y,......, 1111 .. ............ ! ; S t ,•. 1111 .. ... _._........-... . ::'............. r f f} t 't d .:: ,.- :.....- ., , i F ...... .. 'l :. r 1111.. '1111 v..;:•' .. ^..,...... . f t .. , ... .:..:..:::::::.. v.:• .............. ...-_._ •.: _ '...,............ .. 1111..-........ ; r'•. ...^.................................................. .. - i .! . , 1 . . •.:- , .. ...:................: ,..1.:--. ............. 1...11..1 � i .. 1111 r t s #: ':.' i / „ .......... ,., ...,...........r1....,..-.,...... ..:................... .....:.:........^:1111. ................:.....� ...... $ •r. ; c�• - _... ............... ;I ;At. ; t Cl)!r i. 1 0 ..........,.........,.. 1111 ........ .. i' i r . .. t ,. ! ...' ...t.,,...,-.1111 ...,r. } . , . .............1111.-......... ..._-_.,-1111. - ':. r .........................'-'-............. ..,..,.................................:................ "'............... ...........:., 1111.^1111.. f 1111. .....................111:1" 1111.-.., t .. ..................:............1111-....:.......-1111...-1111. .,.......... _. ........., r:.,:• : : .. . : .........:..:..........1111.::..:..................... .. ' F' -....................^..,..-...............__.............................. l.,.: 1%„:,111,. .., :r . :.....,....,1, . r ::. , ;. :.... •.... .:11:1 1... .-,.1...... .. �. :. .. 1111 ...-....__.........., ........-1111 ,:..r .. _............. ..____......-1111.. 1111.. _1111 .. 1111 :::.;..:..... " f ........ 11:11 . ............ 1111.. 1111. .._ 1111 1111..- .. 111.1... ... .....r .....r . ,r ... 7 ; •,1' 1111. 1111; :... J ;. LL ..................:::.. ::1:1:11: 1111.: :::.-:.-::::..:.;; .r'::: :r ! t' ,. ,._..:...:.................. 1111 ;111:1 1111. •:::•• ::•. ......... ... - I ... .:.. .....r :.:.:. :. 1111.., r,,.,, %x-• : 1111. ::........, 1111:, , r.. ....r .-.. : r``l # '� s + :1111 1111 . :................ s.mmw • S 1::111 , r.:..... i f I I �: ,. ..j , } 100.63 '' , . { , s; 1111...:;-, ::::. ::::: 1:1:11::::: ... 11':1:1 . ' i t .. ....r 1111 .. 11:::1:1... .-.-1111--1111.. 1111 1111. ... J" .;;, 1111..::::.: •:1111... S s I: I i !' ' f t i! i NOTE: GRADES IN THIS DETAIL DO NOT REPRESENT GRADES ON THE SITE. i i i -'- }y if I { THIS DETAIL WAS CREATED AS A MEANS OF UNDERSTANDING THE DIFFERENCES I s 1 s IN PROPOSED GRADES SHOWN HEREON. 1 ::>r:;: 11 ,.-1111.. ,, ...,:.< ::• ' ;:::: "- .. .11.1.1 ..., .-1111-. •-1111. -. --.111" ;'y r. :..: r...,. :.:r;. !-Z-*4:'1X• .. ., . /. ... 1111. ,.. s 1111..-.. ..-1111 - . .a:,..':;w. : r.',znir :.. ::%. 1111. ... " 1111.. 1111.. .. ,..... 1111 .^... .. 1111 .-... 1111.. •: r:::, r:::.. ---........ .:.:.; , ... 1111.-1111 1:111.. .., •::: ...:.� .. ..,:::::::1111 •:^ . .. :.:::. , '. : r 1111..-..- ................ .......... 1111...^..,........ ....., ....... -1111.. .. - .. ,::,, �,.,.,.., .n.... 1111 .. ,, .......... ., -1111 1111.. ... ...,.... ^ • ...-1111 .......... ,..: .--. ......... .................... ................... ... ...............;:.... .. -111.1 , 1111-1111. .................. � :r., 1111... ...- . , -1111 _.._........ ...... ...... ............... ........................... .f... :I . _...- 1111. 1111... .. 1111... .. ........................................,............,,,,..,.........................,.......,. 1111. .:^.......,.................... -: 1111.. .......... 1111. .. f 1111 ... ..^,^.^.................................................................................. ............... . ... -11:11.. ... - f•: I t : . _1111 ; 1111 ......... ., .. .......... i r . 1111...-. ........................................... i. •.: • : , , S + } 1111- . ..............._-......,. I 1111. _1111. ___.._ ...........................____ _....................................................... .. , :. - / 1111 -^... ... .- ...:-.. ......,.:.,.............. ........,............ 111:1.. .,......,...1,....1,...... ! •.! .... , S ,•; t .. I 1.,....11 .. ,........ .. .. -... ... .. ,.: 1111 ;... I .......................................................... . . ....:.......:^1111. ....:.....,... :1111. ... ,. r.l .. --..• . ......:....... 11_11... ':1111 .1...,;.1 .. ... ........ .. ...............::..',,........ .. ,. , ;3 ( f ; ............. - $ .-1111..- .. .: ,., ..............i,..:'..:.:..... .......... .......... .•1..r .. ,� .. , .. 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I.JLL !'11\\iI II I L- \— I VI\/"lL PLANS FOR DETAILS) AREA CALCULATIONS: TOTAL PROJECT AREA = 12.531 AC. IMPERVIOUS AREA BREAKDOWN 3 BLDG TYPE 2 (BBBB, BUILDINGS = 2.61 AC. ONSITE PAVEMENT 2 STORY, AND SIDEWALKS = 3.92AC. OFFSITE PAVEMENT 8 UNITS) AND SIDEWALKS = 0.29AC. POND 1 UNIT MIX UNIT UNIT TYPE SURFACE AREA = 0.57AC. POND 2 FOUR BEDROOM = SURFACE AREA = 0.8OAC. TOTAL IMPERVIOUS AREA = 8.14AC. OR 65% TOTAL PERVIOUS AREA = 4.34AC. OR 35% BUILDING & PARKING DATA: 2 STORY, 16 UNITS) PROJECT MIX 5 BLDG. TYPE 1 (ARBA, 3 BLDG TYPE 2 (BBBB, 2 STORY. 16 UNITS) 3 BLDG. TYPE 3 (CCCC, 2 STORY, 16 UNITS) 1 BLDG. TYPE 4 (DDDD, 2 STORY, 8 UNITS) TOTAL 12 BLDG., 184 UNITS 176 SPACES UNIT MIX UNIT UNIT TYPE 2 SPACES * 48 = A (1 BR/1 BA 40 FOUR BEDROOM = 2 B2BR/2BA 88 16 SPACES N C 313R/2BA 48 I- D 4BR 2BA 8 Lii O TOTAL 184 Elf Q Of :Dop PARKING REQUIREMENTS: Q APARTMENTS r` ONE BEDROOM = 2 SPACES * 4D = 80 SPACES TWO BEDROOM = 2 SPACES * 88 = 176 SPACES THREE BEDROOM = 2 SPACES * 48 = 96 SPACES FOUR BEDROOM = 2 SPACES * 8 = 16 SPACES TOTAL PARKING REQUIRED = 368 SPACES PARKING PROVIDED: STANDARD SPACES (9x18) _ ............................. ....._400 SPACES REQUIRED ACCESSIBLE SPACES = 2% OF TOTAL REQ. # OF PARKING (0.02x368=8) ACCESSIBLE SPACES PROVIDED = .....................................9 SPACES REQUIRED RV SPACES = 1 SPACE PER 25 DWELLING UNITS (184/25=8) RV SPACES PROVIDED = .....................................8 SPACES TOTAL NUMBER OF PARKING SPACES PROVIDED =.........417 SPACES OFFSITE IMPROVEMENTS TO BE DESIGNED AT FINAL ENGINEERING. PAGE SCHOOL CAR CARE CENTER SITE DATA CONCRETE WALK(T�J 1. CURRENT ZONING: P.D. 2. SITE CONTAINS 12.531+ GROSS ACRES 3. PROPOSED DEVELOPMENT: MULTI FAMILY 4. MAXIMUM BUILDING HEIGHT: 35 FEET 5. SETBACK REQUIREMENTS: IN ACCORDANCE WITH THE CITY OF SANFORD PD ZONING CLASSIFICATION 6. OPEN SPACE REQUIRED/PROVIDED: 30% = 3.76 AC, 7. PARKING REQUIRED: 2 SPACES PER UNIT 8. THE SITE LIES WITHING THE FLOOD ZONE "X" (AREAS DETERMINED TO BE OUTSIDE THE 500 YEAR FLOOD) ACCORDING TO FEMA FLOOD INSURANCE RATE MAP PANEL #12117CO0403 9. THERE IS NO SURFACE WATERS OR WETLANDS ON OR ADJACENT TO THE SITE. 10. ONSITE VEGETATION CONSISTS OF OAK TREES AND BRUSH/WEEDS. 11. THERE ARE NO WELLFIELD PROTECTION ZONES LOCATED WITHIN THE SITE VICINITY. 12, THERE ARE NO AQUIFER RECHARGE AREAS LOCATED WITHIN THE SITE VICINITY. 13. POTABLE WATER & SEWER TO BE PROVIDED BY THE CITY OF SANFORD. 14. FIRE PROTECTION WILL BE PROVIDED BY ONSITE FIRE HYDRANTS. 15. RECLAIMED WATER TO BE PROVIDED BY THE CITY OF SANFORD AND USED FOR ONSITE IRRIGATION. 16. SOLID WASTE DISPOSAL WILL BE PROVIDED BY THE CITY OF SANFORD. 17. TAX PARCEL I.D. # 26-19-30-5AE-0100-0000 18. THERE WILL BE NO ONSITE UTILITY EASEMENTS. MAINTENANCE BUILDING ZONING: R1-1 10' OF RIGHT-OF-WAY DEDICATION ON 5TH STREET 10' RIGHT-OF-WAY DEDICATION ON WHITE CEDAR ROAD 25' RADIUS NQ7E, 1. ALL STRIPPING LAYOUT WITHIN THE RIGHT OF WAY MUST BE INSPECTED BY SEMINOLE COUNTY INSPECTION PRIOR PERMANENT INSTALLATION OF MARKINGS. I MADDEN I CIVIL ENGINEERS 431 E. Horatio Avenue Suite 260 Maitland, Florida 32751 (407) 629-8330 FAX (407) 629-8336 Q O J co tL w z z IL 0 EL O Ir 0 Z 0 O iZLi- z Q N JOB # . 99125 _ DATE: 2/2/00 SCALE: 1 "= 50' DESIGNED BY: GLS DRAWN BY: SLM APPROVED BY: CMM ST -1 Q r` 00 J n CC o n LLJ Z Q O"'o N I- of Lii O z Elf Q Of :Dop 0 I a � O Z L` U ra Z_ NZ Z .. o � CL z 00 Q V) W (D w w w cf) Z � _Z C7 Q z = o U JOB # . 99125 _ DATE: 2/2/00 SCALE: 1 "= 50' DESIGNED BY: GLS DRAWN BY: SLM APPROVED BY: CMM ST -1 r` 00 n w Z Lii z �' a o U ra Z � � V) W w w J CK _Z C7 Q Z = III U JOB # . 99125 _ DATE: 2/2/00 SCALE: 1 "= 50' DESIGNED BY: GLS DRAWN BY: SLM APPROVED BY: CMM ST -1 H Z M (A c V) 0 www Elf a_ a a_ 0 000 0 0 � U Lnj) Dl-a0rn0� JOB # . 99125 _ DATE: 2/2/00 SCALE: 1 "= 50' DESIGNED BY: GLS DRAWN BY: SLM APPROVED BY: CMM ST -1