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HomeMy WebLinkAbout2005 - Drainage Improvements- Site PlanER oDffl& o rn 0 :p 7 (:: :)W(:: ;)I X57 Q 0 1=/RA3=ff nHIDO�H GEwl:gn (9(DUH�\fo KZR�4N5H IBM U'Uv Z�0) rL 1i BRIAN BURKEEN' VI E -MAYOR SAL N EG LIA COUNCILMEMBER LISANNE MONIER COUNCILMEMBER ANDREA B. COY COUNCILMEMBER AL MINNER CITY MANAGER [D5aWO© D3a�01�Mo cPoc�o (9)oUW EEa(?oaIMIMU� PE acK �oaRi,?Q3 E�M(C MCS DEE U 3 3 i C N `n - NOTICE TO DRAWING HOLDER o NEEL—SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE ENGINEER HAS PREPARED AND FURNISHED THIS DRAWING TO THE a OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD 115 E a s t Indiana Avenue o NOT BE USED ON EXTENSIONS OF THIS PROJECT OR ON ANY OTHER PROJECT. ,ANY REUSE OF THIS DRAWING, WITHOUT WRITTEN Deland Fl 32724 i VERIFICATION OR ADAPTION BY THE ENGINEER, SHALL BE AT THE REUSER'S SOLE RISK AND THE REUSER SHALL INDEMNIFY AND HOLD PH: (386)740-7707/ FAX: ( E3 HARMLESS THE ENGINEER FROM ALL CLAIMS, DAMAGES, LOSSES AND Ln EXPENSES, INCLUDING ATTORNEY'S FEES ARISING OUT OF OR � RESULTING THEREFROM. 0 0 G -y COVER SHEET �MHDE o I. HO LJ l W�_- C -y EXISTING CONDITIONS C-2 DRAINAGE IMPROVEMENT Com- 1 BAFFLE BOX DETAILS A O RICHARD CAMPANALE, P.E. DATE FLORIDA REG. No. 54745 MFP LJ F'4Rn/�t1J o Mn 9@@g O g Project Number: 00.05659.001 km General 1. THE REQUIREMENTS OF INDIAN RIVER COUNTY SHALL GOVERN UTILITY WORK WITHIN ITS JURISDICTIONAL LIMITS. WHERE A CONFLICT EXISTS IN THE REQUIREMENTS OF A REFERENCED MATERIAL OR INSTALLATION STANDARD, THE REQUIREMENTS OF THE INDIAN RIVER COUNTY UTILITY DEPARTMENT SHALL PREVAIL. WHERE THE REQUIREMENTS OF A STATE OR LOCAL AGENCY HAVING JURISDICTION ARE MORE STRINGENT, THE MORE STRINGENT REQUIREMENTS SHALL PREVAIL. 2. THE CONTRACTOR SHALL HAVE AVAILABLE AT THE JOB SITE, AT ALL TIMES, ONE COPY OF INDIAN RIVER COUNTY UTILITY SPECIFICATIONS. ONE COPY OF THE CONTRACT DOCUMENTS INCLUDING PLANS, SPECIFICATIONS AND SPECIAL PROVISIONS, AND COPIES OF ANY REQUIRED CONSTRUCTION PERMITS. 3. EXISTING UTILITIES SHOWN UPON THESE PLANS ARE BASED UPON BEST AVAILABLE INFORMATION. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO VERIFY THE EXACT LOCATION OF ANY UTILITIES WHICH MAY EFFECT THEIR WORK. Erosion Control Notes 1. EROSION CONTROL MEASURES SHALL BE IN FULL CONFORMANCE WITH APPLICABLE SJRWMD AND CITY OF SEBASTIAN STORMWATER UTILITY PERMITS AND REGULATIONS. 2. EROSION CONTROL DEVICES SHALL BE PER CURRENT FDOT STANDARD INDEX #102 AND #103. 3. AS A MINIMUM, EROSION CONTROL STRUCTURES SHALL REMAIN IN PLACE UNTIL VEGETATIVE COVER IS REESTABLISHED IN THE UPLAND CONTRIBUTING DRAINAGE AREA. 4. CONTRACTOR SHALL UTILIZE BALED HAY AND/OR SILT BARRIERS (AS APPROPRIATE) AT CONTROL STRUCTURE AND OUTFALL CULVERT INSTALLATIONS. 5. THROUGHOUT THE CONSTRUCTION OF THE SITE, THE CONTRACTOR SHALL UTILIZE BEST MANAGEMENT PRACTICES TO CONTROL EROSION AND TRANSPORT OF SEDIMENTS INTO PRESERVED WETLANDS AND DOWNSTREAM RECEIVING WATERS. 6. DISTURBED AREAS (ABOVE NORMAL WATER LEVELS) UNLESS OTHERWISE NOTED HEREIN, SHALL BE SEEDED AND MULCHED WITHIN 14 DAYS OF FINAL GRADING. UNLESS OTHERWISE NOTED, ALL SLOPES STEEPER THAN 4:1 SHALL BE SODDED 7. CONTRACTOR MAY MODIFY DEWATERING SEDIMENTATION CONTROL PLAN BASED ON SPECIFIC CONSTRUCTION METHODS. MODIFICATIONS MUST BE APPROVED BY BOTH THE PROJECT ENGINEER OR HIS ASSIGNED REPRESENTATIVE AND THE ST. JOHNS RIVER WATER MANAGEMENT DISTRICT AND CITY OF SEBASTIAN S T ORMWATER UTILITY Minimum Standards 1. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLQPE LAND DISTURBANCE TAKES PLACE. 2. SEDIMENT CONTROL MEASURES ARE TO BE ADJUSTED TO MEET FIELD CONDITIONS AT THE TIME OF CONSTRUCTION AND BE CONSTRUCTED PRIOR TO GRADING OR DISTURBANCE OF EXISTING SURFACE MATERIAL ON BALANCE OF SITE. PERIMETER SEDIMENT BARRIERS SHALL BE CONSTRUCTED TO PREVENT SEDIMENT OR TRASH FROM FLOWING OR FLOATING ONTO ADJACENT PROPERTIES. 3. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN UNDISTURBED FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT UNDISTURBED FOR MORE THAN ONE YEAR. 4. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE CONTRACTOR IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF SOIL STOCKPILES ON SITE AS WELL AS SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. 5. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED, PERMANENT VEGETATION SHALL BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IN THE OPINION OF THE REVIEWER, IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. NOTICE TO DRAWING HOLDER NEEL-SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE NO. DATE BY ENGINEER HAS PREPARED AND FURNISHED THIS DRAWING TO THE OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD NOT BE USED ON EXTENSIONS OF THIS PROJECT OR ON ANY OTHER PROJECT. ANY REUSE OF THIS DRAWING, WITHOUT WRITTEN VERIFICATION OR ADAPTION BY THE ENGINEER, SHALL BE AT THE REUSER'S SOLE RISK AND THE REUSER SHALL INDEMNIFY AND HOLD HARMLESS THE ENGINEER FROM ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES, INCLUDING ATTORNEY'S FEES ARISING OUT OF OR RESULTING THEREFROM. REVISIONS DESCRIPTION Water Distribution System 1. PVC PIPE 4 TO 12 INCHES IN DIAMETER SHALL BE PER AWWA C900-89 CLASS 150 psi (DR -18). PIPING LESS THAN FOUR INCHES IN DIAMETER SHALL BE PER ASTM D1784 AND D2241, PRESSURE CLASS 200 psi (SDR -21) AND APPROVED BY NSF FOR POTABLE WATER USE. 2. DUCTILE IRON PIPE SHALL BE CEMENT - MORTAR LINED, CLASS 50 MECHANICAL OR PUSH -ON JOINT AND SHALL MEET ALL THE REQUIREMENTS OF THE FOLLOWING ANSI/AWWA C 104/A.21.4; ANSI/AWWA C 111/A 21.1 1 (FOR RUBBER GASKET JOINTS); ANSI/AWWA C 150/21.50 (FOR THICKNESS DESIGN) AND ANSI/AWWA C 151/A 21.51 (FOR D.I.P. MOLDS), 3. FITTINGS FOR P.V.C. PRESSURE PIPE AND D.I.P. SHALL BE OF DUCTILE IRON, MECHANICAL JOINT, CEMENT MORTAR LINED IN ACCORDANCE WITH ANSI 21.4 RATED AT 350 PSI AND SHALL COMPLY WITH ANSI/AWWA C110/A21.10 AND C111/A21,11. 4. INSTALLATIONS OF WATER LINES SHALL BE IN ACCORDANCE WITH ANSI/AWWA C900 (MANUAL M23) FOR P.V.C. PRESSURE PIPE, AND C 600 FOR DUCTILE IRON PIPE. 5. ALL WATER MAINS TO HAVE MINIMUM COVER OF 36". 6. WHERE WATER AND SEWER MAINS CROSS WITH LESS THAN 18" VERTICAL CLEARANCE, THE SEWER WILL BE 20' OF EITHER CAST IRON PIPE OR CONCRETE ENCASED PIPE, CENTERED ON THE POINT OF CROSSING. WHEN A WATER MAIN PARALLELS A SEWER MAIN, A SEPARATION OF AT LEAST 10' SHOULD BE MAINTAINED WHERE PRACTICAL. THIS REQUIREMENT APPLIES TO SANITARY AND STORM SEWERS, FORCE MAINS AND REUSE MAINS. 7. WHERE A WATER MAIN IS TO BE INSTALLED BELOW A STORM DRAIN PIPE, A MINIMUM OF 18" VERTICAL CLEARANCE BETWEEN PIPES SHALL BE MAINTAINED UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 8. WHERE WATER LINES CROSS UNDER DRAINAGE PIPES WITH LESS THAN 18 INCHES VERTICAL CLEARANCE, THE WATER PIPES SHALL BE OF 20' OF CLASS 52 D.I.P. CENTERED ON THE POINT OF CROSSING, OR CONCRETE ENCASEMENTS. 9. WATER SUPPLY FACILITIES (INCLUDING MAINS) SHALL BE INSTALLED, CLEANED, DISINFECTED AND BACTERIOLOGICALLY CLEARED FOR SERVICE, IN ACCORDANCE WITH THE LATEST APPLICABLE AWWA STANDARDS AND THE STATE OF FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION RULES. 10. HYDROSTATIC TESTING (PRESSURE AND LEAKAGE TESTS) SHALL MEET THE REQUIREMENTS OF THE ANSI/AWWA C 600, OR M23. 11. DISINFECTIONS OF WATER MAINS SHALL COMPLY WITH ANSI/AWWA C 651. 12. DUCTILE IRON PIPE TO BE WRAPPED WITH POLYETHYLENE. 13. MINIMUM HORIZONTAL SEPARATION BETWEEN WATER LINES AND UNRESTRICTED ACCESS REUSE WATER SHALL BE 5 FEET. 14. ALL SERVICE LINES OF 60' IN LENGTH OR LONGER SHALL BE 1 ". 15. POLYETHLENE PRESSURE PIPE SHALL BE PER AWWA C906. 6. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 7. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE SEDIMENT BASIN SHALL BE DESIGNED AND CONSTRUCTED TO ACCOMMODATE THE ANTICIPATED SEDIMENT LOADING FROM THE LAND -DISTURBING ACTIVITY. THE OUTFALL DEVICE OR SYSTEM DESIGN SHALL TAKE INTO ACCOUNT THE TOTAL DRAINAGE AREA FLOWING THROUGH THE DISTURBED AREA TO BE SERVED BY THE BASIN. 8. AFTER SIGNIFICANT RAINFALL, SEDIMENT CONTROL STRUCTURES WILL BE INSPECTED FOR INTEGRITY. DAMAGED DEVICES SHALL BE CORRECTED BY THE CONTRACTOR IMMEDIATELY. 9. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. 10. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 11. SEDIMENT WILL BE PREVENTED FROM ENTERING ANY STORM DRAIN SYSTEM, DITCH OR CHANNEL. ALL STORM WATER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHER WISE TREATED TO REMOVE SEDIMENT. DRAWING INFORMATION N -S PROJECT NO.: 00.05659.001 FILENAME: SCALE: AS SHOWN SURVEYED BY: DSGN: DJF DATE: 3/05 DR WN: DJF DATE: 3/05 CHKD: DATE: QA/QC: DATE: Construction In Streets, Road Rights -Of -Way Parking Areas 1. OPEN ROAD CUTS REQUIRE PRIOR APPROVAL OF THE CITY, COUNTY, STATE OR ANY OTHER AGENCY WHICH MAY HAVE JURISDICTION. 2. CONSTRUCTION, MATERIALS AND WORKMANSHIP ARE TO BE IN ACCORDANCE WITH FLORIDA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS AND STANDARDS. 3. AREAS IN EXISTING RIGHTS-OF-WAY DISTURBED BY CONSTRUCTION SHALL RECEIVE GRASS, MULCH OR SOLID SOD, AS STATED ON THE PLANS. 4. STREET OR HIGHWAY RESTORATION TO BE DONE AS PER LOCAL OR STATE AGENCY HAVING JURISDICTION. 5. THE CONTRACTOR SHALL COMPLY WITH RULES AND REGULATIONS OF THE STATE, COUNTY AND CITY AUTHORITIES REGARDING CLOSING OR RESTRICTING THE USE OF PUBLIC STREETS OR HIGHWAYS. 6. TRAFFIC CONTROL ON COUNTY AND STATE HIGHWAY RIGHTS-OF-WAY SHALL MEET THE REQUIREMENTS OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (U.S. DOT/FHA) AND THE REQUIREMENTS OF THE STATE AND ANY LOCAL AGENCY HAVING JURISDICTION. 7. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY AND DOCUMENT THE ACTUAL LOCATION AND EXTENT OF EXISTING UTILITIES WHICH MAY AFFECT CONSTRUCTION. EXISTING UTILITIES SHOWN ARE BASED UPON THE BEST AVAILABLE INFORMATION SUPPLIED TO THE OWNER/ENGINEER AND IS SHOWN FOR INFORMATIONAL PURPOSE ONLY. 8. CONTRACTOR IS RESPONSIBLE FOR CHECKING ACTUAL SITE CONDITIONS BEFORE STARTING CONSTRUCTION. 9. DISCREPANCIES ON THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE COMMENCING WORK, 10. CONTRACTOR SHALL OBTAIN ALL REQUIRED PERMITS BEFORE COMMENCING WORK. 11. THE CONTRACTOR SHALL CONTACT ALL IMPACTED UTILITIES AT LEAST 48 HOURS IN ADVANCE OF CONSTRUCTION OPERATIONS. 12. NO FIELD CHANGES OR DEVIATIONS FROM DESIGN TO BE MADE WITHOUT PRIOR APPROVAL OF THE ENGINEER AND THE APPROPRIATE GOVERNMENTAL ENTITY. 13. ALL MUCK OR OTHER SUCH UNSUITABLE MATERIAL ENCOUNTERED WITHIN ROAD RIGHTS-OF-WAY AND LOT AREAS SHALL BE FULLY EXCAVATED AND REPLACED WITH CLEAN, ON-SITE FILL MATERIAL COMPACTED TO 95% MAXIMUM DENSITY. ACTUAL EXTENT AND QUANTITY OF EXCAVATION SHALL BE DETERMINED AT THE TIME OF CONSTRUCTION BY APPROPRIATE FIELD MEASUREMENT. DISPOSAL OF UNSUITABLE MATERIAL SHALL BE AS DIRECTED BY OWNER OR OWNER'S ENGINEER, Special Conditions 1. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION WITH BELLSOUTH, CABLE TV, F.P.L. & I.R.C. UTILITY DEPARTMENT FOR SCHEDULING INSTALLATION AND OR INSPECTIONS WITH REGARD TO THEIR RESPECTIVE SERVICES. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL, REPAIR, REINSTALLATION OR RECONSTRUCTION OF PRIVATELY OWNED ITEMS (MAILBOXES, FENCE, ET. AL.) WITHIN PROJECT LIMITS. CONTRACTOR SHALL TAKE DUE CARE AS TO NOT ADVERSELY IMPACT PRIVATE CITIZENS & THEIR ABILITY TO USE SUCH ITEMS. 3. CONTRACTOR SHALL PREPARE & SUBMIT FOR REVIEW A PROJECT MAINTENANCE OF TRAFFIC PLAN. THIS PLAN SHALL BE PREPARED TO INSURE RESIDENTS & BUSINESS OWNERS WITHIN THE PROJECT LIMITS SHALL HAVE REASONABLE & CONTINUOUS ACCESS TO THEIR PROPERTIES DURING THE CONSTRUCTION PHASE. 12. BEFORE TEMPORARY OR NEWLY CONSTRUCTED STORM WATER CONVEYANCE CHANNELS ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. 13. PERIODIC INSPECTION AND MAINTENANCE OF SEDIMENT CONTROL STRUCTURES MUST BE PROVIDED TO ENSURE INTENDED PURPOSE IS ACCOMPLISHED. THE DEVELOPER, OWNER, AND/OR CONTRACTOR SHALL BE CONTINUALLY RESPONSIBLE FOR SEDIMENT LEAVING THE PROPERTY. SEDIMENT CONTROL MEASURES SHALL BE IN WORKING CONDITION AT THE END OF EACH WORKING DAY. 14. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: (a) NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. (b) EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. (c) EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF-SITE PROPERTY. (d) RESTABLIIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. DAVIS STREET BAFFLE BOX CITY OF SEBASTIAN, FLORIDA SEAL: 15. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE WITH CURBS AND GUTTERS, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL SUBDIVISION LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. 16. TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, IN THE OPINION OF THE REVIEWER. DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 17. PROPERTIES AND WATERWAYS DOWNSTREAM FROM CONSTRUCTION SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION AND EROSION. 18. PHASED PROJECTS SHOULD BE CLEARED IN CONJUNCTION WITH CONSTRUCTION OF EACH PHASE. 19. EROSION CONTROL DESIGN AND CONSTRUCTION SHALL FOLLOW THE REQUIREMENTS IN INDEX Nos. 101, 102 AND 103 OF FDOT ROADWAY AND TRAFFIC DESIGN STANDARDS. III_ NEEL-SCHAF - INC, � GENERAL NOTE 115 East Indiana Avenue Deland, Fl 32724 WORKING NUMBER: DRAWING NUMBER: PH: (386)740-7707 / FAX: (386)734-4884 G 2 ENGINEER HAS PREPARED AND FURNISHED THIS DRAWING TO THE OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD NOT BE USED ON EXTENSIONS OF THIS PROJECT OR ON ANY OTHER PROJECT. ANY REUSE OF THIS DRAWING, WITHOUT WRITTEN VERIFICATION OR ADAPTION BY THE ENGINEER, SHALL BE AT THE REUSER'S SOLE RISK AND THE REUSER SHALL INDEMNIFY AND HOLD HARMLESS THE ENGINEER FROM ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES, INCLUDING ATTORNEY'S FEES ARISING OUT OF 0 RESULTING THEREFROM. 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Flexible sleeve -Integrally cast sleeve in precast manhole section or install sleeve in a formed or cored opening. Fasten 1 SECTION 03100 PART 3 EXECUTION SURVEYED BY: 7 the full length of the pour before proceeding higher. The placing of concrete shall not be delayed more than 20 DRAINAGE STRUCTURES AND PIPING pipe in sleeve with stainless steel clam( Coat stainless steel clamps) with bituminous material to protect from CAST IN-PLACE AND POURED CONCRETE 3.01 PROPORTIONING DATE: minutes between layers or lifts. PART 1 - GENERAL corrosion. Flexible sleeve shall be Lock Joint Flexible Manhole Sleeve; Kor-N-Seal connector-, PSX Press -Seal Gasket or equal. PART 1 GENERAL A. The proportions of aggregate to cement shall be such as to produce a thoroughly plastic mixture which will work 3.03 CURING AND PROTECTION ? 1.01 DESCRIPTION OF WORK 1.01 WORK INCLUDED readily into the corners and angles of the forms and around the reinforcement but without permitting the materials to EXPENSES, INCLUDING ATTORNEYS FEES ARISING OUT OF OR A. The extent of drainage structures and piping is shown on the drawings. 3. Compression gasket -Integrally cast compression gasket in precast manhole section. Insert pipe into compression gasket. A. The work included under this section consists of furnishing all materials, forms, transportation and equipment, and segregate or excess free water to collect on the surface. The percentage of sand shall not be less than thirty (30) no A. Curing: - B. Related Work Specified Elsewhere: Compression gasket shall be A -Lok or equal. performing all necessary labor to do all the plain and reinforced concrete work shown on the Drawings, or incidental to the more than fifty (50) percent of the total weight of the aggregate. a - 1 1 1 II 11111 u1fiIlYIIIIIIIIY VIII YYI„1,4,411Y1III YII„114 IYI111111Y 1,11611 IIII„I,I VIII YI I,, IlluI 0111111 II II,YI 11111, 111 14 1 1111, 111111 111,111WIII„1Y,11IJIII tlYl11Y 11111YI161111YY 41„1111, I I I I I I'11.1,I ILII II Ii411111YlYWYIYIlYY11,11Y 011lf IYI IIII II,IIu1Y,l 111111111111111111 I II III 'II I II I 1111 II 11111,11 I, 1111111, IIIY` 111 `III YYYII III III IY111111n 111111 1111 i1Y 11 .111141 111,1111,111 YIY111111111 IIIIIIYIIIIII IIIYI IIII 11111111111 YY 11111YYYII111JYI ,11111111111 YII 111111„i 411111 111 111, IN, I 111111/1 YI 1111111111 YIIIIII1,ull�l��ll I„I VIII IYIIY ,IIII I,IIIY III 41111114111111 IIIYIu1YLll,I,Ih1111411,11„III el II I11YIrl Yl, u,lYYl II ill,, I YI III 111111111 I 2.08 DAMPPROOFING proper execution of the work, or as herein specified. 1. Immediately after surface defects have been repaired, apply a spray coat of curing compound to all I Section 02200 - Earthwork. A.. Dam roofing shall be Hydrocide 648 by Sonneborn Building Products; Dehydratine 4 by A. C. Horn Inc; RIW Marine PP g B. Composition: Concrete shall be composed of cement, fine aggregate, coarse aggregate, and water so proportioned and mixed B. The total content, including the surface water contained in the aggregate, shall not exceed 5.7 gallons per sack of exposed surfaces, including slabs, walls, beams and columns in accordance with the manufacturer's Section 02222 - Trenching, Backfilling and Compacting. Liquid by Toch Brothers or equal. as to produce a lastic workable mixture in accordance with all re uirements under this section suitable to the s ecific P P q P cement. The slump shall not exceed four (4) inches. Air -entraining admixture shall be Darex AEA as manufactured recommendations. Protect exposed steel keyways and other embedded items from the curing compound. Section 02611 - Reinforced Concrete Pipe for Gravity Service 2.09 PIPING conditions of placement. by the Dewey and Almy Chemical Company. Water cure, as specified in paragraph B hereunder, all concrete surfaces that are to be exposed to 1.02SUBMITTALS A.. Reinforced Concrete Pipe (RCP) 1.02 SUBMITTALS wastewater, surfaces that are to coated with a coal tar epoxy system, and concrete floors requiring a bond - A. Submit shop drawings of precast manholes, inlets, grating, frames and lids, and pipe. 1. RCP pipe shall comply with the requirements of ASTM Designation C-76, as specified in Section 02611, Reinforced A. All materials specified shall be certified by the producer or manufacturer that the furnished material meets the specific C. The amount of air entrained in the fleshly mixed concrete shall not be less than three (3) percent nor more than six for special finishes. B. Submit cut sheets 24 -hours in advance of pipe excavation for ENGINEER approval. Concrete Pipe for Gravity Service. requirements of the specifications. Concrete mix designs shall be submitted for approval prior to placement. (6) percent. The minimum cement content in sacks per cubic yard of concrete shall not be less than six (6) sacks per 1.03QUALITY ASSURANCE B. High Density Polyethylene Pipe (HDPE): PART 2 MATERIALS AND EQUIPMENT cubic yard for Class "A” concrete. 2. Do not apply compound during periods of rainfall. Should the film become damaged from any cause A. All material shall be new and unused. 1. HDPE pipe shall be smooth interior walled corrugated polyethylene pipe conforming to AASHTO M 294 and minimum 2.01 PORTLAND CEMENT within the required curing period, immediately repair the damaged portions with additional compound. B. Materials' quality, manufacturing process and finished sections are subject to inspection and approval b ENGINEER or q tY, g P J P PP Y cell classification 335420C as specified in ASTM D 3350. Shall comply with the standard specifications for Portland Cement, A. S.T.M. designation C-] 50, Type II, or Type D. Concrete materials shall be accurate] measured b weight. Measurement of materials for read -mixed concrete Y Y Y Upon removal of forms, immediately coat the newly exposed surfaces to provide a curing treatment equal other OWNER representative. Inspection may be made at lace of manufacture, at work site following delivery, or both. p p y p g ry, III (high -early), where indicated on drawings. 11 shall conform to the Standard Specifications for Ready -Mixed Concrete”, (A.S.T.M designation C-94). to that provided for the surface. C. Materials will be examined for compliance with ASTM standards, this Section and approved manufacturer's drawings. Subject to compliance with requirements, HDPE manufacturers include, but are not limited to, the following: 2.02 CONCRETE AGGREGATE Additional inspection criteria shall include: Shall conform to standard specifications for concrete aggregate, A.S.T.M. Designation C-33. Maximum size of aggregate 1. Class "A” concrete for all structures shall have minimum compressive Strength of 4000 psi at 28 days. p g P Y 3. Curing and Sealing Compound: Use clear compound conforming to Federal Specification TTI., appearance, dimensions(s), blisters, cracks and soundness. a. Advanced Drainage Systems (ADS), Inc. shall not exceed one-fifth of the narrowest 30% solids content minimum, having test data from an independent laboratory indicating a maximum D. Materials shall be rejected for failure to meet any requirements specified herein. Rejection may occur at place of dimension between reinforcing bars. 2. Class 'B” concrete for sidewalks shall have minimum compressive strength of 3000 psi at 28 days. moisture loss of 0.030 grams per sq. cm. when applied at a coverage rate of 300 sq. ft per gallon, and equal - manufacture, at work site, or following installation. Mark for identification rejected materials and remove from work site b. Hancor, Inc. A. Fine Aggregate. Fine aggregate shall be clean, hard, strong, durable, uncoated particles of natural sand known as to Super Floor Coat or Super Pl;ocure by The Euclid Chemical Company or Masterseal 66 by Master immediately. Rejected materials shall be replaced at no cost to OWNER. Lake Wales, Interlachen, or approved equal. The source, composition, quality and gradation of the fine aggregate shall be 3. All concrete shall be Class "A” unless otherwise shown on the drawings. Builders. Furnish manufacturer's certification as required. E. Repair minor damage to precast concrete sections by approved method, if repair is authorized by ENGINEER. PART 3 - EXECUTION subject aid the approval of the Engineer. Samples of the sand shall be furnished, together with certified copies of the - PART 2 -PRODUCTS 3.01 INSTALLATION gradation and analysis from the recognized testing laboratory. g 3.02 MIXING AND PLACING 4. Apply specified clear curing and sealing compound to all horizontal areas so noted on the Drawings or in 2.01GENERAL A. Manhole and Structure Installation. 1. The weight of extraneous or deleterious s bstances shall not exceed the the Specifications. Apply immediate] after final finishing. Apply this compound to non-structural P PP Y Y PP Y P A. Reference to a manufacturer's name and model or catalog number is for the purpose of establishing the standard of quality 1. Manhole and structure shall be constructed to the dimensions shown on the Drawings and as specified in FDOT following percentages. g P g A. Concrete shall be mixed conveyed and deposited in accordance with the "A.C.I. Building Code” (A.C.I.318). construction joints of slabs on grade to act as a bond breaker prior to placement of adjacent concrete. and general configuration desired. standards. Protect all work against flooding and flotation. Construct cast -in-place bases in accordance with the Loss by Decantation 3% B. Like items of materials/e ui ment shall be the end roducts of one manufacturer in order to rovide standardization for q P p P requirements of Division 3 and the details shown on the Drawings. Shale 1 % o B. Prior to placing any concrete, the Contractor shall submit for the Engineer's approval a design mix, calculated by a B. Water Curing Method: Cure all concrete that is to be water cured by either the wet burlap method, by continuous fogging or covering the waterproof sheet. foga appearance, operation, maintenance, spare arts and manufacturer's service. pp P P P 2. Place manhole base on a bed of 12 -in screened ravel as shown on the Drawings. Set manhole base rade so that a g g g Clay Lumps 1% o Coal and Lignite 1 /o recognized testing laboratory, and using the approved aggregates to produce a workable mix of the desired strength, g Y g P ' - C. Provide lifting lugs or holes in each recast section for proper handlin - P P P g maximum rade adjustment of 8 -in is required to bring the manhole frame and cover to final grade. g J q g g g together with certified copies of 7 days and 28 day tests of cylinders taken from concrete made according to the 1. Wet Burlap Method: Cover concrete surface with a double thickness of burlap, cotton mats, or other 2.02PRECAST CONCRETE MANHOLE SECTIONS - A. Precast concrete base sections, riser sections, transition to sections, flat slab tops and rade rings shall conform to ASTM P P g g 2. The fine aggregate shall be reasonable well graded from coarse to fine and when tested by means of design mix. The mixes shall be designed to secure concrete having a minimum compressive strength at age 28 days. approved materials, kept thoroughly saturated with water. Keep the forms wet until removed and upon ° C478 and shall be in accordance with FDOT standards. a. Use precast concrete grade rings or brick and non -shrink mortar to adjust manhole frame and cover to final grade. laboratory sieves shall meet the following C. Ready -mixed concrete delivered shall be accompanied by delivery tickets showing the following. removal, start the curing specified herein immediately. Cure the concrete for a period of 7 days for normal 1. Top section shall be eccentric cone where cover over pipe exceeds 4 -ft. Top section shall be a flat slab where cover over 3. Set precast concrete barrel sections and structures plumb with a 1/4 -in maximum out of plumb tolerance allowed. Seal requirements in percent of total weight: Portland cement or 4 da s for high early strength cement. Do not submerge concrete poured in the d Y g Y g g P dry until it has attained sufficient strength to adequately sustain the stress involved and do not subject it to - top of pipe is 4 -ft or less. Top section shall be a plastic lined flat slab where manhole riser sections are to be plastic lined. joints of recast barrel sections with either a rubber O-ring set in a recess or reformed flexible joint sealant in sufficient J P g P J Total Retained On Percent Retained 1. Date and time leaving plant Additives if an g p Additives(if flowing water across its surface until it has cured 4 days. quantity to fill 75 percent of the joint cavity. Fill the outside and inside joint with non -shrink mortar and finished flush 2. Type of cement and weight Site arrival time 2. Base, riser and transition top sections shall have tongue and groove joints. with the adjoining surfaces. Caulk the inside of any leaking barrel section joint with lead wool or non -shrink grout to the NO. 4 Sieve 0- 5 3. Quantity of Water and time added Site leaving time 2. Continuous Foggin Perform continuous fo ging b fogging with a nozzle which so atomizes the flow of Fogging: fogging Y fogging 3. Sections shall be cured by an approved method. satisfaction of the ENGINEER. I No. 10 Sieve 3- 30 water that a mist, and not a spray, is formed. Fog the concrete surface regularly without allowing any part No. 30 Sieve 30 - 70 D. Concrete of the surface to become dry. Take all necessary precautions to prevent erosion of the concrete surface by 4. Allow joints to set for 14 hours before backfilling unless a shorter period is specifically approved by the ENGINEER. No. 50 Sieve 65 - 95 water. 4. Precast concrete sections shall be shipped after concrete has attained 3000 psi compressive strength. 1 No. 100 Sieve 95-100 1 1. Read mixed concrete shall be used. All mixing requirements specified Y” g q P - 5. Design precast concrete base, riser, transition top, flat slab top and grade ring for a minimum H-20 loading plus earth 5. Plug holes in the concrete barrel sections required for handling with a non -shrinking grout or non -shrinking grout in combination with concrete plugs. Finish flush on the inside. Deficiencies in the percentages of the fine aggregates assing the No. 50 and No. 100 Sieves may be remedied b the P gpassing Y y herein shall be enforced, and the Owner's laboratory representative and the I Engineer shall have free access to the mixing at all times. 3. Covering the Water roof Sheets: Kee the entire area to be cured continuously wet by fogging, as P P in fogging least hours immediately load. Calculate earth load with a unit weight of 130 pcf. addition of pozzolanic or cementitious materials excepting Portland cement. Such materials must meet the approval of the plant g g P specified the paragraph above, for at 18 and then cover the waterproof Engineer. curing sheet conforming to ASTM C171, waterproof paper and polyethylene film, free of holes or tears. 6. Cut holes in precast sections to accommodate pipes prior to setting manhole sections in place to prevent jarring which Coarse Aggregate 2. Except for materials and/or procedures otherwise specified herein, Keep sheet fully fat, without wrinkles or air bubbles, held down tautly at all edges. Do not use this method - 6. Mark date of manufacture, name and trademark of manufacturer on the inside of each precast section. may loosen the mortar joints. ready -mixed concrete shall be mixed and delivered in accordance with the on slabs which will be exposed to view. = 7. Construct and install precast concrete base as shown on the Drawings and specified in FDOT standards. 7. Backfill carefully and evenly around manhole sections. 1. Coarse aggregate shall consist of hard, tough, durable components, free from adherent coatings and requirements of ASTM C94. B. Manhole Pipe Connections vegetable matter, and shall not contain soft, friable, thin or elongated particles in quantities considered I 8. Provide integrally cast knock -out panels in precast concrete manhole sections at locations, and with sizes shown on 1. Construct manhole pipe connections, including pipe stubs, as specified above. Close or seal pipe stubs for future deleterious by the Engineer. Coarse aggregate shall be properly graded form fine to coarse to produce 3. No water shall be added to the concrete after it leaves the plant except where part of the design water was 3.04 purposely omitted at the ]ant, and then only as approved b the Engineer. P Y PLACING REINFORCEMENT - Drawings. Knock -out panels shall have no steel reinforcing. connections with a gasketed watertight plug. concrete of desired strength, density, and workability. The source, composition, quality and gradation of the coarse aggregate shall be subject to the approval of the Engineers. Samples of the coarse aggregate P Y PP Y g A. All reinforcement shall be detailed, fabricated and erected in accordance with the A.C.I. Manual of Standard 2.03 PRECAST CONCRETE STRUCTURES A. Refer to FDOT Standards for inside dimensions headroom requirements and minimum thickness of concrete. q C. Brickwork I. Mix mortar only in such quantity as may be required for immediate use. Use mortar before initial set has taken lace. Y q ty Y q P shall be furnished together with certified copies of the gradation and analysis from a recognized testing E. Mixer Speed Practice for Detailing Reinforced Concrete Structure", (A.C.I. 315), including bar supports and spacers. At splices - B. Manufacturer shall notify ENGINEER at least 5 working days prior to placing concrete during manufacturing process. I Mortar shall be used within 1-1/2 hours and shall be constantly worked with hoe or shovel until used. Anti -freeze laboratory. 2• All coarse aggregate shall be washed and shall be free from disintegrated pieces, salt, alkali, vegetable 1. Neither the speed of any mixer nor the quantity of material loaded into any mixer shall exceed the all reinforcing bars shall be lapped a minimum of twenty-four (24) bar diameters but not less than twelve (12) inches. ENGINEER may inspect reinforcing steel placement prior to placing concrete. mixtures shall not be included in the mortar. Install masonry when the outside temperature is above 40 degrees F unless matter and adherent coatings. The total percentage of all deleterious substances shall not exceed 5 percent recommendations of flee manufacturer. . C. Structural design calculations and Drawings shall be re ared and stam ed b a rofessional en ineer registered in Florida. g g prepared P Y P g g D. Design Criteria provisions are made to protect the mortar, bricks and finished work from frost by heating and enclosing the work with tarpaulins or other suitable material. ENGINEER's decision regarding the adequacy of protection against freezing shall by weight. The substances designated shall not be presented in excess of the following amounts. B. The reinforcing shall be fabricated to the shapes and dimensions shown and shall be placed where indicated on the - 1. Precast concrete be final. 1 2. I Excessive over -mixing, required addition of water to preserve the required consistency, shall be cause of drawing. Before placing, all reinforced steel shall be thoroughly cleaned of rust, mill scale or coatings, which a. Minimum compressive stren¢th shall be 5.000 psi at 28 days. 2. Construct channels and shelves of brick and concrete as shown on the Drawings and as specified in FDOT standards. Loss by Decantation 1% rejection of the batch. would reduce or destroy the bond. Reinforcing bars shall conform to the requirements of the latest editions of the Brick lined channels shall correspond in shape with the lower half of the pipe. Set shelf elevation at crown of highest Clay Lumps or Other Soluble Materials 1/4% A.C.I. Code and the CRSI Manuals. - b. Maximum water -to -cement ratio shall be 0.40 by weight. pipe and slope 1-in/ft to drain toward the flow through channel. Construct brick surfaces exposed to sewage flow with Soft Fragments 5% 3. Concrete shall not remain in a transit mixer or agitator truck more than 90 minutes after the water has been nominal 2 -in by 8 -in face exposed (i.e. bricks on edge). I introduced, and not for more than 45 minutes if any approved retarding agent is not used. C. Wire mesh, unless otherwise shown on the drawings or specified, shall be 6" x 6” No. 10 woven or electrically c. Minimum cement content shall be 600 lbs of cement per cubic yard of concrete. D. Setting Manhole Frame and Cover 3. Where the cover over reinforcing is 2 inches or more, the maximum size of aggregate shall be 1 1/2 inches. welded wire fabric conforming to the requirements of ASTM Designation A185, latest revision. - 2. Manufactured products 1. Set manhole covers and frames in a full mortar bed. Utilize bricks or precast concrete grade rings, a maximum of 8 -in Where the cover over reinforcing is less than 2 inches, the maximum size of aggregate shall be 3/4 inch. The maximum size of 4. Minimum mixing time shall be 50 revolutions of drum at rated speed. - thick, to assure frame and cover are set to the finished grade. Set manhole frame and cover to final grade prior to aggregate shall not exceed one-fifth of the narrowest dimension between forms nor three-fourths of the minimum clear spacing D. Space chairs and bolsters in accordance with ACI 315 and 318 using height to furnish cover over reinforcing - a. Conform to ACI 318 and ACI 350R. placement of permanent paving. between reinforcing bars. The grading of the coarse aggregate in the concrete shall be within the following limits. I F. Measurement required. Chairs with plastic feet or stainless steel shall be used in all beams and elevated slabs. Chairs for other - E. Dampproofing I concrete adjacent to or on the ground may be pieces of concrete block or concrete brick compressed into subgrade - b. Analyze walls and slabs using accepted engineering principals. 1. Paint outer surfaces of precast and cast -in-place manholes and structures with two coats of bituminous dampproofing at Percent Passing 1. Equipment necessary to determine and control the actual amounts of all materials entering the concrete with the rebars bearing directly on the pointed edge of the masonry supports, or chairs set on precast concrete pads the rate of 30 to 60 sq ft per gallon, in accordance with manufacturer's instructions. shall be provided by the concrete manufacturer. compressed into the subgrade. 'Ty” 2 c. When ” exceeds 40,000 psi, "z” ACI 318 shall not exceed 95,000 psi. "fs” shall not exceed 50 percent of ” P ( ) p P 3.02 LEAKAGE TESTS Maximum Size Square Me Mesh Screen 97 - 100% A. Test each manhole for leakage. ENGINEER shall observe each test. Perform exfiltration test as described below: g 0 1/2 Maximum Size Square Mesh Screen 40 - 70% 2. All materials shall be measured b weight, except that water may be measured b volume calculated at Y g P Y Y E. When placed in the forms, reinforcement shall be clean and free of all loose rust, scale, dust, dirt, paint, oil or other d. Design products to support their own weight, weight of soil at 120 pcf, and a live load equal to AASHTO HS -20 No. 4 Sieve 0- 6% 8-1/3 pounds per gallon. One bag of cement will be considered as 94 pounds in weight. foreign material, and shall be accurately and securely positioned both laterally and vertically before placing - applied to top slab. B. Assemble manhole in place; fill and point all lifting holes and exterior joints within 6 -ft of the ground surface with an concrete. - approved non -shrinking mortar. Test prior to placing the shelf and invert and before filling and pointing the horizontal joints 2.03 WATER G. Mixes e. Cast base slab and walls together to form a monolithic base section. below 6 -ft of depth. Lower ground water table below bottom of the manhole for the duration of the test. Plug all pipes and F. The rebars shall be fastened together at every intersection or at intervals not greater than 24 bar diameters by wire - other openings into the manhole and brace to prevent blow out. Water shall be clean and free from oil, acids, alkalis, organic materials or other injurious 1. Mix Design: Conform to ACI 318, Section 4.3. Submit data on consecutive tests and standard deviation. ties or by some alternate method acceptable to the Engineer. In areas where large bars are closer together, the wire - f. Design structure walls for a water pressure of 90 psf. Originate pressure diagram at finished ground surface. Include substances. ties may be spaced not more than 30 bar diameter apart, rather than as specified above. - lateral pressure from vehicles in accordance with AASHTO. C. Fill manhole with water to the top of the cone section. If the excavation has not been backfilled and no water is observed 2.04 REINFORCEMENT 2. Maximum Water -Cement Ratio: I moving down the surface of the manhole, the manhole is satisfactorily water -tight. If the test, as described above is 3.05 FORMS - g. Consider discontinuities in structure produced by openings and joints. Provide additional reinforcing around unsatisfactory as determined by the ENGINEER, or if the manhole excavation has been backfilled, continue the test. A A. Reinforcing Bars: ASTM A615, Grade 60, deformed bars of USA manufacture. 1 1 .37 (lbs/lb)'- Concrete with superplasticizer - openings. Frame openings to carry full design loads to support walls. period of time may be permitted to allow for absorption. Following this period, refill manhole to the top of the cone, if 45 (lbs/lb) - Class A concrete without superplasticizer A. Installation and erection shall be in accordance with ACI 347 and specified hereinafter. _ necessary and allow at least 8 hours to pass. At the end of the test period, refill the manhole to the top of the cone again, B. Welded Wire Fabric: ASTM A185, gauges, spacing and dimensions as indicated. .55 (lbs/lb) - Class B concrete without superplasticizer h. Prevent flotation, with ground water level at finished ground surface, by dead weight of structure and soil load - Do friction friction measuring the volume of water added. Extrapolate the refill amount to a 24-hour leakage rate. The leakage for each manhole shall not exceed one vertical foot for a 24-hour If the manhole fails this requirement, but the leakage does 65 (lbs/lb) - Class C concrete without superplasticizer B. Forms shall conform to shape, lines and dimensions of numbers indicated, and shall be sufficiently tight to prevent above structure. not consider skin soil or weight of equipment in structure. - gC. gallon per period. not exceed three gallons per vertical foot per day, repairs by approved methods may be made as directed by the ENGINEER. Metal Bar Supports: CRSI MSP -1, Chapter 3, Class 2, Type B, Stainless Steel Protected Bar Supports, or otherwise leakage of mortar. They shall not deflect under dead load weight of construction as a liquid or of construction load. i. Locate horizontal wall joints 18 -in minimum from horizontal centerline of wall openings. If leakage due to a defective section of joint exceeds three gallons per vertical foot per da the manhole shall be rejected. g J g P P Y> J approved b the Engineer. Use concrete supports for reinforcement in concrete laced on rade. I PP Y g PP P g 3. Air Content: 5 percent plus or minus 1.5 percent Class A and B . P P P ( ) ' Forms shall be properly braced or tied together so as to maintain position and shape within specified tolerances. Uncover the rejected manhole as necessary and to disassemble, reconstruct or replace it as directed by the ENGINEER. D. Tie Wire: 16 gauge minimum, black, soft annealed. 4. Slump: 4 inches plus or minus 1 inch for Class A and B without superplasticizer. 7 inches plus or minus 1 Construct forms so that the can be removed steadily without hammering or in against the concrete. Forms for Y Y g prying g exposed concrete shall be carefully made and accurate] laced to obtain correct shape and line. y P P - j. Design structure with a minimum number of joints. Maximum number of structure sections, including top slab, shall Retest the manhole and, if satisfactory, fill and paint the interior joints. inch for Class A and B with superplasticizer. 8 inches plus or minus 1 inch for tremie concrete or as P Y be four. D. No adjustment in the leakage allowance will be made for unknown causes such as leaking plugs, absorptions, etc. It will be E. Coupler Splice Devices: Cadweld tensions couplers, capable of developing the ultimate strength of the bar as manufactured by Erico Products, Incorporated, Solon, Ohio, or equal. specified by details. I C. Forms shall be of wood, metal, or other approved materials. Metal forms shall be of a type and manufacture - k. k. Provide lifting hooks for to slab. g P .assumed that all loss of water during the test is a result of leaks through the joints or through the concrete. 2.05 FORM WORK H. Placing Concrete. acceptable to the Engineer. Plywood, fiberboard, or absorptive type form linings may be used where appropriate. - A. Lumber: Douglas Fir or Larch, No. 2 grade, seasoned and surfaced on four sides. Sectional forms shall produce a uniform surface and shall be assembled in a modular pattern. Pours will not be 1. Locate access openings, wall sleeves and pipe penetrations as shown on Drawings. P P P g g E. An infiltration test may be substituted for an exfiltration test if the ground water table is above the highest joint in the B. Plywood: Plyform, Class 1, BB -Exterior type, mill oiled and edge sealed, with thickness not less than 3/4 inch. 1. All concrete shall be placed in clean, damp forms that are not hot to the touch. scheduled until all erection and bracing is complete. Walers, ties and braces shall be required for all forms. manhole. If there is no leakage into the manhole as determined by the ENGINEER, the manhole will be considered water- Chamfer strips made from nominal dimensional V x I” lumber cut on the diagonal shall be installed at the top of 1. Wall sleeves shall be provided by the precast concrete manufacturer. tight. If the ENGINEER is not satisfied, testing shall be performed as described hereinbefore. C. Medium Density Overlay MDO Plywood Forms: PS -1, B -B High Density Concrete Form Overlay, I, i tY Y ( ) Y g tY Y 2. To prevent segregation, concrete shall be deposited as nearly as practicable in final position and not the forms on all exposed edges of walls, slabs, beams and other structures above grade. - 2.04 BRICK MASONRY A. Bricks shall be sound, hard, uniformly burned, regular and uniform in shape and size. Underburned or salmon brick shall not F. Leakage Tests for Structures unoiled. allowed to drop freely more than necessary and in no case more than five feet, except in an approved D. Drip edge shall be made from wood quarter round and installed where shown. Extruded plastic fillets shall used - be acceptable. Only whole brick shall be used. 1. Butt form panels, make contact surface fully flush and seal butting holes g funnel or tremie. All concrete shall be placed during daylight unless otherwise authorized at least four hours in advance. Where the reinforcing steel above the top of the concrete being placed becomes coated finished where detailed. Circular structures shall be formed with special care, and attention to the appearance of the finished - - 1. The ENGINEER will visual] inspect structures for possible leaks before backfilling of structures is allowed. Seal all Y P () P g with sponge form tape. Chamfer edges of beams and ceilings. with laitance or partially set-up concrete, all such concrete shall be removed from the reinforcing steel prior structure. Random location of fillers, non -modular sections, and excessive deviations from true circular segments = 1. Bricks for channels and shelves shall conform to ASTM C32, Grade SS except that the mean of five tests for absorption joints to the satisfaction of the ENGINEER. J to placing concrete around the bars. shall be cause for rejection of the forms. J - shall not exceed 8 percent and no individual brick exceed 11 percent. 2. Where MDO plywood is used to form beams, do not use MDO plywood that has been patched or damaged. I - 2. The ENGINEER may require an exfiltration test as described for manholes on any structure for which he/she deems the E. The Contractor shall be fully responsible for the adequacy of form work in its entirety. Forms shall support required - 2. Bricks for raisin manhole frames to finished rade shall conform to ASTM C62. _ g g test appropriate. D. Drip Forms: Varnished ponderosa pine or equally rigid non -staining plastic, 1/2 inch wide on each leg. 3. Concrete shall be packed carefully and tightly around pipe and other items to secure maximum adhesion. loads and shall maintain their dimensional and surface correctness to produce members required drawings. = B. Mortar shall be composed of 1 part portland cement, 2 parts sand, and hydrated lime not to exceed 10 -lbs to each bag of - cement. Portland cement shall be ASTM C150, Type II; hydrated lime shall conform to ASTM C207. YP Y 3.03 CLEANING 2.06 ADMIXTURES: A. Air Entraining Admixture: ASTM C260• 4. Concrete shall be laced in layers not over 12 inches dee before compacting. Concrete shall be P Y P P g• F. Slots, chases, recesses or other openings as shown on the drawings or as needed for the work of an other trades g Y C. Sand shall be washed, cleaned, screened, well graded with all particles passing a No.4 sieve and conform to ASTM C33. compacted b internal vibrating equipment su supplemented b spading and hand -rodding between I P Y gPP Y P g g shall be boxed out. -2.05 JOINTING PRECAST MANHOLE SECTIONS AND STRUCTURES A. Thoroughly clean all new manholes of all silt, debris and foreign matter of any kind, prior to final inspections. B. Water Reducing Retarding Admixture: reinforcing steel and form to eliminate air bubbles and honeycomb. Vibrators shall not be used to more the and concrete laterall inside the forms Duration of vibration shall be limited to the time necessary to provide A. Seal tongue and groove joints of precast manhole and structure sections with either rubber O-ring gasket or preformed - flexible joint sealant. O-ring gasket shall conform to ASTM C443. Preformed flexible joint sealant shall be Kent Seal No.2 by Hamilton -Kent-, Ram-Nek by K. T. Snyder Company or equal. B. Completed joint shall withstand 15 psi internal water pressure without leakage or displacement of gasket or sealant. - 2.06 MANHOLE FRAMES AND COVERS - A. Manhole frames and covers shall be in accordance with FDOT Standard Index No. 201 for the type of manhole or inlet - required. Covers shall have 2” raised letter identification: "Storm Sewer” cast into top. 2.07 PIPE CONNECTIONS TO MANHOLE - A. Connect pipe to manhole in the following ways: 1. Grout in place - Precast manhole section shall have a formed, tapered circular opening larger than the pipe outside diameter. Grout shall be non -shrink and waterproof equal to Hallemite, Waterplug or Embeco. Plastic pipe shall have a - waterstop gasket secured to pipe with a stainless steel clamp. END OF SECTION 1. Concrete Without Superplasticizer: a. Water Reducing Admixtures: ASTM C494, Type A, equal to Eucon WR -75 by the Euclid Company, Pozzolith 200 N by Master Builders, Plastocrete 161 by Sika Chemical Corporation, and containing no calcium chloride. b. Water Reducing and Retarding Admixtures: ASTM C494, Type D, equal to Eucon Retarder -75 by the Euclid Company, Pozzolith 100 XR by Master Builders, Plastiment by Sika Chemical Corporation, and containing no calcium chloride. I C. Accelerating Admixtures: ASTM C494, Type C or E, equal to Accelguard 80 by the Euclid Company, Darex Set Accelerator by W.R. Grace, and containing no calcium chloride. Y satisfactory consolidation without causing segregation, not less than five and more than 15 seconds per square foot of exposed top surface. The vibrator shall be constantly relocated and shall be placed in each specific spot only once for each layer. The Contractor shall take steps to assure that sufficient personnel I I are available to devote full time to operating vibrator, spading and rodding: 5. Wall concrete shall be placed in layers as indicated above, with the first lift preceded by a 1 -inch minimum layer of 1:2-1/2 cement -sand grout, with a 6 -inch to 8 -inch slump, placed on existing concrete not more than 20 minutes before concrete placement. The surface of previously placed hardened concrete shall be clean and wet before grouting, or shall be treated with a bonding agent as required. Puddles of water in horizontal recessed keys shall be avoided by the use of drain recesses to outside edge of concrete. Concrete in walls and deep beams shall be placed in lifts not to exceed three layers at 12 inches each for G. Box out for all temporary openings and build forms to seal them up when and as required. H. After sealing and immediately before the placing of reinforcing, faces of all forms in contact with the concrete shall receive a thorough coating of the liquid form releasing agent, applied in compliance with the Manufacturer's instructions. I. Reused forms shall be thoroughly cleaned out of dirt, debris, concrete and foreign matter. Forms shall not be reused if they have developed defects which would affect their tightness and strength or desired surface finish. Used forms shall not be used for architectural concrete. J. Forms shall be removed in a manner that will prevent injury to concrete. Supporting forms or shoring shall not be removed until the members have acquired sufficient strength to support their weight and any load thereon. -..__11.-11,1„ NOTICE TO DRAWING HOLDER REVISIONS DRAWING INFORMATION I NEEL—SCHAFFER INC. HEREINAFTER REFERRED TO AS THE NO. DATE BY DESCRIPTION N—S PROJECT NO.: - / I NEEL- , 1 -7 -ar ENGINEER HAS PREPARED AND FURNISHED THIS DRAWING TO THE FILENAME: 6 NU 7 1!11 -71 la nECT SPECIFICATIONS OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD 7R, MCI M I L iF - NOT BE USED ON EXTENSIONS OF THIS PROJECT OR ON ANY OTHER SCALE. -PROJECT. ANY REUSE OF THIS DRAWING, WITHOUT WRITTEN SURVEYED BY: - VERIFICATION OR ADAPTION BY THE ENGINEER, SHALL BE AT THE DSGN: DATE: - 1 115 Cast Indiana AVEnUE REUSER'S SOLE RISK AND THE REUSER SHALL INDEMNIFY AND HOLD DRWN: DATE: DEland, FI 32724 WORKING NUMBER: - HARMLESS THE ENGINEER FROM ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES, INCLUDING ATTORNEYS FEES ARISING OUT OF OR CHKD: DATE: I PH: (386)740-7707 /FAX: (386)734-4884 -RESULTING THEREFROM. 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IYYI I1.I01161JIYu1114 K g 1, I Removal shall be r pr the ti sequence as approved the Engineer. Unless test cylinders warrant another procedure, the SECTION 03300 reinforcements shall be thoroughly cleaned of rust, mill scale and/or coatings. SECTION 03600 not result in probability of detrimental siltation or water pollution. forms shall not be removed from members prior to the tilisted in the schedule hereinafter unless otherwise CONCRETE directed. GROUT B. Reinforcing bars shall conform to the requirements of ASTM A615, Grade 60 including hoops and _ L. Bonding To Existing Surfaces: Clean existing concrete surfaces that are to have new concrete bonded thereto of all stirrups.PART 1 GENERAL 104-4 Materials for Temporary Erosion Control. grease, oil, dust, dirt and loose particles and coat with an epoxy bonding agent just prior to placing of the new PART 1 -GENERAL I LI 0 WORK INCLUDED The Engineer will not require testing of materials used in construction of temporary erosion concrete. Apply the bonding agent as recommended by the manufacturer and allow the agent to become tacky 1.01 DESCRIPTION OF WORK C. Reinforcing steel shall be detailed, fabricated and placed according to the methods and standards control features other than r - II as provided for geotextile fabric in 985-3 unless such material is before the new concrete is placed. Do not allow the bonding agent to overlap or be spilled on the surfaces to be A. Work consists of the forming, mixing, placing and curing concrete for use in small structures sidewalk recommended in the "Manual of Standard Practice for Detailing Reinforced Concrete Structure of h g s the A. Provide all labor, materials, tools and equipment and perform all grouting as specified hereinafter and indicated on the to be incorporated into the completed project. When no testing is required, the Engineer exposed after the work is completed. and curb replacement. American Concrete Institute. 1 Drawings. 3.06 FORM REMOVAL 1.02 QUALITY ASSURANCE will base acceptance on visual inspection. D. Splices in reinforcing mats shall be staggered. Horizontal mats shall be supported on metal chairs with 1.02 RELATED WORK The Contractor may use new or used materials for the construction of temporary silt fence, stake) A. Maintain formwork in place for the following structural conditions until the concrete has attained the minimum A. Concrete may be standard design and product of commercial ready-mix or transit-mix supplier all sills or pads below subgrade. Spacers shall be provided for wall and column steel and shall be turbidity barriers, and floating turbidity barrier not to be incorporated into the completed project, A. Section 03100: Cast-In-Place and Poured Concrete. p p ' percentage of indicated design compressive strength or for the period of time specified in the following table Conforming to the following requirements: removed as the concrete is placed. subject to the approval of the Engineer. Cement Content Minimum 28-day Strength 1.03 SUBMITTALS Note: Time periods in the table include all days except those in which the Class per cubic vard (lb. per sa. in.) E. Wire fabric, unless otherwise shown or specified, shall be 6-inches by 6-inches by W I A x W 1.4 woven 104-5 Preeonstruetion Conference. temperature falls below 40 degrees F. - or electrically welded wire fabric conforming to the requirements of ASTM Al 85. A. Submit manufacturer's literature for review on the following items: 104-Failure t0 Si an required documents or certification statements will 3.07 CONCRETE FINISHINGS Structural 6.25 bags or 600 pounds 4000' $ri Y q be considered a default Non-Structural 5.75 bags or 560 pounds 3000 PART 3 - EXECUTION 1. Nonshrink grout data including grout properties, mixing, surface preparation and installation instructions. of the Contract. Any earth disturbing activities performed without the required signed documents or certification statements may be considered a violation of the Clean Water Act by A. Repair of Surface Defects: 1.04 DELIVERY AND STORAGE B. Job mixes of small quantities shall conform to the same requirements. 3.01 FORMS the EPA. 1. General: Repair surface defects, including tie holes immediately after form removal. Dampen the area to A. Deliver and store grouting materials in unbroken containers with seals and labels intact as packaged by the The erosion control plan shall describe, but not be limited to, the following items or activities: be patched and an area at least 6 inches wide surrounding it to prevent absorption of water from the A. Material: 1.03 SUBMITTALS (1) For each phase Of c011StrUCtlori operations Or activities, supply the following information: manufacturer. patching mortar. Notify the Engineer prior to commencing operations. A. Compressive strength tests, when required by the Engineer, shall be made by breaking standard 6-inch (A) Locations of all erosion control devices diameter b 12-inch high tests specimens prepared, cured and broken in accordance with the ASTM C31 and 1. Forms shall be of wood, metal, or other approved materials, shall be built true to line and grade, PART 2 PRODUCTS 2. Removal of Defective Concrete: Remove all honeycombed and other defective concrete down to sound y g p p p mortar-tight, adequately braced and supported, and sufficiently rigid to prevent displacement or (B) Types of all erosion control devices concrete. Cut edges perpendicular to the surface or slightly under cut. Sand blast surfaces to receive C39. Three specimen test cylinders shall be taken from each concrete pour of three cubic yards. One or g type p g y 2.oi MATERIALS sagging. Metal forms shall be of a e and manufacture acceptable to the Engineer. Plywood, (C) Estimated time erosion control devices will be in operation repair. additional test cylinder shall be taken for quantities up to one truck load. Test specimens shall be taken in the fiberboard, or absorptive type form linings may be used where appropriate. I (D) Monitoringschedules for maintenance of erosion control devices presence of the Engineer. One cylinder from each pour shall be broken at seven days, the remainder at twenty- A. Nonshrink, Nonmetallic Grout: The Burke Company's Non-Ferrous, Non-Shrink Grout, Sauereisen F-100 Level 3. Bonding Grout: Thoroughly dampen surfaces to be patched and apply a coat of bonding rout consisting Fill, Master Builders Masterflow 713, Eculid NS Grout orequal-pre-mixed e. (E) Methods of maintaining erosion control devices g g Y p p pp Y o g g eight days. Additional test cylinders may be ordered for determining the characteristics of a new design mix or 2• Form work shall be constructed conforming to AC1 347 Chapter 2. Joints of sectional forms shall type. of one part cement to one part fine sand passing a No. 30 sieve and having the consistency of thick cream. changes in equipment or methods, and under adverse weather or curing conditions. (F) Containment or removal methods for pollutants or hazardous wastes 4. be located in a modular manner with as few fillers as possible. Voids in plywood and joints between B. Nonshrink Metallic Grout: The Burke Company's Metallic Spec Grout, Master Builders Embeco 636 Grout 2 O T e person responsible for monitoring and maintainin he name and telephone number of the the Placing Patching Mortar: After the bonding grout begins to lose its water sheen, apply a premixed form modules used for concrete exposed to view or hydraulic action shall be filled with silicone sealant pre-mixed type, or equal.. g patching mortar, thoroughly consolidating it into place and striking it off so as to leave the patch slightly B. Slump test shall be made in accordance with ASTM C143, and shall be made whenever directed by'the and shall be tool smooth. Profile items such reglets and anchors shall be securely fastened with flush erosion control devices. higher than the surrounding surface. Leave mortar undisturbed for one hour to permit initial shrinkage and Engineer. then finally finish. mechanical fasteners. C. Epoxy Grout: Sikadur 42 Grout-Pak, or equal, for grouting sleeves for anchor bolts, etc. (3) Submit for approval the erosion control plans meeting paragraphs 3A, 3B, or 3C below: C. Responsibility for Tests and Reports: PART 3 EXECUTION 5. Tie Holes: After being cleaned and thoroughly dampened, fill the tie holes solid with patching mortar. 3. Pours shall not be scheduled until all erection and bracing of form work has been completed. 3.01 PREPARATION (A) Projects permitted by the Southwest Florida Water Management District, require the A. Clean all bonding surfaces or dust and oil. following: B. Floated Finish: After concrete has been placed, consolidated, struck off and leveled, do not work the surface further 1. The Contractor shall supply all cylinder molds, slump Cones, tools and labor for preparing 3.02 CONCRETE PLACING 3.02 INSTALLATION until water sheen has disappeared and the surface has hardened sufficiently to permit floating. During the first specimens, and shall provide clean, moist sand or burlap for curing. Cylinders shall be shipped to Submit a copy of the erosion control plan to the Engineer for review and to the appropriate Water Management District Office for review and approval. Include the WMD permit number floating, check the planeness of the slab with a 10 foot straightedge applied at no less than two angles. Cut the testing laboratory until the third ,day following preparation, and shall be .protected from A. Concrete shall not be placed until forms and reinforcing have been inspected. A. Nonshrink Grout: g p down all high spots and fill all low spots to produce a surface having the required tolerance. Then refloat the slab to accidental damage at all times. on all submitted data or correspondence. a uniform sandy texture. B. Concrete shall be placed with the aid of mechanical vibrating equipment supplemented by hand 1. Use nonshrink, nonmetallic grout for grouting precast concrete wall panel connections, column base plates, The Contractor may schedule a meeting with the appropriate WMD Office to discuss his erosion 2. The test cylinders shall be tested in a recognized commercial testing laboratory. forking or spading. Vibration shall be transmitted directly to the concrete and not through the forms. anchor bolts, reinforcing bars, pipe sleeves, machinery support and pump base plates. Use epoxy grout for control plan in detail to expedite the review and approval process. Advise the Engineer f anchor bolts, etc., where indicated on the Drawings. p p pP p g O the 1.04 DELIVERY AND STORAGE The duration of vibration at any location in the forms shall be held to the minimum necessary to produce time and place of any meetings scheduled with WMD. C. Light Broomed Finish: After floating, power trowel slabs to receive a light broomed finish to produce a smooth A. Ready-mixed concrete delivered shall be accompanied by delivery tickets showing the following: through consolidation. 2. Mix and place nonshrink grout as recommended by the manufacturer. Do not begin construction activities until the erosion control plan receives written surface, relatively free of defects. Before the surface sets, pass a soft broom drag over the surface to produce a surface uniform in texture and appearance. Date and time leaving plant C. Concrete shall be compacted and worked in an approved mannerlinto all corners and angles of the forms 3. Mix grout as close to the work area as possible and transport quickly to its final position in a manner which approval from both WMD and the Engineer. D. Troweled Finish: After floatingpower trowel slabs to receive a troweled finish to produce a smooth surface, Type of cement and weight and around reinforcement and embedded fixtures in such a manner as to prevent segregation of the will not permit segregation of materials. (B) Projects permitted by the South Florida Water Management District or the St. Johns River , relatively free of defects. Hand trowel after the surface has hardened sufficiently. When a ringing sound is Quantity of water and time added coarse aggregate. Water Management D1SiT1Ct, require the following: produced as the trowel is moved over the surfaces, perform final troweling by hand to produce a surface which is Additive (if any). 4. Cure nonshrink grout with water saturated burlap for at least three days or with an application of SuperRezSeal cure and seal compound applied immediate) after g placement. thoroughly consolidated, free from trowel marks, uniform in texture and appearance and plane to a tolerance of 1/8 B. Bulk or bagged cement or bagged concrete mix shall be stored off the ground in a sheltered area. D. Before depositing new concrete on or against concrete which has set, the existing surfaces shall be Y out inch of 10 feet as determined by a 10 foot straightedge placed anywhere on the slab in any direction. cleaned of all laitance, foreign matter and loose particles, and slushed with a neat cement grout. Grout 5. Do not operate machinery set on grout pads until grout has cured for at least 24 hours. for horizontal construction joints shall be of cement and fine aggregate in the same proportions as in the E. Hardener Finish: Where indicated to receive a troweled hardener finish, water cure slabs without application of concrete to be placed, and shall be from 1/2- to 1-inch thickness. hardener or slip-resistant product prior to complete curing and finishing, in accordance with the requirements andEND OF SECTION ' E. The concrete shall be placed by suitable equipment as nearly as possible to its final location and without recommendations of the product manufacturer. PART 2 PRODUCTS any segregation of the aggregate. Free vertical drop shall not exceed three feet. FDOT SECTION 104 F. Saw Cut Joints: Cut joints that are to be saw cut not sooner than 2 hours after the concrete is poured and not later 2.01 CEMENT 3.03 CONCRETE CURING PREVENTION, CONTROL, AND ABATEMENT OF EROSION AND WATER than 8 hours after the pour. � I A. Portland cement shall conform to the latest revision of Federal and/or ASTM Specifications enumerated POLLUTION 3.07 TESTS below: A. Water for curing shall be clear and entirely free from any elements which might cause staining or discoloration. A. Compressive strength tests shall be made b breaking standard 6-inch diameter b 12-inch high tests specimens 104-1 Description. p g Y a Y � P 1. For general concrete construction, ASTM C 150, Type L prepared, cured and broken in accordance with the American Society for Testing Materials Methods C-31 and C-39, B. Concrete shall be kept wet by covering with water, water saturated covering, or by alternate methods Construct and maintain temporary erosion control features or, where practical, construct and latest revision. Four specimen test cylinders shall be taken from each pour of five (5) cubic yards or more. One 2• Type II (meeting ASTM C150) cement shall be used in all areas where the concrete will be subjected which will keep all surfaces continuously wet, for a period of seven days. maintain permanent erosion control features as shown in the plans or as may y be directed by the additional test shall be taken from each thirty (30) cubic yards or fraction thereof in each pour in excess of thirty Engineer. (30) cubic yards. to a hydrogen sulfide environment (i.e., direct contact with groundwater). C. Where wood forms are left in place during curing, they shall be kept wet at all times. B. Test specimens shall be taken from manhole bottom pours of less than five (5) cubic yards as directed by the 2.02 AGGREGATES 104-2 General. OY Engineer. Test specimens shall be taken in the presence of the Engineer. One cylinder from each pour shall be 3.04 WEATHER PROTECTION broken at seven 7 days, the remainder at twenty-eight (28) days. Additional test cylinders maybe ordered for A. Fine Aggregate: Coordinate the installation of temporary erosion control features with the construction of the determining the characteristics of a new design mix or changes in equipment or methods, and under adverse weather or curing conditions. A. No concrete shall be mixed or placed when the air temperature in the shade and away from artificial heat h erinanent erosion control features to the extent necessary to ensure economical, effective,1. Fine aggregate shall be clean, hard, strong, durable, uncoated particles of natural sand. is as low as 40 degrees F., and falling. Concrete may be mixed and placed when the air temperature in and continuous control of erosion and water pollution throughout the life of the Contract. Due to unanticipated conditions, the Engineer may direct the use of control features or methodsh h F 35 d t i l h from artificial ciaeas degrees Fahrenheit, and rising. C. Slump test shall be made in accordance with ASTM C143, latest revision, and shall be made with each load and at the shade and awayother than those included in the original Contract. In such event, the Department will pay for line of cylinders. 2. The fine aggregate shall be reasonably well graded from coarse to fine. B. Fresh concrete shall be protected from rain, flowing water and mechanical injury, this additional work as unforeseeable work. D. The Contractor shall supply all cylinder molds, slump cones, tools and labor for preparing specimen, and shall B. Coarse ARareeate:' provide clean, moist sand or burlap for curing. Cylinder shall not be shipped to the testing laboratory until the third day following preparation, and shall be protected from accidental damage at all times. 1. Coarse aggregate shall be washed and consist of hard, tough, durable components, free from 3.05 CONCRETE FINISHING 104-3 Control of Contractor's Operations Which May Result in Water Pollution. i tt vegetable s adherent coating, salt, alkali, getable maer, and shall no contain an excessive number of soft, Prevent pollution of streams, canals, lances, reservoirs, and other water impoundments with fuels, E. The test cylinders shall be tested in a recognized commercial testing laboratory at the expense of the Contractor. A. Slabs Walks and Pavements shall be brought to a true and even finish b ower or hand-floating. The friable, thin or elongated particles. Coarse aggregate shall be properly grades from fine to coarse to g Y p g oils, bitumens, calcium chloride, or other harmful materials. Also, conduct and schedule 3.08 EXPANSION JOINTS, CONSTRUCTION JOINTS AND WATER SPOTS produce concrete of the desired strength, density, and workability. surface shall be floated to a true, smooth finish. Troweling shall be the minimum to obtain a smooth, operations to avoid or otherwise minimize pollution or siltation of such water impoundments, dense surface and shall not be done until the mortar has hardened sufficiently to prevent excess fine and to avoid interference with movement of migratory fish. Do not dump any residue from dust A. Expansion Joins shall be places as indicated on the drawings. Joint materials for surfaces exposed to water and 2. Where the cover over reinforcing is two inches or more, the maximum size of aggregate shall be 1- material from being worked to the surface. All walk and pavement surfaces, shall, immediately after sewage shall conform to ASTM D175, Preformed Joint Filler, non-extruding and resilient (bituminous type), 1/2 inches. Where the cover over reinforcing is less than two inches, the maximum size of aggregate troweling, be lightly broomed. The brooming shall be sufficient to mark the surface without appreciably collectors or washers into any live stream. thickness as shown on the drawings. Joint materials for isolation joints, stab-on-grade joints and wall joints not disturbing the troweled finish. Restrict construction operations in rivers, streams, lakes, tidal waters, reservoirs, canals, and other = shall be 3/4-inch. The maximum size of aggregate shall not exceed one-fifth of the narrowest water impoundments to those areas where it is necessary to perform filling or excavation to exposed to water and sewage shall conform to ASTM D994, preformed expansion joint filler for concrete dimension between forms nor three-fourths of the minimum clear spacing between reinforcing bars. (bituminous type), thickness as shown on the drawings. END OF SECTION accomplish the work shown in the plans and to those areas which must be entered to construct B. Construction Joins shall be located in accordance with a schedule of pours which shall be prepared and submitted by 2.03 BAGGED CONCRETE MIX temporary or permanent structures. As soon as conditions permit, promptly clear rivers, streams, the Contractor. Vertical construction joints shall be held to the minimum number consistent with good standard and impoundments of all obstructions placed therein or caused by construction Operations. practice. A. For very small amounts of concrete a premixed sand, gravel and cement in 40 lb. (1/3 cu. ft.) or 80 Ib. Do not frequently ford live streams with construction equipment. Wherever an appreciable (2/3 cu. ft.) bags may be used. The Engineer must give approval for its use. number of stream crossings are necessary at any one location, use a temporary bridge or other C. Water Stops. Material for water stops shall be 9-inch PVC multi-rib center-bulb type for expansion joints, and 1/4" x 4" and 1/8" x 4" structural steel sheets for construction joints. PVC joint material shall be as manufactured by The structure. Burke Company, or approved equal 2.04 ADMIXTURES Except as necessary for construction, do not deposit excavated material in rivers, streams, canals, ' A. The design mix may be based upon the use of such admixtures as the designer may select to improve the orimpoundments, or in a position close enough thereto, to be washed away by high water or END OF SECTION workability, plasticity or rate of curing of the concrete. runoff. Where pumps are used to remove highly turbid waters from enclosed construction areas such as 2.05 MIXING WATER cofferdams or forms, treat the water by one or more of the following methods prior to discharge into State waters: pumping into grassed swales or appropriate vegetated areas or sediment basins, A. The water used in mixing concrete shall be fresh, clean and free from injurious amounts of oil, acid, or confined by an appropriate enclosure such as turbidity barriers when other methods are not alkali, or organic matter. considered appropriate. B. Water from any source other than a municipal water supply shall be shown by test to comply with Do not disturb lands or waters outside the limits of construction as staked, except as authorized by the Engineer. Florida State Department of Transportation requirements for mixing water. Obtain the Engineer's approval for the location of, and method of operation in, borrow pits, 2.06 STEEL BAR AND WIRE FABRIC REINFORCEMENT material pits, and disposal areas furnished for waste material from the project (other than commercially operated sources) such that erosion during and after completion of the work will A. The reinforcing shall be fabricated to the proper shapes and dimensions. Before placing, all not result in probability of detrimental siltation or water pollution. 104-4 Materials for Temporary Erosion Control. The Engineer will not require testing of materials used in construction of temporary erosion NOTICE TO DRAWING HOLDER REVISIONS DRAWING INFORMATION I .11.1 HEEL-SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE NO. DATE BY DESCRIPTION N-S PROJECT NO.: ' • -. d �. ENGINEER HAS PREPARED AND FURNISHED THIS DRAWING TO THE NEEL � F .� INC g OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD FILENAME: CHANOT BE USED ON EXTENSIONS OF THIS PROJECT OR ON ANY OTHER SCALE:Will, OF SEBASTIAN PROJECT SPEC IOYIN PROJECT. ANY REUSE OF THIS DRAWING, WITHOUT WRITTEN SURVEYED BY: VERIFICATION OR ADAPTION BY THE ENGINEER, SHALL BE AT THE I I DSGN: DATE: � 115 East Indiana AVEnUE REUSER'S SOLE RISK AND THE REUSER SHALL INDEMNIFY AND HOLD HARMLESS THE ENGINEER FROM ALL CLAIMS, DAMAGES, LOSSES AND DRWN: DATE:R: DRAWING NUMBER: WORKING NUMBER: ' ®Eland, FI 32724 ER: EXPENSES, INCLUDING ATTORNEY'S FEES ARISING OUT OF OR 1 CHKD: DATE: PH: (386)740-7707 /FAX: (386)734-4884 _ - RESULTING THEREFROM. Y� QA/QC: DATE: , �IIIIIY Ilk IIIIII YIIIIUYII IIIII'1 YI 1111Ill h1111111 YII111Ili 111 IIII 11111111LI1 Ilill III U11111111Ju1J111Y1111 II IJu116111111111111 )1111101111 IIIIY11111011111Ill 11111111111111 IIII fIIiI IIII IIUIIII IJ11111111111 ~"'" '""IImYYIII u141111 II IIII Illll11111�15WI u111u11 JIY YII II IIW ILul41unI11Y IIII YII1111111 1 SEAL. . 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At sites where exposure to such sensitive areas is prevalent, complete the installation of any CITY OF SEBASTIAN - DAVIS STREET BAFFLE BOX PR03 ECT Do not begin construction activititi es until the erosion control plan sediment control device prior to the commencement of an earthwork. receivesval from the Engineer.jM p Y written a ro ..� pP'A"IE After installation of sediment control devices repair portions of an devices damaged at no �' p p �. ..;r rrz b permitting agencies o h E (C) Protects authorized y p g ter than the Ttern # uantit UnitIte�n Dort tion .' ' UnEt Price,,, E>ctensrons expense to the Department. �Q YY., �.. P _ -Water Management Districts or projects for which no permits Erect temporary silt fence at upland locations across ditchlines and at temporary locations Mobilization, demobilization, Bonds, Permits are required require the following: The Engineer will review and shown on the plans or approved by the Engineer where continuous construction activities 1.0 1 LS General Requirements (7% Max.) approve the Contractor's erosion control plan. Do not begin change the natural contour and drainage runoff. Do not attach temporary silt fence to existing construction activities until the erosion control plan trees unless approved by the Engineer. 2.0 1 LS Maintenance of Traffic receives written approval from the Engineer. Comply with the approved erosion control plan. 104-6.4.10.3 Inspection and Maintenance: Inspect all temporary silt fences immediately after 3.0 1 LS Indemnification each rainfall and at least daily during prolonged rainfall. Immediately correct any deficiencies. 4.0 DRAINAGE IMPROVEMENTS 104-6 Construction Requirements. In addition, make a daily review of the location of silt fences in areas where construction 4.1 GENERAL SITE WORK AND EROSION CONTROL 104-6.1 Limitation of Exposure of Erodible Earth: The Engineer may limit the surface areas of activities have changed the natural contour and drainage runoff to ensure that the silt fences are p g y 4.1.1 200 SY Pavement Cut and Patch Over Drainage System unprotected erodible earth exposed by the construction operation and may direct the Contractor to properly located for effectiveness. Where deficiencies exist, install additional silt fences as provide erosion or pollution control measures to prevent contamination of any river, stream, lake, directed by the Engineer. 4.1.2 10 SY Remove and Replace 41 Concrete Sidewalk Remove sediment deposits when the deposit reaches approximately 1/2 of the volume capacity tidal waters, reservoir, canal, or other water impoundments or to prevent detrimental effects on Removal of Existing Storm Drain Pipe, Rip Rap of the temporary silt fence or as directed by the Engineer. Dress any sediment deposits 4.1.3 1 LS End Wall, Concrete Structure property outside the project right-of-way or damage to the project. Limit the area in which remaining in place after the temporary silt fence is no longer required to conform with the - excavation and filling operations are being performed so that it does not exceed the capacity to 4.1.4 1 LS General Site Earthwork, surface restoration finished grade, and prepare and seed them in accordance with Section 570. keep the finish grading, grassing, sodding, and other such permanent erosion control measures 104-6.4.11 Floating Turbidity Barriers and Staked Turbidity Barriers: Install, maintain, 4.1.5 1 LS Water Meter and Water Main Relocation current in accordance with the accepted schedule. and remove turbidity barriers to contain turbidity that may occur as the result of dredging, 4.1.6 60 LF Furnish and Install Sidewalk Handrail (Per City direction) Do not allow the surface area of erodible earth that clearing and grubbing operations or filling, or other construction activities which may cause turbidity to occur in the waters of the = 2 a 4.1.7 1 LS Erosion Control\Pollution Prevention excavation and filling operations expose to exceed 750 000 ft 70 000 m without specific prior State. The Contractor may need to deploy turbidity barriers around isolated areas of concern g p p [ ] p p such as seagrass beds, coral communities, etc. both within as well as ;outside the right-of-way 4.2 DRAINAGE SYSTEM approval by the Engineer. This limitation applies separately to clearing and operations limits. The Engineer will identify such areas. Place the barriers prior to the commencement of 4.2.1 58 LF Furnish and Install 29" x 45" ERCP Storm Pipe and excavation and filling operations. an work that could impact the area of concern. Install the barriers in accordance with the 4.2.2 200 LF The Engineer may increase or decrease the amount of surface area the Contractor may expose y p Furnish and Install 24" RCP Storm Pipe at any one time. details shown in the plans or as approved by the Engineer. Ensure that the type barrier used and 4.2.3 1 EA Furnish and Install FDOT Endwall for 29" x 45" ERCP Storm Pipe the deployment and maintenance of the barrier will minimii ze dispersion of turbid waters from 104-6.2 Incorporation of Erosion Control Features: Incorporate permanent erosion control the construction site. The Engineer may approve alternate methods materials. 4.2.4 3 EA Furnish and Install FDOT Endwall for 24" RCP Storm Pipe features into the project at the earliest practical time. Use approved temporary erosion control Operate turbidity barriers in such a manner to avoid or minimize the degradation of the water Install Nutrient Separating Baffle Box features to correct conditions that develop during construction which were not foreseen at the quality of the surrounding waters. 4.2.5 1 EA (Model: NSBB-8-14-94) time of design, to control erosion prior to the time it is practical to construct permanent control 104-6.4.12 Rock Bags: Furnish and place rock bags to control erosion and siltation. Place the features, or to provide immediate temporary control of erosion that develops during normal bags as shown in the plans, the Design Standards or as directed by the Engineer. Use a fabric construction operations, which are not associated with permanent erosion control features on the material with openings that are clearly visible to minimize clogging yet small enough to prevent TOTAL BASE BID = project. rock loss. Use material of sufficient strength to allow removing and relocating bags without The Engineer may authorize temporary erosion control features when Topsoil is specified in the breakage. The bag size when filled with rocks shall be approximately 12 by 12 by 4 inch [ 300 by Contract and the limited availability of that material from the grading operations will prevent 300 by 100 mm]. Use No. 4 or No. 5 coarse aggregate rock. scheduled progress of the work or damage the permanent erosion control features. 104-6.5 Removal of Temporary Erosion Control Features: In general, remove or incorporate 104-6.3 Scheduling of Successive Operations: Schedule operations such that the area of into the soil any temporary erosion control features existing at the time of construction of the COSTS INCLUDED IN PAYMENT ITEMS unprotected erodible earth exposed at any one time is not larger than the minimum area permanent erosion control features in an area of the project in such a manner that no detrimental necessary for efficient construction operations, and the duration of exposure of uncompleted effect will result. The Engineer may direct that temporary features be left in place. No separate payment will be made for the following items and the cost of such work shall be construction to the elements is as short as practicable. included in the applicable pay items of work. Schedule and perform clearing and grubbing so that grading operations can follow 104-7 Maintenance of Erosion Control Features. Clearing and grubbing (including disposal of material). immediately thereafter. Schedule and perform grading operations so that permanent 104-7.1 General: Provide routine maintenance of permanent and temporary erosion control erosion control features can follow immediately thereafter if conditions on the project p p y Trench excavation, including necessary pavement removal and removal of vegetative surfaces. permit. features, at no expense to the Department, until the project is complete and accepted.. If Dewatering and disposal of surplus water. reconstruction of such erosion control features is necessary due to the Contractor's negligence 104-6.4 Details for Temporary Erosion Control Features: Structural fill, backfill, and grading. 104-6.4.1 General: Use temporary erosion and water pollution control features that consist of, or carelessness or, in the case of temporary erosion control features, failure by the Contractor to Manual excavation or soft digs required for installation of stonnwater system but are not limited to, temporary grassing, temporary sodding, temporary mulching, sandbagging, install permanent erosion control features as scheduled, the Contractor shall replace such Replacement of unpaved roadways, grass and shrubbery plots. slope drains, sediment basins, sediment checks, berms, baled hay or straw, floating turbidity erosion control features at no expense to the Department. If reconstruction of permanent or Cleanup. barrier, staked turbidity barrier and silt fence. For design details for some of these items, refer to temporary erosion control features is necessary due to factors beyond the control of the Foundation and borrow materials, except as hereinafter specified. the Water Quality Section of the Design Standards. Contractor, the Department will pay for replacement under the appropriate Contract pay item or Testing and placing system in operation. 104-6.4.2 Temporary Grassing: The Engineer may designate certain areas of items. Any material and equipment required to be installed and utilized for tests. grassing constructed in accordance with Section 570 as temporary erosion control features. The Inspect all erosion control features at least once every seven calendar days and within 24 hours Pipe, structures, pavement replacement, restoration and/or appurtenances included within the Engineer may direct the Contractor to omit permanent type grass seed from grassing and the of the end of a storm of 0.25 inches [6 min] or greater. Maintain all erosion control features as limits of lump sum work, unless otherwise shown. reduce the specified rate of spread for fertilizer used in conjunction with grassing operations required in the Stormwater Pollution Prevention Plan and as specified in State and/or Federal Maintaining or detouring of the traffic. when such work is designated as a temporary erosion control feature. environmental regulatory permits. Use the inspection form provided by the Engineer to report all Appurtenant work as required for a complete and operable system. 104-6.4.3 Temporary Sod: Furnish and place sod in accordance with Section 575 within areas inspection findings and to document all corrective actions taken as a result of the inspection. Surface restoration including removal and replacement of trees (under 4 -inch diameter), designated by the Engineer to temporarily control erosion. If the Engineer determines that the sod Sign each inspection report and submit it weekly to the Engineer. shrubs and sod disturbed b construction activities. will be of a temporary nature, he may not require fertilizer and lime. Keep the sod in a moist 104-7.2 Mowing: The Engineer may direct mowing of areas within the limits of the project. Mow y condition in order to ensure growth. The Department will pay for all required watering under Item these designated areas within seven days of receiving such order. Do not mow slopes that are Relocation and/or replacement of irrigation systems disturbed by construction. No. 570-9 [2570-9].Relocation and/or replacement of mail boxes disturbed by construction. steeper than three horizontal to one vertical. 104-6.4.4 Temporary Mulching: Furnish and apply a 2 to 4 inch [50 to 100 mm] thick blanket Furnishing adequate sanitary facilities for workers. of straw or hay mulch to designated areas, then mix or force the mulch into the top 2 inches [50 104-8 Protection During Suspension of Contract Time. Adjustment of valve boxes. mm] of the soil in order to temporarily control erosion. Use only undecayed straw or hay which If it is necessary to suspend the construction operations for any appreciable length of time, shape Supporting of existing utilities during construction can readily be cut into the soil and which otherwise complies with 981-3. The Contractor may the top of the earthwork in such a manner to permit runoff of rainwater, and construct earth berms Erosion control mechanisms substitute other measures for temporary erosion control, such as hydromulching, chemical adhesive soil stabilizers, etc., for mulching with straw or hay, if approved by the Engineer. When along the top edges of embankments to intercept runoff water. Provide temporary slope drains to Verification of existing survey carry runoff from cuts and embankments that are in the vicinity of rivers, streams, canals, lakes, Cleanup: 'I beginning permanent grassing operations, plow under temporary mulch materials in conjunction and impoundments. Locate slope drains at intervals of approximately 500 feet [150 m], and with preparation of the ground. stabilize them by paving or by covering with waterproof materials. Should such preventive CONTRACTORS attention is called to the fact that cleanup is considered a art of the work of 104-6.4.5 Sandbagging: Furnish and place sandbags in configurations to control erosion and p p siltation. measures fail, immediately take such other action as necessary to effectively prevent erosion and construction. No payment will be made until cleanup is essentially complete. 104-6.4.6 Slope Drains: Construct slope drains in accordance with the details shown in the siltation. The Engineer may direct the Contractor to perform, during such suspensions of plans, the Design Standards, or as may be approved as suitable to adequately perform the operations, any other erosion control work deemed necessary. At the end of each week of construction, the CONTRACTOR shall perforin cleaning of the work intended function. site, to the satisfaction of the Owner, before proceeding to the next week's scheduled work. 104-6.4.7 Sediment Basins: Construct sediment basins in accordance with the details shown 104-9 Method of Measurement. in the plans, the Design Standards, or as may be approved as suitable to adequately perforin When separate items for temporary erosion control features are included in the Contract, the Work Outside Authorized Limits: the intended function. Clean out sediment basins as necessary in accordance with the plans or quantities to be paid for will be: (1) the areas, in square yards [square meters], of Artificial No payment will be made for work constructed outside the authorized limits of work. as directed. Coverings; (2) the area, in acres [hectares], of Mowing; (3) the volume, in cubic yards [cubic 104-6.4.8 Berms: Construct temporary earth berms to divert the flow of water from an meters], of Sandbagging, measured in accordance with 530-4.1; (4) the length, in feet [meters], of erodible surface. Slope Drains (Temporary), measured along the surface of the work constructed; (5) the number of 104-6.4.9 Baled Hay or Straw: Provide bales having minimum dimensions of 14 by 18 by 36 Sediment Basins acceptably constructed; (6) the number of Sediment Basin Cleanouts acceptably IMPORTANT NOTE TO CONTRACTOR inches [350 by 450 by 900 mm], at the time of placement. Construct baled hay or straw dams to accomplished; (7) the number of hay or straw bales; (8) the length, in feet [meters], of Floating protect against downstream accumulations of silt. Construct the baled hay or straw dams in Turbidity Barrier; (9) the length, in feet [meters], of Staked Turbidity Barrier; (10) the length, in The City of Sebastian will be purchasing the nutrient separating baffle accordance with the details shown in the plans or the Design Standards. Meet the provisions of feet [meters], of Staked Silt Fence; (11) seeding materials in accordance with Section 570 and box from Suntree Industries for this project. Contractor is to provide 981-3.1 for all baled hay or straw. (12) the number of Rock Bags acceptably placed. a bid that represents the cost for installation ONLY. Place the dam to effectively control silt dispersion under conditions present on this project. The quantity of floating turbidity barrier, relocated turbidity barrier, staked turbidity barrier, and The Contractor may use alternate solutions and usage of materials if approved. staked silt fence to be paid for will be the total length, in feet [meters], furnished, installed, and 104-6.4.10 Temporary Silt Fences: accepted at a new location, regardless of whether materials are new or used or relocated from a 104-6.4.10.1 General: Furnish, install, maintain, and remove temporary silt fences, in accordance previous installation on the project. with the manufacturer's directions, these Specifications, the details as shown on the plans, and the - Design Standards. 104-10 Basis of Payment. 104-6.4.10.2 Materials and Installation: Use a geotextile fabric made from woven or Prices and payments will be Lump Sum compensation for all work specified in this Section, nonwoven fabric, meeting the physical requirements of Section 985 according to those including construction and routine maintenance of temporary erosion control features and for applications for erosion control. Choose the type and size of posts, wire mesh reinforcement (if required), and method of mowing. Any additional costs resulting from compliance with the requirements of this Section, - installation. Do not use products which have a separate layer of plastic mesh or netting. Provide a other than construction, routine maintenance, and removal of temporary erosion control features durable and effective temporary silt fence that controls sediment comparable to the Design and mowing, will be included in the Contract unit prices for the item or items to which such costs Standards, Index No. 102. are related. The work of Grassing or Sodding designated as a temporary erosion Install all sediment control devices in a timely manner to ensure the control of sediment and the protection of lakes, streams, gulf or ocean waters, or any wetlands associated therewith and to any adjacent property outside the right-of-way as required. NOTICE TO DRAWING HOLDER REVISIONS DRAWING INFORMATION NEEL—SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE NO. DATE BY DESCRIPTION N—S PROJECT NO.: IFICATIONS ENGINEER WAS PREPARED AND FURNISHED THIS DRAWING TO THE FILENAME: n 1-11 , r -i E R, I N C OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD SCALE: �`a- rid NOT BE USED ON EXTENSIONS OF THIS PROJECT OR ON ANY OTHER MIT OF SEBASTIAN PROJECT. ANY REUSE OF THIS DRAWING, WITHOUT WRITTEN SURVEYED BY:' . 0 NEWS COST T = VERIFICATION OR ADAPTION BY THE ENGINEER, SHALL BE AT THE DSGN: DATE: DAVISST BAFFLE 0 I 115 East Indiana AvEnue REUSER'S SOLE RISK AND THE REUSER SHALL INDEMNIFY AND HOLD HARMLESS THE ENGINEER FROM ALL CLAIMS, DAMAGES, LOSSES AND DRWN: DATE: ®Eland, FI 32724 - WORKING NUMBER: EXPENSES, INCLUDING ATTORNEY'S FEES ARISING OUT OF OR CHKD: DATE: PH: (386)740-7707 / FAX: (386)734-4884 RESULTING THEREFROM. QA/QC: DATE: SEAL: YI II IIII II IIII IIII 'I'J'll YulY Ill' I III II IIII IIIIIII (IIII 111116 JIII III II IIIIIII I -'Ino I I I I I IIII III I IIJIIU IIItl6 IIIUIIUIu II I I I IIIII IJIIIIIIU II II YII IIIc II' — 11 IIIIIIIIIIY III I 'I11�111II Y IIILL 11 I Ill�Y I I I Ilia 1111 I 101 111,111,011— 111 JI Yhill 1111 IIY II (IIIIIIIIIIII IIII IIY II 11 11 II u1 III JY IiJll I I'll I Mill, III I III III III 11 I I II III IIoIII IIILY IYill II"11.11 Ill III Y IIIIII dill,1141,11, I IIIIIiIIIIIIIIIIIIIIIIIIII IIIIIIIIIY III I II billHill, 11111I1 1 III IIIIIIII IIYI 1 J1.141YIIlYIYYYlII111Y1Y1WIIIIIIIIIIY.II DRAWING NUMBER: --�--�ffl-T0�{0 -�Fi° -fitfl�-�N" � -pro -- rHo ---moo --moo --�0 --ftHO ---�►o—��_�—� +o =-� - J W O O O O O o , O { i O { , I o� o �i O i O { i O { i OI f { OI �i 0 0 � 1 i o { ib 0 1 { oma— oma--- o►-�-- oRU-- 0�- 0 or u�-- or r4 — ORU-- °RU - oma-- °�-- °� °H� O� °- - — - - - - - - - - - - STING 18" CMP ............ .......... ....... ........... IN.............. DIAN RI............. `JFR DRIVt".................................................... 0 a D b Do Q D p© D L If x W 7"lft North k 90" 20 10 3 aINF ORM AT10 /VTAL10 GALE DRAWING H _ O�ECT NO.: 00.05659.001 0RIZ0 1 N_S PR a� REVISIONS TION FILENAME• DESCRIP AS SyOWN �: SCALE' NO' p p,TE gY SURVEYE© D ATE: 3/05 TE: a DR RVdING HOLDRRRED TO AS THE pSGN pJF D A DJF3,Q - NOTICE T� HEREINAFTER R THIS DRAWING SHOULD DRWN DATE INC ' AND THIS DRAWING OTHER CHKD FUR" �_�- DATE: SCH AFFER, ON ANY ENG NEER HASSERON A% S PROpFCTH N PROJECT OR T WRITTEN OA/QC: to U IS WITHOU AT THE ST1AN U' OWNER FOR EXTENSIONS DRAWING SEBA ON THIS SHALL BE TQ CITY 0� NOT BE USED USE OF ENGINEER, HOLO OJECT. ANY RE TION BY THE SHALL INDEMNIF LOSSES ASR PLAN SUBMITTAL Q) P R TION OR AD AP THE REUSER DAMAGES, 03 05 p J �ERIFICA CLAIMST ARISING OUT OF ,S SOLE RISK AND ALL FEES 1 REUSER ENGINEER FROM Trop S o HARMLESS THNCLUDING A EXSES, THEREFROM o RESUPENLTING N D D rp D o D. Q . Q . D � b b D !� o p D D O D 0 a D b Do Q D p© D L If x W 7"lft North k 90" 20 10 3 aINF ORM AT10 /VTAL10 GALE DRAWING H _ O�ECT NO.: 00.05659.001 0RIZ0 1 N_S PR a� REVISIONS TION FILENAME• DESCRIP AS SyOWN �: SCALE' NO' p p,TE gY SURVEYE© D ATE: 3/05 TE: a DR RVdING HOLDRRRED TO AS THE pSGN pJF D A DJF3,Q - NOTICE T� HEREINAFTER R THIS DRAWING SHOULD DRWN DATE INC ' AND THIS DRAWING OTHER CHKD FUR" �_�- DATE: SCH AFFER, ON ANY ENG NEER HASSERON A% S PROpFCTH N PROJECT OR T WRITTEN OA/QC: to U IS WITHOU AT THE ST1AN U' OWNER FOR EXTENSIONS DRAWING SEBA ON THIS SHALL BE TQ CITY 0� NOT BE USED USE OF ENGINEER, HOLO OJECT. ANY RE TION BY THE SHALL INDEMNIF LOSSES ASR PLAN SUBMITTAL Q) P R TION OR AD AP THE REUSER DAMAGES, 03 05 p J �ERIFICA CLAIMST ARISING OUT OF ,S SOLE RISK AND ALL FEES 1 REUSER ENGINEER FROM Trop S o HARMLESS THNCLUDING A EXSES, THEREFROM o RESUPENLTING N D D rp D o D. 0 Q . © � b D a o p D O D D D .> 0 a D b Do Q D p© D L If x W 7"lft North k 90" 20 10 3 aINF ORM AT10 /VTAL10 GALE DRAWING H _ O�ECT NO.: 00.05659.001 0RIZ0 1 N_S PR a� REVISIONS TION FILENAME• DESCRIP AS SyOWN �: SCALE' NO' p p,TE gY SURVEYE© D ATE: 3/05 TE: a DR RVdING HOLDRRRED TO AS THE pSGN pJF D A DJF3,Q - NOTICE T� HEREINAFTER R THIS DRAWING SHOULD DRWN DATE INC ' AND THIS DRAWING OTHER CHKD FUR" �_�- DATE: SCH AFFER, ON ANY ENG NEER HASSERON A% S PROpFCTH N PROJECT OR T WRITTEN OA/QC: to U IS WITHOU AT THE ST1AN U' OWNER FOR EXTENSIONS DRAWING SEBA ON THIS SHALL BE TQ CITY 0� NOT BE USED USE OF ENGINEER, HOLO OJECT. ANY RE TION BY THE SHALL INDEMNIF LOSSES ASR PLAN SUBMITTAL Q) P R TION OR AD AP THE REUSER DAMAGES, 03 05 p J �ERIFICA CLAIMST ARISING OUT OF ,S SOLE RISK AND ALL FEES 1 REUSER ENGINEER FROM Trop S o HARMLESS THNCLUDING A EXSES, THEREFROM o RESUPENLTING N D D p, F F S S BOX � E D A D. 0 Q . b D a D O D D p, F F S S BOX � E C ', � Y F FL i � K', DA - wo00000,ww��� SE A� ■ - � STING CoNDJIONS — Now ��� �� KING NUMgER: diana Avenue 115 East In 3224 4BB4 Deland, Fl FAX (386)'734_ DR A� NUMgER cl 000000, D A O b D D C ', � Y F FL i � K', DA - wo00000,ww��� SE A� ■ - � STING CoNDJIONS — Now ��� �� KING NUMgER: diana Avenue 115 East In 3224 4BB4 Deland, Fl FAX (386)'734_ DR A� NUMgER cl 000000, `_11 HICKENED EDGE o III=1 a_l 11-1 i 1—III—1 i lit l i-1 i t—1 i t III = 11 III—III—III—III III—I � I—I 1I— IIIIIIillllllll III�EIIIII— I� O fNOTES: O 1. CONTROL JOINTS SHALL BE SPACED AT 5 FOOT fINTERVALS AND 1/4" THE DEPTH OF THE CONCRETE. O t2. EXPANSION JOINTS (NOT WOOD), EXTENDING TO THE FULL j DEPTH OF CONCRETE, SHALL BE PLACED AT A MAXIMUM j o OF 20 FEET, AT DRIVEWAYS, SIDEWALKS/BIKEPATHS, f INTERSECTIONS, ALL INLETS, ALL RADIUS POINTS, AND AT r O ALL POINTS WHEN OPERATIONS CEASE FOR A CONSIDERABLE LENGTH OF TIME (SUCH AS THE END OF r THE DAY'S RUN, ETC.) j f I , SF 3. CONCRETE TO BE REINFORCED W/6"x6" WIRE MESH AND rr `--L-J REACH A MINIMUM OF 3000 P.S.I. AT 28 DAYS. 1 ; i 4, COMPACT BASE TO MINIMUM 98% A.A.S.H.T.O. T-180. TYPICAL SIDEWALK DETAIL 1 ! NTS I l0 ' LIMITS OF CONSTRUCTION (( .o O r i ( r � 0 ' CLEAN AND REGRADE EXISTING LIMITS OF CONSTRUCTION r i - r \ � - SWALE IN THIS AREA TO 1 o PROVIDE POSITIVE DRAINAGE FLOW SOD ALL DISTURBED GRASSED AREAS ' TO PROPOSED 24 PIPE AND WITHIN LIMITS OF CONSTRUCTIONt I HEADWALL rN 20023.3526 N 19842.3882 INSTALL SILT FENCE BARRIER 1 E 4947.6838 E 4938.1849 PER FDOT INDEX #103 SAWCUT ND REPAIR MOVE EXIST::..-RUCTU: 4 O 0 CONST. CONCRETE ENDWALL CONST. CONCRETE ENDWALL (TYPICAL, ALL AREAS OF CONST.) PAVEMENt PER DETAIL PER F.D.O. T. INDEX #250 "-.,-_ INDEX 250 THIS SHE T �: 1 0 l o INV.= 0.00 i SP ! -- • - . PER F.D.O.T. I N 19952.6796 . . 0 r -0.5-0. - - - RELOCATE EXISTING E 4946.3550 0 ! 1 -fl1fi0' : N 20026.9 S. . - . WATER METER ----�_ -- EL.= 4.75f o E 4962.6720 27 EXISTING BASE TRENCH WIDTH "W" + 4' MIN SURFACE RESTORATION T MECHANICALLY 6" SAW EXIST. PAV'T. MIN z� SEE NOTE 5 w REPLACEMENT LIMEROCK BASE a w > N `\/\ 4" MAX. LAYERS AT 98% COMPACTO Oo`0 O " MAX. WATER LEVEL a°�0� O/ALLOWABLE DURINGOo0 LU aaO0at 4X- Ck, Z�O0O\ CONSTRUCTION O 0 3/4" DIA. BEDDING ROCK WHERE UNDISTURBED SOIL EXCAVATION CONDITIONS REQUIRE 12" PIPE _ 12" O.D. TRENCH WIDTH = (W) Zl_ 90" r ::L:., _MNOrth b v 0 10 20 c Q HORIZONTAL SCALE 1" = 10' .Q) d NOTICE TO DRAWING HOLDER. uS 0 NEEL-SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE ENGINEER HAS PREPARED AND FURNISHED THIS DRAWING TO THE 1 OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD ,�- NOT BE USED ON EXTENSIONS OF THIS PROJECT OR ON ANY OTHER p PROJECT. ANY REUSE OF THIS DRAWING, WITHOUT WRITTEN aj VERIFICATION OR ADAPTION BY THE ENGINEER, SHALL BE AT THE cro REUSER'S SOLE RISK AND THE REUSER SHALL INDEMNIFY AND HOLD p HARMLESS THE ENGINEER FROM ALL CLAIMS, DAMAGES, LOSSES AND QS EXPENSES, INCLUDING ATTORNEY'S FEES ARISING OUT OF OR 51 RESULTING THEREFROM. 2 M REVISIONS NO. DATE BY DESCRIPTION I 0JI05 ©1F PLAN SUSMI TIAL TO CITY OF SEBASTIAN `_--COUT. 58 L.F., a 29IX05" ERCP SAWCUT SAND REPAIR / PAVEMENT PER DETAIL THIS SHEE�� SAV)CUT AND REPAIR SIDEWALK PER DETAIL )021.2232 \ rTHIS SHEET )23.0690 _..ST. CONCRETE ENDWALL �-- - - - - - - - --/ INSTALL FLOATING TURBIDITY PER F.D.O.T. INDEX #250 INV.= (-1.00) BARRIERS PER FDOT INDEX #102 N - S PROJECT NO.: 00.05659.001 DAVIS STREET BAFFLE FILENAME: B C X SCALE: AS SHOWN SURVEYED BY: DSGN: ,0,1F DATE: 3105 DAWN: 17JF DATE: 3105 �� �� �� ��� A�T� �' 9 CHKD: DATE: F ( D /'\ QA/QC: DATE _LORI t� SEAL: PAVEMENT CUT AND PATCH DETAIL NOTES: 1. WHERE SOIL CONDITIONS CAN NOT BE MAINTAINED AS SHOWN ABOVE, PROVIDE APPROVED METHOD OF CONSTRUCTION. 2. SHEETING WILL BE REQUIRED AS DETERMINED IN THE FIELD. 3. NEW SURFACING MATERIALS SHALL BE CONSISTENT WITH EXISTING AND SHALL HAVE LAPPED & FEATHERED JOINTS (1 1/2" MIN. THK.) 4. COMPACTION PERCENTAGES SHOWN REFER TO A.A.S.H.T.O. T-180. PROVIDE COMPACTION TEST REPORTS TO CITY INSPECTOR. 5. MECHANICAL COMPACTION NOT ALLOWED BELOW THIS LEVEL. 6. EIGHT INCHES (8") OF HIGH EARLY -STRENGTH CONCRETE MAY BE SUBSTITUTED FOR LIMEROCK UPON APPROVAL BY CITY ENGINEER. PAVEMENT CUT AND PATCH NTS 10" i 5` I 2–#4 Bar Slop r I Zranssttan I I � i� I I m is 6- + + 0 4" B I 4" o I �I I-- Const. Joint Permitted " (Keyway & Dowels Required– Dowels #4 Bars, 18" With 9" Embedment 0 12" Ctrs For Bar Grade And E I Payment See Note 3.) END VIEW (ENLARGED) C C 3'-6" G G 3'-6" D or Spar or Span D or Span I I I 7 N I {� l} I 6" FRONT VIEW TOP VIEW 051 —� Const. Joint Permitted See End View (Enlarged) STRAIGHT CONCRETE ENDWALL N.T.S. IkL NEEL-SCHAFFER, INC.. 115 East Indiana Avenue Deland, Fl 32724 FH: (386)740-77+07 / FAX. (388)734-4884 DRAINAGE IMPROVEMENTS PLAN WORKING NUMBER: DRAWING NUMBER: C2 J i Fi ' �►' O 4" MAX 20/- SLOPE `_11 HICKENED EDGE o III=1 a_l 11-1 i 1—III—1 i lit l i-1 i t—1 i t III = 11 III—III—III—III III—I � I—I 1I— IIIIIIillllllll III�EIIIII— I� O fNOTES: O 1. CONTROL JOINTS SHALL BE SPACED AT 5 FOOT fINTERVALS AND 1/4" THE DEPTH OF THE CONCRETE. O t2. EXPANSION JOINTS (NOT WOOD), EXTENDING TO THE FULL j DEPTH OF CONCRETE, SHALL BE PLACED AT A MAXIMUM j o OF 20 FEET, AT DRIVEWAYS, SIDEWALKS/BIKEPATHS, f INTERSECTIONS, ALL INLETS, ALL RADIUS POINTS, AND AT r O ALL POINTS WHEN OPERATIONS CEASE FOR A CONSIDERABLE LENGTH OF TIME (SUCH AS THE END OF r THE DAY'S RUN, ETC.) j f I , SF 3. CONCRETE TO BE REINFORCED W/6"x6" WIRE MESH AND rr `--L-J REACH A MINIMUM OF 3000 P.S.I. AT 28 DAYS. 1 ; i 4, COMPACT BASE TO MINIMUM 98% A.A.S.H.T.O. T-180. TYPICAL SIDEWALK DETAIL 1 ! NTS I l0 ' LIMITS OF CONSTRUCTION (( .o O r i ( r � 0 ' CLEAN AND REGRADE EXISTING LIMITS OF CONSTRUCTION r i - r \ � - SWALE IN THIS AREA TO 1 o PROVIDE POSITIVE DRAINAGE FLOW SOD ALL DISTURBED GRASSED AREAS ' TO PROPOSED 24 PIPE AND WITHIN LIMITS OF CONSTRUCTIONt I HEADWALL rN 20023.3526 N 19842.3882 INSTALL SILT FENCE BARRIER 1 E 4947.6838 E 4938.1849 PER FDOT INDEX #103 SAWCUT ND REPAIR MOVE EXIST::..-RUCTU: 4 O 0 CONST. CONCRETE ENDWALL CONST. CONCRETE ENDWALL (TYPICAL, ALL AREAS OF CONST.) PAVEMENt PER DETAIL PER F.D.O. T. INDEX #250 "-.,-_ INDEX 250 THIS SHE T �: 1 0 l o INV.= 0.00 i SP ! -- • - . PER F.D.O.T. I N 19952.6796 . . 0 r -0.5-0. - - - RELOCATE EXISTING E 4946.3550 0 ! 1 -fl1fi0' : N 20026.9 S. . - . WATER METER ----�_ -- EL.= 4.75f o E 4962.6720 27 EXISTING BASE TRENCH WIDTH "W" + 4' MIN SURFACE RESTORATION T MECHANICALLY 6" SAW EXIST. PAV'T. MIN z� SEE NOTE 5 w REPLACEMENT LIMEROCK BASE a w > N `\/\ 4" MAX. LAYERS AT 98% COMPACTO Oo`0 O " MAX. WATER LEVEL a°�0� O/ALLOWABLE DURINGOo0 LU aaO0at 4X- Ck, Z�O0O\ CONSTRUCTION O 0 3/4" DIA. BEDDING ROCK WHERE UNDISTURBED SOIL EXCAVATION CONDITIONS REQUIRE 12" PIPE _ 12" O.D. TRENCH WIDTH = (W) Zl_ 90" r ::L:., _MNOrth b v 0 10 20 c Q HORIZONTAL SCALE 1" = 10' .Q) d NOTICE TO DRAWING HOLDER. uS 0 NEEL-SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE ENGINEER HAS PREPARED AND FURNISHED THIS DRAWING TO THE 1 OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD ,�- NOT BE USED ON EXTENSIONS OF THIS PROJECT OR ON ANY OTHER p PROJECT. ANY REUSE OF THIS DRAWING, WITHOUT WRITTEN aj VERIFICATION OR ADAPTION BY THE ENGINEER, SHALL BE AT THE cro REUSER'S SOLE RISK AND THE REUSER SHALL INDEMNIFY AND HOLD p HARMLESS THE ENGINEER FROM ALL CLAIMS, DAMAGES, LOSSES AND QS EXPENSES, INCLUDING ATTORNEY'S FEES ARISING OUT OF OR 51 RESULTING THEREFROM. 2 M REVISIONS NO. DATE BY DESCRIPTION I 0JI05 ©1F PLAN SUSMI TIAL TO CITY OF SEBASTIAN `_--COUT. 58 L.F., a 29IX05" ERCP SAWCUT SAND REPAIR / PAVEMENT PER DETAIL THIS SHEE�� SAV)CUT AND REPAIR SIDEWALK PER DETAIL )021.2232 \ rTHIS SHEET )23.0690 _..ST. CONCRETE ENDWALL �-- - - - - - - - --/ INSTALL FLOATING TURBIDITY PER F.D.O.T. INDEX #250 INV.= (-1.00) BARRIERS PER FDOT INDEX #102 N - S PROJECT NO.: 00.05659.001 DAVIS STREET BAFFLE FILENAME: B C X SCALE: AS SHOWN SURVEYED BY: DSGN: ,0,1F DATE: 3105 DAWN: 17JF DATE: 3105 �� �� �� ��� A�T� �' 9 CHKD: DATE: F ( D /'\ QA/QC: DATE _LORI t� SEAL: PAVEMENT CUT AND PATCH DETAIL NOTES: 1. WHERE SOIL CONDITIONS CAN NOT BE MAINTAINED AS SHOWN ABOVE, PROVIDE APPROVED METHOD OF CONSTRUCTION. 2. SHEETING WILL BE REQUIRED AS DETERMINED IN THE FIELD. 3. NEW SURFACING MATERIALS SHALL BE CONSISTENT WITH EXISTING AND SHALL HAVE LAPPED & FEATHERED JOINTS (1 1/2" MIN. THK.) 4. COMPACTION PERCENTAGES SHOWN REFER TO A.A.S.H.T.O. T-180. PROVIDE COMPACTION TEST REPORTS TO CITY INSPECTOR. 5. MECHANICAL COMPACTION NOT ALLOWED BELOW THIS LEVEL. 6. EIGHT INCHES (8") OF HIGH EARLY -STRENGTH CONCRETE MAY BE SUBSTITUTED FOR LIMEROCK UPON APPROVAL BY CITY ENGINEER. PAVEMENT CUT AND PATCH NTS 10" i 5` I 2–#4 Bar Slop r I Zranssttan I I � i� I I m is 6- + + 0 4" B I 4" o I �I I-- Const. Joint Permitted " (Keyway & Dowels Required– Dowels #4 Bars, 18" With 9" Embedment 0 12" Ctrs For Bar Grade And E I Payment See Note 3.) END VIEW (ENLARGED) C C 3'-6" G G 3'-6" D or Spar or Span D or Span I I I 7 N I {� l} I 6" FRONT VIEW TOP VIEW 051 —� Const. Joint Permitted See End View (Enlarged) STRAIGHT CONCRETE ENDWALL N.T.S. IkL NEEL-SCHAFFER, INC.. 115 East Indiana Avenue Deland, Fl 32724 FH: (386)740-77+07 / FAX. (388)734-4884 DRAINAGE IMPROVEMENTS PLAN WORKING NUMBER: DRAWING NUMBER: C2 J TOP EL. =5.00± INV. EL,=( -0,50) S L-) _7�E7 � -7-E:7 (= H /v CD L_ CD C3/ E:_ FLOW, TREATMENT, & BYPASS SPECIFICATIONS FOR THE BIOMASS SEPARATING BASKET 1,Treatable Flow Area of Bio—mass 69.9 SQ FT Separating Basket With No Blockage. 2.Treatable Flow Area of Bio—mass 52.4 SQ. FT. Separating Basket With 25% Blockage. 3.Treatable Flow Area of Bio—mass 7/1 0 Qn )E -T Separating Basket With 50% Blockage. 4,Trectable Flow Area of Bio—mass 77.4 SQ.FT Separating Basket With 75% Blockage. m CD ED IE7 L_ l C) B E3 � - 0 4" BAFFLE TYP PATENTED IFLOW 24 " RCP 3 EA, BA SKE T S TORA GE 153 ♦ CU, F T. (5.6 YDS.) PATENTED HINGED BOTTOMS SEDIE-MEN T S TORA GE TURBULENCE DEFLECTORS Lower Front Chamber 120 CU. FT 29" X 45" ORCP Lower Middle Chamber 775 CU, FT Lower Rear Chamber 120 CU. FT TOTAL 365 CU. FT (13.5 YDS.) 36" X 60" HATCHES I�- 77- NOTICE TO DRAWING HOLDER NEEL—SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE NO. DATE BY ENGINEER HAS PREPARED AND FURNISHED THIS DRAWING TO THE OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD NOT BE USED ON EXTENSIONS OF THIS PROJECT OR ON ANY OTHER PROJECT. ANY REUSE OF THIS DRAWING, WITHOUT WRITTEN VERIFICATION OR ADAPTION BY THE ENGINEER, SHALL BE AT THE REUSER'S SOLE RISK AND THE REUSER SHALL INDEMNIFY AND HOLD HARMLESS THE ENGINEER FROM ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES, INCLUDING ATTORNEYS FEES ARISING OUT OF OR RESULTING THEREFROM. Suntree Technologies Inc. 798 Clearlake Road, Cocoa, Florida 32922 PH. 321-637-7552 Fox. 321-637-7554 PATENTED TO 12" GRAVEL BEDDING FOR LEVELIN LEFT END VIEW STATIC WATER LEVEL N 0 Gmuu I I T r CUSTOM SCREEN S YS TEM 'LAN VIEW -7 -4- m -o 112 12 36 18 36 18 36---m-12 96 UN/AUL OU. TREATMENT FOR 90% REMOVAL EFFICIENCY 3. SUPPORTS AN H2O LOADING AS IS 32 CUBIC FEET PER SECOND. INDICATED BY Sm TO. 4. JOINT SEALANT: BUTYL RUBBER SS—S-00210 5. ALL WALLS, TOP + BOTTOM ARE 8" THICK. REVISIONS DRAWING INFORMATION DESCRIPTION N—S PROJECT NO.: 00.05659.001 FILENAME: SCALE: AS SHOWN SURVEYED BY: DSGN: DIF- DATE: 3105 D R WN: DIF DATE: 3105 CHKD: DATE: QA/QC: DATE: 30 Suntree Technologies Inc. PA TEN TED PATENTED 8 6 TO 12 GRAVEL BEDDING FOR LEVELING.*' 4 4 54 52 54 168 RIGHT END VIEW 184 am -- FRONT VIEW SUN TREE TE_CH"OLOC/E_,S, 1"C_ 796 CLE7ARLAKE_ FED. SUI TE- #2 COCOA, F -L. Z29.2,2 NUTRIENT SE-PAR,4TING B14F-F-LE- BOX MODEL I`\JO.MSE3E3 B-14-110 DAVIS STREET BAFFLE BOX CITY OF SEBASTIAN, FLORIDA SEAL: ��� NEED -SCRAPPER, INC., 115 East Indiana Avenue Deland, FI 32724 PH: (386)740-7707 / FAX: (386)734-4884 TOP EL. -5.00± I 110 INV. EL.=( -0.50) U BAFFLE BOX IDE -TAILS WORKING NUMBER: DRAWING NUMBER: C D - I -1