HomeMy WebLinkAbout2006 - Davis Street Baffle Box Drainage ImprovementsC 0 3 (:is an r ci
DCIV*
SECT0N
AL MINNER
CITY MANAGER
DAVI D FISHER, P.E.
CITY ENGINEER
NEEL-SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE
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.
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�NDAN R�VER COUNTY, FLORDA
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115 East Indiana Avenue
Deland, FI 32724
PH: (,38e)140-7707 / FAX: (,386)7,34-4884
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30x
38 EAST
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G—'I COVER SHEET
G — 22 GENERAL NOTES
G—` 24,5,6 PROJECT SPECIFICATIONS
C—'I EXISTING CONDITIONS
C—le- DRAINAGE IMPROVEMENTS
CD--1 BAFFLE BOX DETAILS
LOCATION
4 ®�
0
RICHARD CAMPANALE, P.E.
FLORIDA REG. No. 54745
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0
EACH
Project Number:
Genera
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.
4.1 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
STORMWATER UTILITY
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 1 1 1 /A 21.11
(FOR RUBBER GASKET JOINTS); ANSI/AWWA C 150/21.50 (FOR THICKNESS DESIGN) AND ANSI/AWWA C
151 /A 21.51 (FOR D.J.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
C 1 10/A21.10 AND C 1 1 1 /A21.1 1.
y
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.
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, PvIULCH 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.
Minimum Standards
1. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS 6. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES 12. BEFORE TEMPORARY OR NEWLY CONSTRUCTED STORM WATER 15. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED
AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER CONVEYANCE CHANNELS ARE MADE OPERATIONAL, ADEQUATE OUTLET PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE
CONSTRUCTED AS A FIRST STEP IN LAND -DISTURBING ACTIVITY AND INSTALLATION. PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL TRANSPORT OF SEDIMENT BY TRACKING ONTO THE PAVED SURFACE.
SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE 7. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE
TAKES PLACE. FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL RECEIVING CHANNEL. WITH CURBS AND GUTTERS, THE ROAD SHALL BE CLEANED THOROUGHLY
BE CONTROLLED BY A SEDIMENT BASIN. THE SEDIMENT BASIN SHALL AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE
2. SEDIMENT CONTROL MEASURES ARE TO BE ADJUSTED TO MEET BE DESIGNED AND CONSTRUCTED TO ACCOMMODATE THE ANTICIPATED 13. PERIODIC INSPECTION AND MAINTENANCE OF SEDIMENT CONTROL ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT
FIELD CONDITIONS AT THE TIME OF CONSTRUCTION AND BE SEDIMENT LOADING FROM THE LAND -DISTURBING ACTIVITY. THE STRUCTURES MUST BE PROVIDED TO ENSURE INTENDED PURPOSE IS CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY
CONSTRUCTED PRIOR TO GRADING OR DISTURBANCE OF EXISTING OUTFALL DEVICE OR SYSTEM DESIGN SHALL TAKE INTO ACCOUNT THE ACCOMPLISHED. THE DEVELOPER, OWNER, AND/OR CONTRACTOR SHALL AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION
SURFACE MATERIAL ON BALANCE OF SITE. PERIMETER SEDIMENT TOTAL DRAINAGE AREA FLOWING THROUGH THE DISTURBED AREA TO BE BE CONTINUALLY RESPONSIBLE FOR SEDIMENT LEAVING THE SHALL APPLY TO INDIVIDUAL SUBDIVISION LOTS AS WELL AS TO LARGER
BARRIERS SHALL BE CONSTRUCTED TO PREVENT SEDIMENT OR TRASH SERVED BY THE BASIN. PROPERTY. SEDIMENT CONTROL MEASURES SHALL BE IN WORKING LAND -DISTURBING ACTIVITIES.
FROM FLOWING OR FLOATING ONTO ADJACENT PROPERTIES. CONDITION AT THE END OF EACH WORKING DAY.
8. AFTER SIGNIFICANT RAINFALL, SEDIMENT CONTROL STRUCTURES WILL 16. TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL
3. , PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO BE INSPECTED FOR INTEGRITY. DAMAGED DEVICES SHALL BE 14. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR
DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED CORRECTED BY THE CONTRACTOR IMMEDIATELY. WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, IN THE
ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL CRITERIA: OPINION OF THE REVIEWER. DISTURBED SOIL AREAS RESULTING FROM
BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT 9. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY
BE AT FINAL GRADE BUT WILL REMAIN UNDISTURBED FOR LONGER THAN UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT (a) NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.
30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. OPENED AT ONE TIME.
THAT ARE TO BE LEFT UNDISTURBED FOR MORE THAN ONE YEAR. 17. PROPERTIES AND WATERWAYS DOWNSTREAM FROM CONSTRUCTION SITES
10. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE (b) EXCAVATED MATERIAL SHALL BE PLACED ON THE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION AND EROSION.
4. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES SHALL BE OR OTHER PROTECTION SHALL BE PROVIDED. UPHILL SIDE OF TRENCHES.
STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. 18. PHASED PROJECTS SHOULD BE CLEARED IN CONJUNCTION WITH
THE CONTRACTOR IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND 11. SEDIMENT WILL BE PREVENTED FROM ENTERING ANY STORM DRAIN (c) EFFLUENT FROM DEWATERING OPERATIONS SHALL BE CONSTRUCTION OF EACH PHASE.
PERMANENT STABILIZATION OF SOIL STOCKPILES ON SITE AS WELL AS SYSTEM, DITCH OR CHANNEL. ALL STORM WATER INLETS THAT ARE FILTERED OR PASSED THROUGH AN APPROVED
SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT TRAPPING DEVICE, OR BOTH, AND 19. EROSION CONTROL DESIGN AND CONSTRUCTION SHALL FOLLOW THE
SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM DISCHARGED IN A MANNER THAT DOES NOT REQUIREMENTS IN INDEX Nos. 101, 102 AND 103 OF FDOT
i
5. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON WITHOUT FIRST BEING FILTERED OR OTHER WISE TREATED TO REMOVE ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE ROADWAY AND TRAFFIC DESIGN STANDARDS.
DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. SEDIMENT. PROPERTY.
PERMANENT VEGETATION SHALL BE CONSIDERED ESTABLISHED , ` ) ck p (",
UNTIL A GROUND COVER IS ACHIEVED THAT, IN THE OPINION OF THE (d) RESTABLIIZATION SHALL BE ACCOMPLISHED IN
REVIEWER, IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. ACCORDANCE WITH THESE REGULATIONS. .
NOTICE TO DRAWING HOLDER REVISIONS DRAWING INFORMATION
HEEL-SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE NO. DATE BY DESCRIPTION N-S PROJECT NO.: 00.05659.001 DAVIS STREET BAFFLE
� _� FILENAME: i
TOTHE NEEL- �1 I�� \\��
AN FURNISHED THIS DRAWING� � I �V
ENGINEER HAS PREPARED D[� � �,/ ? G E � � � � � N 0 T E �
OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD SCALE: AS SHOWN L� /�
NOT BE USED ON EXTENSIONS OF THIS PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE OF THIS DRAWING, WITHOUT WRITTEN SURVEYED BY:
VERIFICATION OR ADAPTION BY THE ENGINEER, SHALL BE AT THE DSGN: DJF DATE: J105 115 East Indiana Avenue
REUSER'S SOLE RISK AND THE REUSER SHALL INDEMNIFY AND HOLD DRWN: DJF DATE: 3 05 CI T Y OF SEBASTIAN,
Deland FI 32724
HARMLESS THE ENGINEER FROM ALL CLAIMS, DAMAGES, LOSSES AND WORKING NUMBER: DRAWING NUMBER;
EXPENSES, INC LUDINC ATT()RNF)''S rEFS ARI`a►NG OUT CAL cm�tT C1 WD: DATE: P�. � �� `� �� � I'A..=, � ) 34 � �
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RESULTING THEREFROM.DATE:
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QA/QC: DA i'E: � I ��
SECTION 02050 SECTION 02110
DEMOLITION CLEARING AND GRUBBING
PAPT 1 - GENERAL PART I - GENERAL
1.1 DESCRIPTION OF WORK
A. Demolition includes the complateremovalofpavementandother materials andii,eremovalanddisposalofdemolished 1.1 DESCRIPTION
materials, including but not limited to forcing trees and otter mdutals sham on the drawing and specified.
1.2 QUALITY ASSURANCE A Work under this section of the specifications consists of clearing and grubbing for the construction as
A. Aecoanpiishall demoiitionwork sothereisnoinjirytoanypersansandno dam ago toac§acact structures mproperty dawn on the plans~ and the disposal of materials and debris resulting from the clearing and grubbing
All demohtionmethods sh allbe inflatl compliance withmwicipai, couri-y, stale, and federal ordinances. Demolition operations The area of construction shall be cleared as required, subject to the approval of the Engineer.
work shall comptgwil hthe requaaments of the Occupational Safety and HealthAdministration (OSHA). Ttie extent of clearing shall be minimized to the width required for installation of the work. The
B. TheContractor shall comply with all murncipaL county, state, andfecierelordinancesregarclingthe disposal of rubble, Contractor is expected to visit the sites of the work and determine for himself the extent of the cleating
scrap metal, and refuse- and grubbing necessary for his construction operations.
C. Demolitionproceduresshalipzo-videforsafe condactcfthewo*ixotectionofproperty whichistoremain undisturbe4
and coordination with other work in progress.
1.3 JOB CONDITIONS PART 2 - PRODUCTS (Not Applicable)
`A. C mdition of Structures:
t. The Eregjneer and Owner assumas no responsibility for the actual condition of area to be demolished PART 3 - EXECUTION
Dcrmolition drawings are made from field surveys and areprovidedfor generalirfcrmaton. The Cortracur
shah deldvaifythe conditions to be encautiteredinthe work to be performed. 3.1 CLEARING
B. Explosives:
SECTION 02221
EXCAVATION, TRENCHING, BACKFILLINGAND EMBANKMENT
PART 1 - GENERAL,
1.1 SCOPE OF WORK
A- Furnish all labor, materials, equipment and incidental s necessaryto perform all excavation, removal
o funsuitable material, b ackfilL fill and grading required to complete the work shown on the Drawings
and specified herein. The work shall include, but notnecessatily be linlited to, all excavation and
trenching; all backfilling; embanlmhent and grading; disposal of waste and surplus materials; and all
related work such as sheeting, bracing and dewatering.
1.2
I . The use of axptosives will not be permitted
A
Clearing only consists of the removal of all trees, living or dead, stumps, down timber, brush, rubbish and 1.3
G. Traffic: I I
all other objectionable debris, from the area to be cleared. Trees, stumps and brush may be cut -,off flush
I . Condwidemolitaon operations and the removal of debristo ensazemurimum interference with roads, dreet.%
with the surrounding ground surface or removed with a bulldozer at the option of the Contractor- Should
walks and other adjacent occupiedor usedfacilities
selective clearing be desired, the Engineer will select and mark, or otherwise designate, the trees or
D- Fratections:
i . Ensure the safe passage of persons around the area of demolition. Conduct operations to prevent injury to
ornamentals to remain standing.
acl acent buil ding� stsucture%other facilities, and persons
E. Damages,
3.2
CLEARING AhiD GRUBBING
l . ' Promptly repair damages caused to adjwent facilitiesby demolitionoperations at no cosito the Engineer end
' Owner.
A.
On areas specified to be cleared and grubbed, all trees, stumps, down timber, brush and other objects
PART2-PRODUCTS (NOT USED) a
standing on or protruding from the ground shall be removed. All roots shall be grubbed and removed a
PART 3 - EXECUTION
minimum of 18 inches below the surface of the ground. Holes caused by grubbing operations shall be
34 DEMOLITION
filled to thelevd of adjacent ground.
A- PollutionControis
1. Use water sprinkling temporary enclosures, aril othar suitable methods to limit the amount of dust and dirt
rising w4 scatt.eringinthe or to the lowest practical level.
3-3
SELECTIVE CLEARING AND/OR GRUBBING
2 Comply with governing regulations pertaining to environmental protection
3. Clean a4ac+ent shuctures and improvements of dust, dirt, and debris caused by demolition operations, as
A
Special attention shall be given by the Contractor to saving, protecting and preserving any existing trees,
directed bythe EngineertArchitact. Return adjaceareasno canditionexisringpriortattle startofthework.
m
shrubs or other vegetation so designated by the Engineer- The Engi neer or his representative will select
4. Demolish concrete andmasoruyin small sections,
and mark, or otherwise designate, trees, ornamentals or other vegetation to be preserved
3.2 DISPOSAL OF DEMOLISHED MATERIALS
1.4
A. General:
1. Remove from the site debris, rubbish, and other materials resulting from demolition operations-
3.4
DISPOSAL
2. Burning of matenaisremovedfrom demolishedstructrreswill notbe permittedonthe site.
A.
All material and debris resulting from clearing, or clearing and grubbing, operations shall be disposed of in
B. Removal:
a mariner approved by the Engineer- It shall be the responsibility of the Contractor to obtain permits for
hauling and disposal in areas where such permits are required and he shall be responsible for any and all
1. Transport materials removed from demolishedstruetuxes andrispose of off the site
damage to surrounding property or areas caused by his hauling operations.
END OF SECTION 02050
3.5
CLEANUP
SECTION 02100
SITE PREPARATION
A.
In accordance with the GENERAL CONDITIONS.
PART 1 - GENERAL
END OF SECTION 02110
1.1 SCOPE OF WORK
SECTIO14
02140
A. The work consists of hu nisbing all labor, material and equipment necessary*for the removal of all vegetstion, waste
DEWATERING
materials and unsuitable materials from all areas of the sits asrequiredfor the new construction.
(DURING
CONSTRUCTION)
1.2 DESCRIPTION OF VVURK
A. The Contractor shall clear and grub all the area within the limits of construction and as required to complete the
PART I - GENERAL
work.. The width of the area to be cleared shall be aeceptedby the Engineer prior to the beginning of any clearing,
1.1
DESCRIPTION
All ate preparation Auffi be done in accordance with local clearing, landscape and tree ordinances.
1.3 JOB CONDITIONS
A- Scope of Work:TheworktobeperformedunderthisSectionsivallinchidethedesignandinstallationoftemporarywell
A. Traffic: Conduct site clearing operations to ensure minimum interference withmads Ord other adjacent facilities.
poit,t.systmrns until completion of canstnhdimto remove subsurface waters from Anx-taresand pipingasnecessary.
Do not clone or obetrud streets,, walks or other occupied or used facilities without permission from authoritise
The Contractor shall be responsible for all permitting activities, including permit fees, associated with obtaining
having j urisA ction
applic abl e p emits from the State water M anagem ent District havingiu isdiction over the installation and operation of
B. Protection of Existing Improvem ends Provide protection necessary to prevent damage to existing improvements
the dewWring systems. .
indicated to remain inplace.
1. Piotactimprovements madjoiningproperties.
B- Related vWork Described Elsewhere-
2. Restore damaged improvmeats to their original cenditiou as acceptable to parties havingjurisdiction
1. Section02221: Excavation, Trenching B aakfilfing andEmbanlan
PART 2 - PRODUCTS
1.2
QUALITY AMM AN CE 1.5
2.1 TOP SOIL
A Qualifications: The temporargdewatering system shall be deagnedby afirm who regulm3pengagesinthe design of
A. Top soil is defined as humus dark brown arganc amorphous earth consisting of partly decomposed vegetable
dewmering systems and who is fully experienced, reputable and qualified inthe design of such dewatering syst.em&
matter to be used in those areas to be seeded and mul died.
1. Standards: The deweteang of Brig excavation areas end the disposal of water durringconstructiornshall be in
PART 3 -EXECUTION
3.l GENERAL
strict accordance with all local wrl"a govemmentrules andregulatiorns
1.3
SUBMITTALS
A. Rem ove trees, shrubs, grass and other vegetation, improyem enis, or obstructiow interfering with installation of new
construction andd other site improvements. Remove such items elsewhere on site or premises as specifically
A Materials and Shop Drawings: Shop drawings required to establish compliance with the specifications shall be
indicated or as mcassary to create a clears usable, and buildable site free from items such as debris,, dead trees, and
submittedin accordance withthe provisions of theG enema C onditions. Submittals shall include atleast ihefollowing:
stumps. Removal includes digging coat stumps androots.
1. Descriptive literature of the temporary dewetering system.
3.2 , . CLEARING AND GRUBBING
1.4
CRITERIA
A- Eachwellpointsystem slWlmaintain groundwater levels during, wdbetween excavationandbadcfillingopeaaLonsat
A. Where required dear sits of trees, shrubs and other vagetation
the f allowing I evel r
1. Completslyrem ova stumps, roots and other debris,
1. For pipelines,,thegrawWwaterlevelsballbemainteinedatleasttwo(2)feetbelowihepipeinvertelevaiion,or
atleasttwo (2)feetbelowilmbottom ofthe excavation whichauerislawez.
2. Fill depressions caused by clearing and ipurbbing operations with satisfactory soil material, unless fti tbtr
..
excavation m earthwork isindicated.
2. For structures, the ground waterlevel shah bemaidainedst leastfive (3) feetbelowthe bottom, oftlhebase slab
oftbe structure, or atleastfive(5) feetbelow the bottom of the excaveliorn whicheverislower-
3.3 DISPOSAL OF WASTE MATERIALS
PART 2 - PRODUCTS
2.1
GENERAL
A. Burring on Owner's Property: 13=iing will not be permitted unless specifically accepted by the Ow= and the
En®neer-
A. Thee quipmert sp,ecifiedherein shall be standard dewat"irig a quip= ut of proven ability as designed andmanufactured 1.6
byfum9havingexperienceinthedesignandprodactionofsuchequipmert. The equipmertf=xsbedshallbedesigmd,
B. Removal from Owner's Property: Remove waste materials, unsuitable spoil material, Bite excesstoptop mil from
constructed and installed inaccordauuewith the best practices and methods.
Owner's property and dispose of at an accepted sate in a legal manntieer.
PART 3 =EXECUTION
3.1
INSTALLATION
END OF SECTION 02100
A. Dewatw=g. The Contractor shall installtemporuywell point dewateang systems for die removal of subsurface water
encountered during construction of the proposed structures and pipelines as specified above- The C ontr actor shall also
install temporary monitoring wellsto prove compliance with the dewatering depth requirements specified herein.
3.2
PROTECTION AND SITE GLEAN -UP
.
A. At ell times during the progress of t1w Wort, the Contractor shall use all reasmable precautions to prevent either
tampering with the well points or the entrance of f or eiDn m deri al.
B. Immediately upon completion of the use of the well point system, the C ortzactor shall remove all of his equipment,
materials, and supplies from tie site of the work, rcmovc all aurplusm denials and debris, fill in all holes or excavations,
and grade the site to elevations of the surface levelswbich existedbefore work startedor as shown on the Drawings-
3.3
MINIMIZING NOISE DISTURBANCES
A. All dewateringpumpingunits shall be enclosed with noise adarnuationbarricades and equippedwithexhaustmu.{tiers.
The dewateringp=ps shall be box ed or barricaded such alto prevent or minimize distubances to nearby r esidential
dwellings.
END OF SECTION 02140
NOTICE TO DRAWING HOLDER
NEEL-SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE
ENGINEER HAS PREPARED AND FURNISHED THIS DRAWING TO THE
OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD
NOT BE USEQ 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
NO. I DATE I BY I DESCRIPTION
DRAWING
INFORMATION
N-S PROJECT
NO.. -
FILENAME:
SCALE:
SURVEYED BY:
DSGN:
DATE:
DRWN:
DATE:
CHM
DATE:
QA/QC:
DATE:
PART 3 -EXECUTION
3.1 EXCAVATION
B. The Contractor shall examine the site and review the available testborings datapnarto submitting his
proposal, taking into consideration all conditions that may affect his work. The Owner and Engineer
will not assume responsibility for variations of subsurface conditions.
RELATED WORK
A- Section 02100 - Site Preparation
B. Section 02140 - Dewatering
C. Section 02480 - Seeding and Mulching; Sodding
APPLICABLE PUBLICATIONS:
A. The publications listed below form apart of this specification to the extent referenced. The
publications are referred to in the textby thebaac designation only-
B. American Association of State Highway and Transportation Officials (AASHTO) Standards-.
M145-82 The Classification of Soils and Soil .Aggregate Mixtures for Highway Construction
Purp o ses.
Ti80-74 Moisture -Density Relations of Soils Using a 10-lb. (4.54 kg) Rammer and an 18-inch (457
mm) Drop.
T 191-61 Density of Soil In -Place by the Sand -Cone Method.
(R 1982)
C. Florida Department of Transportation,' Standard Specifi cations for Road and Bridge Construction",
(FDOT)1991.
D- ASTM D2487: 'Unified Classification System."
DEFINITIONS:
A. Common Fill: Common fill shall consist of any material classified as SW, SW-SM, or Sees-S C under
the Unified Classification System (ASTM D2497) which does not contain stones I arger th an 2inches
in any dimension and which has no more than 12 percent of its material by weight passing the No.
200 sieve.
3.2
B. Unsatisfactory Materials: Unsatisfactory materials shall be materials that do not comply with the
requirements for common fill. Unsatisfactory mateh alsinclude, but are notlimitedta, those materials
containing roots and other orgam smatter, trash, debris, and staneslarger than 2 inches, and materials
classified in AASHTO M145 as groups A-2-6, A-2-7, A4, A-5, A 6, and A-7. Unsatisfactory
materials also include man-made fills, refuse; or backfills from previous construction.
C. Unyielding Material: Unyielding material shall consist of rock and gravelly soils with stones greater
than 2 inches in any dimension, or in pipe installations, as defined by the pipe manufacturer,
whichever is smaller.
D. Unstable material shall c or.si st of material without the suffi cientb earing capacityto support the utility
pipe conctat or appurtenance strurchre.
E. SelectCommonFili: Select commonfnll shall in eetthe requirementsfor commonfill specified above
withthe exceptioialhatselect common fill sh Iwthavemozethari5percent ofits material bywei&
passingtheNo. 200 sieve. Alsq the maximum allowable aggregate size for select commonrill shall
be 1 1/2inches, orinpipeinstallatiorns,the maximum siaerecommendedbythepipe manufacturer
,
wbichever is smaller. 3.3
F. Degree cf compaction: Degree of compaction shall be expressed as aperaentage of the maximum
density obtained by the test procedure presented in AASHTO TI90. Field verification will be
obtaanedbythe testpnocedure presentedinAASHTO T191. The term "maximum density" shall mean
the maximum density determined under AASHTO T180.
PROTECTION 3.4
A Prior to commencingexcavahcmordewateringtheCoAractorshslitake precautions toerkmirethat existingstruchue%
which may besubjecttosettlementordistsessresulting from excavatioazordew ateringaxe protected Suclhprecatutions
daall include establid ingreference elevvkoninarkings on structures wlsich are adjacentto new work and monitoring
them to ascertain e-vi dance of settlam ant or distress throughout con.strm-tion Ifwttlementordiskessbecomesevident, 3.5
modifications to the amvaystion� dewatering or pr ote cti on procedures sball ba made to pravert additional setilem eat or
distress and eW dam age caused to the structure shall be repaired at the Contractor's expense.
B. ° The Contractor shall furnish, put in place, and m sintain such sheeting and bracing as maybe requnred to support the
sides of ex c avah ons, to prevent airy m owement whi ch cul d in anyway dimimsbthe wi dth of the excavation below that
necewaryfor proper construction, andto protect adjacent sructures and other facilities from undermining or other
damage- Thadabilityofallexcavatedfacesshallbemaintainedincompliance withtheOcciTationalSafelyandHealth
Adminisiratiads excavation safetystandardc, 29C_F_R. S- 1926.630 SubpwtP untilfinal acceptance of the work. The
Contractor sbait also comply with all applicable requirements of the Florida "Tremh Safety Act" (90-96, Laws of
Florida).
C. The Contractor shall, aiall times duringconstruuction, provide andmairdainproper ecmpmentandfacititiestoremove aft
water entering excavdiaris, and shall keep such excavations dry so as to obtain a sdisfactoryu adisturbed subgrade
foundation condition until the fills, str u lure s or pip e s to be builttbar eon have 1x en c ompl ete d to such extant that they
will not be floated or otherwise damaged by allowing water levels to return to natural levels. Dewatering shall be
conductedin such am ar"r as t e pre serve the undi4ixbed bearing capacity and composition ofthe subgrade soils tithe
proposedbottom oftheexcavaticn. Gradingsh*llbedone asmaybenecessaaytopreventsaufacewater from flowmg
into the excavation, and any water accumWating therein sball be removed so that the stability of the bottom and si des of
the excavations is maintained
SUBMITTALS
A Submit tothe Engineerfor review, the proposod methods of construction, including dewatesing, ex cavati on, bedding
filling compaction, and backfillingfor the variousportions of the work. Review shall be for infomational puxposos
only- The Contractor shall remairhresponsible for the adequacy and safety of the methods.
1.7 SOIL TESTING
A. The Ccoirerctorsthdlrefer toSpecification 1410TestingLaboratocySenaces.
B- TheEnginear may order the excavationdownto any depth ofbacldilledmaterial wlhichhasnot been
took d andhave a test perform ad The Contractor shall excavatefor the tea and backfillafterthetest
at no additional cost to the Engineer andforOwner. The Contractor shall re-excavete to the depth
req.wed and re-compactaeny areas fouxndto be improperlybackflled.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Only commonfill or select commonfill, as definad above, may be used asbadcfill unless otherwise
directed by the Engineer.
CITY OF SEBASTIAN
DAVIS STREET BAFFLE BOX
r
Excavation of every description and of whatever substance encountered shall be performed to the
lines and grades indicated. During excavation, material satisfactory forbackfilling shall be sto cdspiled
in an orderly manner at a distance from the banks of the excavation or trench, sufficient to avoid
overloading and to prevent ab des or cave-ins- Adequate drainage shall be provided £orthe stockpiles
and surrounding areas and measures shall be taken to prevent contamination with unsatisfactory
excavated material or othermaterial that may destroy the quality and fitness of the suitable stockpiled
material. Should airy stockpiled material become so contaminated as to be unsatisfactory, such
material shall be removed and replaced with satisfactory on -site or imported material from accepted
sources at the Contractor's expense. Excavated material notrequired or not satisfactory for backfill
shall be removed from the site.
3.6
A Rock excavation shall be understood to mean ledge rock Rock excavation shall be made to the
widths and depths directed by the Engineer in the field. Removal of existing concrete foundations
shall alga be considered rock excavation. Boulder excavation shall be understood to mean only
boulders in any kind of excavation exceeding cubic yard in volume which can be excavatedwithout
resorting to blasting. Where rock or boulders are encountered, they shall be uncovered, but not
excavated, until directed by the Resident Praj act Representative. No blasting shall be allowed on the
proj ect.
B. All roots 1-1 12 inches and greater in diameter shall be removed for, a depth of I& inches below the
bottom of a cut. The excavation shall then be backfilled up to a specified grade in the manner
specified.
C. Excavation shall bemade to the grades on the Drawings andto such widths as will give suitable ro am.
for construction ofthe structures, forbracing and supporting, pumping and draining. Thebottom of
the excavations shall be rendered firm and dry and in all respects acceptable to the Engineer If; in the 3.7
opinion of the Engineer, thematenalencountered atthe required subgrade elevation is un suitable for
foundations, it shall beremoved to such depth and width and be replaced with suitable materials as
directed bythe Engineer- Athin seal slab of lean concrete maybe placed atthe bask- of the completed
excavation.
EMBANKMENT
A. All organic material, including peat and roots, and other similar unsuitable material. shall be removed
from area beneath new emb meats. The area shall be graded by filling depressions. All
depressions shall be filled in layers and compacted as specified below. If the subgrade slopes are
excessive, the subgrade shall a stepped to produce a stable surface for the placement of the
embankments. Thetop six (6) Inches of the natural subgrade shall then be compacted to 95 percent of
the maximum dry density as determined by AASHTO T180. The Engineer will waive dug
requirement; if; in his opinion, the subgrade will be rendered unstable by such compaction.
B_ Earth embankments shall be co trusted with common fill or select common fill as specified The
material shall be placed in umf rm layers not to exceed twelve (12) inches in thickness measured
loose Material too wet for compaction shall be dried prior to compaction and moisture shall be added
to materials too dry prior to compaction. When each layer of material has been conditioned to the
best practicable moisture contefd for compaction purposes, it shall be umfonnly compacted by an
accepted roller with a minimum a f six (6) passes made fur each layer. Material shall be compactaed to
at least 95 percent of maximum dry density determined byAASHTO T180.
C. Select common fill shall be use to raise the subgrade elevation for structures and as backfill around
structures where conduit and piping join structures. Select common fill shall be compacted by a
minimum of six coverages with accepted compaction equipment to atleast 98 prscent of maximum
dry density as determined by HTOT180.
D Common fill may be used as fill as indicated on the Drawings, as emb ankrnent Sit orin other areas as
deli grated by the Engineer. I9I atenal conforming to the requirement of common fill shall beplaced in
I aycrs h aving am axtrnum thicicnessoftwelve(12)inchesmeasuredbefomcompacian Eaclilayerof
common fill shall be compacted to 95 percent of the maxim
mum dry density as determined by
AASHTO T-180.
K The surfaces of filled areas shall be graded to smooth true lines, strictly conforming to grades
I
ndicated on the grading plan, d no soft spots oruncompacted areas will be allowed in the work.
SURPLUS MATERIAL
A Excavated material or borrow fill to be used in construction shall be neatly piled so as to
inconvenience, as little as possible, the public and adj oLmng property owners until used or otherwise
disposed of Suitable excavated material may be used for fill embankments, trench backfill or
backfill on the different parts of the worts as required. Surplus fill shall become the property of the
Contractor, and shall be removed and disposed of by him offthe sm
D.
Anyunderlyinghnes, conduits, evidence of previous work, ornatural condition discovered dimngthe
B. The Contractor shall remove and
dispose of all pieces of rock (ledge) and boulders which are not
excavation that may affect the integrity of any foundation shall immediately be brought to the
suitable forusein other parts of
the work. Rock diseased ofby hauling away to spoil areas is to be
attention of the Engineer.
replaced by accepted surplus excavation
obtained el sewhere in the work insofar asit is available, Any
deficiency in the backfill material
shall be made up with satisfactory material provided by the
E.
An imaginary 45 degree line extending downward and outward from the bottom corner of any
Contractor at no additional cost
to the Owner Rock may be used in embankment fill only with
existing foundation shall not intersect any intended excavation for adjacent foundations or utilities,
approval o f the Engineer.
unless authorized by the Engineer. 3.8
GRADING
TRENCHING
A. Grading shall be performed a all
places that are indicated on the Contract Drawings,, to tl+_ lines,
A.
The trench shall beexcavated as recommended by themanufacturer of the pipeto be installed and as
grades, and elevations shown and
otherwise as directed by the Engineer and shall be performed in
shown on Drawings. Trench walls below and above the top o f the pipe shall be sloped, or made
such a manner that the requirements
for formation of embankments can b e followed. Luring the
vertical, as shown on the Drawings.
process of grading the subgrade
shall be maintained in such condition thati.twill be well -drained at
all times.
B.
The bottoms of trenches shall be accurately graded to provide uniform bearing and support for the
B. In cuts, all loose or protruding r cocks
on theback slopes shall be removedtoline or finished grade of
bottom half of each section of the pipe. Bell holes shall be excavated to the necessary size at each
slope. All cut and fill slopes shall
be uniformly dressed to the slope, cross-section and alignment
I oint or coupling to elinnnatepoimbearing. The trench bottom shall be free from unyielding material
shown on the Dranvin gs or as directed
by the Engineer.
Where unyieldingmatenal is encountered inthebottom ofthetrench, suchmatenal shall be removed
C. The rightisreserved to make minor
adjustments or revisions inlirnes or grade, if found necessary, as
4 inches below the required grade andreplaced with select common fill.
the work progresses, due to discrepancies
on the Drawings or in order to obtain satisfactory
construction
C.
Where unstablematerialis encounteredinthebottom ofthetreach, such material shall beremovedto
END
OF SECTION 02221
the depth directed and replaced to the proper grade with select common fill. SECTION 02574
D.
Unless otherwise specified orindicated onthe Contract drawings, pipe trenches shall be of adepth to PAVEMENT REMOVAL AND REPLACEWtdT
provide aminimum cover of 3 feet from the existing ground surface, or from the indicated finished
PART i
grade, whicheveris lower, to the top afthe pipe_ The pipe shall be buried aminimum of 3 feet from
- GENERAL
1 1
the top of the pipe to the existing grade or 3 feet below the A oamag ro ad sur face grade, whichever is
DESCRIPTION
rg eater-
A Work included under this section cormsts
4cubing removing, protecting, and replacing eristingpavements of the
DEMUCKING
various types encountered, driveway
sidewalks, curt6 and combination curb and gutter, and undudrains where
-41
The Contractor shall remove all muck in areas designated ornoted on the Drawings The muck shall
encountered and broken into. Restoration
backf111ed and shall continue to progress
work under this Section shall start unmediately after tieucth has been
at the same rare as pipe laying
be excavated to the depth required for complete removal, and disposed of at an accepted dump site in
B. Related Re quirements D ascribed Elsewhere:
accordance with all applicablerules and regulations. The Contractorshall notify the Engineer and the
Resident Proj ect Representative if muck is encountered on the site.
1. S action 01030, Article 1.12.
MISCELLANEOUS EXCAVATION
A.
The Contractor shallperform all the remaining2.
miscellaneous excavation. The Contractor shall make PART 2
Section01030,Article1.13.
-PRODUCTS
all excavations necessary to permit the completion of the work as shown on the Drawings and 2.1
GENERAL
specified herein.
A. Materials of construction shallbe ass specifiedintbesae
contract docum tits and u specific dby the I oc al auithmitybavings
BACKFILLING
jurisdiction.
A.
Backfrll material shall consisto f common fill or selectcommon fill as defined herein and as shown on PART 3
- EXECUTION
the Drawings. Backfill shall be placed in layers not exceeding 6 inches loose thickness for 3.1
PAVEMENT AND SIDEWALK REMOVAL
compaction by hand operated machine compactors, and 12 inches loose thickness for other than hand-
A Pavam enta including all eurfaca course
s andbase courses,whera shown to be open cut on the Drawings or specifiedin
operated ecified- Eachla ershallbeco percent
p sip p comp oils
the PrgectManual, 4WIberemovedt
a line back from each e edthetrenchorotherexcavatioa. PavementsA ll
the maximum dry density as determined by AASHTO TI$ 0 for cohesionless sails unless otherwise
unit ss se
be cut. straight, clean, and square witha
ewer saw, or other tool andegiipmttA ainablefatthe work An pavements
specified. The bottoms ofall excavations shall be campactedta atleast 95 percent of themaximum
to be replaced shall match ineveryrespect,
"type and surface ofex"tv-pavemeniandmater-is1s, our"lba superior
density prior to backfill
to existing pavement and materiais.
B. Pavemente,indudingall surface end
courses, where shown Lobe milled rmthe:Dtwmgf,orspecifiadirtthe project
B.
Trench Backfilling: For trenches, unyielding material removed from the bottom of the trench and
Manual, shall be milled according to
Section 327 of the FDOT Standard Specifications for Road and Bridge
unsuitable orunstable material removed from the trench shall be replaced with common fill or select
C ondruction, Istest edition, and suppi ed,ftents
and special provisions thereto- Pavemerds skint be milledw an average
common fill as shown on the Drawings. Replacement materials and backfill materials shall bcplaccd
depth of 1-%at the existing cross slop
.
in layers not exceeding 6 inches loose thickness from the bottom o fthetrench. to 12 inches above the
top ofpipe and in layers not exceeding 12 inches loose thickness thereafter. In unpaved areas, each
C. G mcrete sidewalks, curbs, camhinati
crab cued gutters, walks, drive ribbms„ ar driveways shall be removed by
layer of replacement material, or backfill material, shall be compacted to at least 95 percent of
irntially sawing the structuue with a gjit4ble
excevetiom Excaptwhere natedinSe
power saw, not more than 1-foot beyond tt,e edge of Lit trench ct
on01030 herein, or onuw Drawings,semava axistirgpaving at drivewayto
maximum density. In paved areas, each layer ofreplacementmaterial,orbackfill material,shall be
back ofne�tof-wsy.Whenaformedj
intheconcreteexistswithin3-fed of the praposecisevicutenciparalleisthe
compacted to at least 95 percent of maximum density.
pzoposedsaw cut, the removalline shaM
be exterhdedtotheformedjoint. Aft -ex sawing the material shaliberemoved
3.2
PAVEMENT AND SIDEWALK REPLACEMENT
C.
Forpaved areas, backfill shall be placedup to the elevation indicated and compacted to notlessthan
A. Existingstab lizahom where disturbed
bereplacedasa"TypeB" designatedstabilizatton, eadslielhbereptwxdin
98 percentmaximum. dry density as deteminedbyAASH170 T180 in notmore than twelve -inch lifts.
accordance withSection16+0of1heFD
TStandardSpecific4ttonsforRoadandBridgeCcnmrwtion,lsteds4itto7,and
Water flooding on ettutg methods of compaction will not be permitted.
supplements and special provisions thereto-
D.
D.
Far Turfed and Seeded Areas and Miscellaneous Areas; Backfill shall be depositedin lagers of a
H as* course, where removed or distux
d, shall be replacedin accordance with Section283 of the FDOT Standard
maximum of 12 inch loose thickness, and compacted to 95 percent maximum dry density as
S eaficationsforRoad andBa eC
F d8
ur4aliedbase course istomatch existi
ctial.lat�editiuc4 and suagpl.emenis andspccialprorrinomihereto.Newly
base course matezialsamtthickrear, axceptwhareindecaiedonthe Dmwwgsor
determined byAASHTO T180 Compaction by water flooding or j etting will not be permitted- This
as specified elsewhere herein. Prime coat
shall be applied to all base encountered and all newlyiristalledbases. Prime
requirement shall also apply to all other areas not specifically designated above-
coatshellbe opplieduspecifiedinSec
on300Section285 of the FDOT Standard SpeaficahcnsforRoadand Bndge
C oustsoction, latest edition, and suppl
ants and special provisions thereto.
E.
Moisture Control: Where subgrade or layer of soil material must be moisture conditioned before
compaction, uniformly apple water to surface or subgrade, or lager of soil material. Prevent free
C. All areas where pwemerfwasremove
ordistuxbedshallbezesurficedmthamiamuna 1-",6"thicl,,TppeS aspb.altic
water from appearing on surface truing or sub Sequent to camp action operations.
concrete, and shall be applied as space
ednnSection331 of the FDOT Standard SpecificationsforRoadandBridge
C oastrtiction, latest edition, and z*plau
eats and spmal provustow thereto.
1. Remove and repl ace, or scarify and air-dry, soil material thatis too wet to permit comp action
D. C mcrete sidewalks, walkways, driveways,
driveway ribbons, and curbs required to be rem evedfor the installation of
to specified density.
facilitiestnder this Co ,tract shall be nstored.
Clan I coo=etp, as definedinFUOT Spe&icahans shall be used in all
restoration work Replacement porn
s cf these items shall conform to the Bros, grades, arid. cross sections of the
2. Soil material that has been removed because it is too wet to permit compaction, but is
removedportions. Concrete sidewalks
dwalkways,exclucingsidewalksaauiwdkways vtossingdriveways.,sluallbe
otherwise satisfactory,r, may be stockpiled or spread and allowed to dry until moisture is
of4-inchihicknescot,cretedriveway,ssidewalksandwalkwayscrossingdaveways
mddsivewayribborasdultbeof
reduced to a satisfactory value.
at least 6-inch thickness. Sidewelkr,
walkways, driveways, and driveway Tibborffi shall be reirfaxced with 6x6-
WI .4xWl A welded wire fabric. Sidewalks
andwalkways shall be m accoi dance wdhFDOT Specifications and have
expansion joints at each and of the
sections with intermediate mntractinn joirttas at Y-0' on car"r- Ccnuata
driveways and driveway ribbons shalt
be in accordance with FDOT Concrete Pavamem Specifications and bava
experisionjantsWimeexistirgand newpavuner&nye
t,anndbffvecontrolloinLsat 12`40" rJncerla- Ke*LxdccnadE
cuts andkr gutter sball jan, nmUy to The
rem mrig section.
3.3
PROTECTION OF F71STING IM:>R.OW1V1E1
US
A. The Contractor shall beresponsible fbr
the protedian of ailpavement.s, sidewalks, and other imprrvexrlentswithinthe
t,p �`
`r
workarea. All damigetosuchimpr
described h
s,asaresultofthe Goriractorsoperuhu=,beyond thehm"ofibeAuk of
be
pavement replacement as
ern, shall repaired by the Cordractor at lcs exyenst
OF :ACTION 02574
SEAL:
10L NEEL-SCHAFFFR INC,
140& )
115 East Indiana Avenue
Deland, FI 32724
PH: (386)740-7707 / FAX: (386)734-4884
PROJECT SPECIFICATIONS
R ► u Z' `►
DRAWING NUMBER:
C ` 3
V
SECTION 02720
DRAINAGE STRUCTURES AND PIPING
PARTI - GENERAL
1.0IDE.SCRIPTION OF WORK
A. The extent of drainage structures and piping is shown on the drawings.
B. Related Work Specified Elsewhere:
Section 02200 - Earthwork..
Section 02222 - Trenching, Backtilting and Compacting.
Section 02611 - Reinforced Concrete Pipe for Gravity Service
L02SL. BMITTALS
A. Submit shop drawings of precast manholes, inlets, grating, frames and lids, and pipe.
B. Submit cut sheets 24-hours in advance of pipe excavation for ENGINEER approval.
1-03QUALITY ASSCIRANCE
A. All material shall be new and unused.
B. Materials' quality, manufacturing process and finished sections are subject to inspection and approval by ENGINEER or
other OWNER representative. Inspection may be made at place of manufacture, at work site following delivery, or both.
C. Materials will be examined for compliance with ASTM standards, this Section and approved manufacturer's drawings.
Additional inspection criteria shall include:
appearance, dimensions(s), blisters, cracks and soundness.
D. Materials shall be rejected for failure to meet any requirements specified herein. Rejection may occur at place of
manufacture. at work site, or following installation. Mark for identification rejected materials and remove from work site
immediately. Reiected materials shall be replaced at no cost to OWNER.
E. Repair minor damage to precast concrete sections by approved method, if repair is authorized by ENGINEER.
PART 2 - PRODUC F'S
2.01GENERAL
A. Reference to a manufacturer's name and model or catalog number is for the purpose of establishing the standard of quality
and general configuration desired.
B. Like items of materials/equipment shall he the end products of one manufacturer in order to provide standardization for
appearance, operation, maintenance, spare parts and manufacturer's service.
C. Provide lifting lugs or holes in each precast section for proper handling.
2.02PRECAST CONCRETE MANHOLE, SECTIONS
A. Precast concrete base sections, riser sections, transition top sections, flat slab tops and grade rings shall conform to ASTM
C478 and shall be in accordance with FDOT standards.
1. -Top section shall he eccentric cone where cover over pipe exceeds 4-ft. Top section shall be a flat slab where cover over
top of pipe is 4-ft or less. Top section shall he a plastic Fined flat slab where manhole riser sections are to be plastic lined.
2. Base, riser and transition top sections shall have tongue and groove joints.
3. Sections shall be cured by an approved method.
4. Precast concrete sections shall be shipped after concrete has attained 3000 psi compressive strength.
5. Design precast concrete base, riser, transition top, flat slab top and grade ring for a minimum H-20 loading plus earth
load. Calculate earth load with a unit weight of 130 pcf
6. Mark date of manufacture, name and trademark of manufacturer on the inside of each precast section.
7. Construct and install precast concrete base as shown on the Drawings and specified in FDOT standards.
K Provide integrally cast knock -out panels in precast concrete manhole sections at locations, and with sizes shown on
Drawings, Knock -out panels shall have no steel reinforcing.
2.03PRECAST CONCRETE STRUCTURES
A. Refer to FDOT Standards for inside dimensions, headroom requirements and minimum thickness of concrete.
B. Manufacturer shall notify ENGINEER at least 5 working days prior to placing concrete during manufacturing process.
ENGINEER may inspect reinforcing steel placement prior to placing concrete.
C. Structural design calculations and Drawings shall he prepared and stamped by a professional engineerg registered in Florida.
D. Design Criteria
1. Precast concrete
a Minimum compressive strength shall be 5.000 nsi at 28 days.
b. Maximum water -to -cement ratio shall be 0,40 by weight.
c. Minimum cement content shall be 600 lbs of cement per cubic yard of concrete.
2. Manufactured products
a. Conform to ACT 318 and ACT 350R.
b. Analyze walls and slabs using accepted engineering principals.
c. When "fv" exceeds 40,000 psi, "z" (ACI 318) shall not exceed 95,000 psi. "fs" shall not exceed 50 percent of 'Ty".
d. Design products to support their own weight, weight of soil at 120 pef, and a live load equal to AASIITO IIS-20
applied to top slab.
e. Cast base slab and wails together to form a monolithic base section.
F. Resign structure walls for a water pressure of 90 psi Originate pressure diagram at finished ground surface. include
lateral pressure from vehicles in accordance with AASHTO.
g. Consider discontinuities in structure produced by openings and joints. Provide additional reinforcing around
openings. Frame openings to carry full design loads to support walls.
h. Prevent flotation, with ground water level at finished ground surface, by dead weight of structure and soil load
above structure. Do not consider skin friction, soil friction, or weight of equipment in structure.
i. Locate horizontal wall joints 18-in minimum from horizontal centerline of wall openings.
j. Design structure with a minimum number of joints. Maximum number of structure sections, including top slab, shall
be four.
k. Provide lifting hooks for top slab.
I. Locate access openings, wall sleeves and pipe penetrations as shown on Drawings.
1. Wall sleeves shall be provided by the precast concrete manufacturer.
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
he acceptable. Only whole brick shall be used.
L Bricks for channels and shelves shall conform to ASTM C32, Grade SS except that the mean of five tests for absorption
shall not exceed 8 percent and no individual brick exceed 1 I percent.
2. Bricks for raising manhole frames to finished grade shall conform to ASTM C62,
B. Mortar shall be composed of I part Portland cement, 2 parts sand, and hydrated lure not to exceed 10-►bs to each bag of
cement. Portland cement shall be ASTM C150, Type IT; hydrated lime shall conform to ASTM C207.
C. Sand shalt be washed, cleaned, screened well graded with all particles passing a No.4 sieve and conform to ASTM C33.
2,05 JOINTING PRECAST MANHOLE SECTIONS AND STRUCTURES
A. Seat 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.
'.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.
NOTICE TO DRAWING HOLDER
NEEL-SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE
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.
1
2. Flexible sleeve - Integrally cast sleeve in precast manhole section or install sleeve in a formed or cored opening. Fasten
pipe in sleeve with stainless steel clamp(s). Coat stainless steel clamp(s) with bituminous material to protect from
corrosion. Flexible sleeve shall be Lock Joint Flexible Manhole Sleeve; Kor-N-Seal connector; PSX Press -Seal Gasket
or equal.
3. Compression gasket - Integrally cast compression gasket in precast manhole section. Insert pipe into compression gasket.
Compression gasket shall be A-Lok or equal.
2.08 DAMPPROOFING
A.. Dampproofing shall he Liydrocide 648 by Sonneborn Building Products; Dehydratine 4 by A. C. Horn Inc; RIW Marine
Liquid by Toch Brothers or equal.
2.09 PIPING
A.. Reinforced Concrete Pipe (RCP)
L • RCP pipe shall comply with the requirements of ASTM Designation C-76, as specified in Section 02611, Reinforced
Concrete Pipe for Gravity Service.
B. High Density Polyethylene Pipe (HDPE,):
1. HDPE pipe shall be smooth interior walled corrugated polyethylene pipe conforming to AASHTO M 294 and minimum
cell classification 335420C as specified in ASTM D 3350.
Subject to compliance with requirements, HDPE; manufacturers include, but are not limited to, the following:
a. Advanced Drainage Systems (ADS), Inc.
b. Hancor, Inc.
PART 3 - EXECUTION
3.01 INSTALLATION
A. Manhole and Structure installation.
1. Manhole and structure shall be constructed to the dimensions shown on the Drawings and as specified in FDOT
standards. Protect all work against flooding and flotation. Construct cast -in -place bases in accordance with the
requirements of Division 3 and the details shown on the Drawings.
2. Place manhole base on a bed of 12-in screened gravel as shown on the Drawings. Set manhole base grade so that a
maximum grade adjustment of 8-in is required to bring the manhole frame and cover to final grade.
a Use precast concrete grade rings or brick and non -shrink mortar to adjust manhole frame and cover to final grade.
3. Set precast concrete barrel sections and structures plumb with a 1/4-in maximum out of plumb tolerance allowed. Seal
joints of precast barrel sections with either a rubber O-ring set in a recess or preformed flexible joint sealant in sufficient
quantity to fill 75 percent of the joint cavity. Fill the outside and inside joint with non -shrink mortar and finished flush
with the adjoining surfaces. Caulk the inside of any leaking barrel section joint with lead wool or non -shrink grout to the
satisfaction of the ENGINEER.
4. Allow joints to set for 14 hours before backfilling unless a shorter period is specifically approved by the ENGINEER.
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.
6. Cut holes in precast sections to accommodate pipes prior to setting manhole sections in place to prevent jarring which
may loosen the mortar joints.
7. Backtill carefully and evenly around manhole sections.
B. Manhole Pipe Connections
1. Construct manhole pipe connections, including pipe stubs, as specified above. Close or seal pipe stubs for future
connections with a gasketed watertight plug.
C. Brickwork
1. Mix mortar only in such quantity as may be required for immediate use. Use mortar before initial set has taken place.
Mortar shall be used within 1-1/2 hours and shall be constantly worked with hoe or shovel until used. Anti -freeze
mixtures shall not be included in the mortar. install masonry when the outside temperature is above 40 degrees F unless
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
be final.
2. Construct channels and shelves of brick and concrete as shown on the Drawings and as specified in FDOT standards.
Brick lined channels shall correspond in shape with the lower half of the pipe. Set shelf elevation at crown of highest
pipe and slope F-in/ft to drain toward the flow through channel. Construct brick surfaces exposed to sewage flow with
nominal 2-in by 8-in face exposed (i.e. bricks on edge).
D. Setting Manhole Frame and Cover
1. Set manhole covers and frames in a full mortar bed. Utilize bricks or precast concrete grade rings, a maximum of 8-in
thick, to assure frame and cover are set to the finished grade. Set manhole frame and cover to final grade prior to
placement of permanent paving.
E. Dampproofing
1. Paint outer surfaces of precast and cast -in -place manholes and structures with two coats of bituminous dampproofing at
the rate of 30 to 60 sq ft per gallon, in accordance with manufacturer's instructions.
3.02 LEAKAGE TESTS
A. Test each manhole for leakage. ENGINEER shall observe each test. Perform exfiltration test as described below:
B. Assemble manhole in place; fill and point all lifting holes and exterior joints within 6-ft of the ground surface with an
approved non -shrinking mortar. Test prior to placing the shelf and invert and before filling and pointing the horizontal joints
below 6-ft of depth. Lower ground water table below bottom of the manhole for the duration of the test. Plug all pipes and
other openings into the manhole and brace to prevent blow out.
C. Fill manhole with water to the top of the cone section. if the excavation has not been backfilled and no water is observed
moving down the surface of the manhole, the manhole is satisfactorily water -tight. If the test, as described above is
unsatisfactory as determined by the ENGINEER, or if the manhole excavation has been baekfrlled, continue the test. A
period of time may be permitted to allow for absorption. Following this period, refill manhole to the top of the cone, if
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,
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 gallon per vertical foot for a 24-hour period. If the manhole fails this requirement, but the leakage does
not exceed three gallons per vertical foot per day, repairs by approved methods may be made as directed by the ENGINEER.
If leakage due to a defective section of joint exceeds three gallons per vertical foot per day, the manhole shall be rejected.
Uncover the rejected manhole as necessary and to disassemble, reconstruct or replace it as directed by the ENGINEER.
Retest the manhole and, if satisfactory, fill and paint the interior joints.
D. No adjustment in the leakage allowance will be made for unknown causes such as leaking plugs, absorptions, etc. It will be
assumed that all loss of water during the test is a result of leaks through the joints or through the concrete.
E. An infiltration test may be substituted f'or an exfiltration test if the ground water table is above the highest joint in the
manhole. If there is no leakage into the manhole as determined by the ENGINEER, the manhole will be considered water-
tight. If the ENGINEER is not satisfied, testing shall be performed as described hereinbefore.
F_ Leakage Tests f'or Structures
1. The ENGINEER will visually inspect structure(s) for possible leaks before backfilling of structures is allowed. Seal all
joints to the satisfaction of the ENGINEER.
2. The ENGINEER may require an exfiltration test as described for manholes on any structure for which he/she deems the
test appropriate.
W3 CL,EANiNG
A. Thoroughly clean all new manholes of all silt, debris and foreign matter of any kind, prior to final inspections.
REVISIONS
DESCRIPTION
END OF SECTION
DRAWING INFORMATION
N-S PROJECT NO.:
FILENAME:
SCALE:
SURVEYED BY:
DSGN: DATE:
DRWN: DATE:
CHKD: DATE:
QA/QC: 1 DATE:
SECTION 03100
CAST IN -PLACE AND POURED CONCRETE
PART 1 GENERAL �-
1.01 WORK INCLUDED
A. The work included under this section consists of furnishing all materials, forms, transportation and equipment, and
performing all necessary labor to do all the plain and reinforced concrete work shown on the Drawings, or incidental to the
proper execution of the work, or as herein specified.
B. Composition: Concrete shall be composed of cement, fine aggregate, coarse aggregate, and water so proportioned and mixed
as to produce a plastic workable mixture in accordance with all requirements under this section suitable to the specific
conditions of placement.
1.02 SUBMiTL'ALS
A. All materials specified shall be certified by the producer or manufacturer that the furnished material meets the specific
requirements of the specifications. Concrete mix designs shall be submitted for approval prior to placement.
PART 2 MATERIALS AND EQUIPMENT
2.01 PORTLAND CEMENT
Shall comply with the standard specifications for Portland Cement, A.S.T.M. designation C-150, Type I1, or Type
III (high -early), where indicated on drawings.
2.02 CONCRETE, AGGREGATE
Shall conform to standard specifications for concrete aggregate, A.S.T.M. Designation C-33. Maximum size of aggregate
shall not exceed one -fifth of the narrowest
dimension between reinforcing bars.
A. Fine Aggregate. Fine aggregate shall be clean, hard, strong, durable, uncoated particles of natural sand known as
Lake Wales, Interlachen, or approved equal. The source, composition, quality and gradation of the fine aggregate shall be
subject aid the approval of the Engineer. Samples of the sand shall be furnished, together with certified copies of the
gradation and analysis from the recognized testing laboratory.
I. The weight of extraneous or deleterious substances shall not exceed the
following percentages.
Loss by Decantation 3%
Shale 1%
Clay Lumps 1%
Coal and Lignite 1%
2. The fine aggregate shall be reasonable well graded from coarse to fine and when tested by means of
laboratory sieves shall meet the following
requirements in percent of total weight:
Total Retained On Percent Retained
No. 4 Sieve 0 - 5
No. 10 Sieve 3- 30
No. 30 Sieve 30- 70
No. 50 Sieve 65 - 95
No. 100 Sieve 95 - 100
Deficiencies in the percentages of the fine aggregates passing the No. 50 and No. 100 Sieves may be remedied by the
addition of pozzolanic or cementitious materials excepting Portland cement. Such materials must meet the approval of the
Engineer.
Coarse Aggregate
1. Coarse aggregate shall consist of hard, tough, durable components, free from adherent coatings and
vegetable matter, and shall not contain soft, friable, thin or elongated particles in quantities considered
deleterious by the Engineer. Coarse aggregate shall be properly graded form fine to coarse to produce
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
shall be furnished together with certified copies of the gradation and analysis from a recognized testing
laboratory.
2. All coarse aggregate shall be washed and shall be free from disintegrated pieces, salt, alkali, vegetable
matter and adherent coatings. The total percentage of all deleterious substances shall not exceed 5 percent
by weight. The substances designated shall not be presented in excess of the following amounts.
Loss by Decantation 1%
Clay Lumps or Other Soluble Materials 1/4%
Soft Fragments 5%
3. Where the cover over reinforcing is 2 inches or more, the maximum size of aggregate shall be 1 1/2 inches.
Where the cover over reinforcing is less than 2 inches, the maximum size of aggregate shall be 3/4 inch. The maximum size of
aggregate shall not exceed one -fifth of the narrowest dimension between forms nor three -fourths of the minimum clear spacing
between reinforcing bars. The grading of the coarse aggregate in the concrete shall be within the following limits.
Percent Passing
Maximum Size Square Mesh Screen 97 - 100%
1/2 Maximum Size Square Mesh Screen 40 - 70%
No. 4 Sieve 0 - 6%
2.03 WATER
Water shall be clean and free from oil, acids, alkalis, organic materials or other injurious
substances.
2.04 REINFORCEMENT
A. Reinforcing Bars: ASTM A615, Grade 60, deformed bars of USA manufacture.
B. Welded Wire Fabric: ASTM A 185, gauges, spacing and dimensions as indicated.
C. Metal Bar Supports: CRSI MSP-1, Chapter 3, Class 2, Type B, Stainless Steel Protected Bar Supports, or otherwise
approved by the Engineer. Use concrete supports for reinforcement in concrete placed on grade.
D. Tie Wire: 16 gauge minimum, black, soft annealed.
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.
2.05 FORM WORK
A. Lumber: Douglas Fir or Larch, No. 2 grade, seasoned and surfaced on four sides.
B. Plywood: Plyform, Class 1, BB -Exterior type, mill oiled and edge sealed, with thickness not less than 3/4 inch.
C. Medium Density Overlay (MDO) Plywood Forms: PS-1, B-B High Density Concrete Form Overlay, Class 1,
united.
1. Butt form panels, make contact surface fully flush and seal butting holes
with sponge form tape. Chamfer edges of beams and ceilings.
2. Where MDO plywood is used to form beams, do not use MDO plywood that has been patched or damaged.
D. Drip Forms: Varnished ponderosa pine or equally rigid non -staining plastic, 1/2 inch wide on each leg.
2.06 ADMIXTURES:
A. Air Entraining Admixture: ASTM C260.
B. Water Reducing and Retarding Admixture:
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.
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.
CITY OF SEBASTIAN _p.
DAVIS STREET BAFFLE BOX
PART 3 EXECUTION
the full length of the pour before proceeding higher. The placing of concrete
shall not be delayed more than 20
3.01 PROPORTIONING
minutes between layers or lifts.
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
readily into the corners and angles of the forms and around the reinforcement but without permitting the materials to
segregate or excess free water to collect on the surface. The percentage of sand shall not be less than thirty (30) no
A.
Curing: '
more than fifty (50) percent of the total weight of the aggregate.
1. Immediately after surface defects have been repaired, apply a
spray coat of curing compound to all
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
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.
by the Dewey and Almy Chemical Company.
Water cure, as specified in paragraph B hereunder, all concrete
surfaces that are to be exposed to
wastewater, surfaces that are to coated with a coal tar epoxy system,
and concrete floors requiring a bond
C. The amount of air entrained in the freshly mixed concrete shall not be less than three (3) percent nor more than six
for special finishes.
(6) percent. The minimum cement content in sacks per cubic yard of concrete shall not be less than six (6) sacks per
cubic yard for Class "A" concrete.
2. Do not apply compound during periods of rainfall. Should th
film become damaged from any cause
within the required curing period, immediately repair the damaged
portions with additional compound.
D. Concrete materials shall be accurately measured by weight. Measurement of materials for ready -mixed concrete
Upon removal of forms, immediately coat the newly exposed
surfaces to provide a curing treatment equal
shall conform to the "Standard Specifications for Ready -Mixed Concrete", (A.S.T.M designation C-94).
to that provided for the surface.
1. Class "A" concrete for all structures shall have minimum compressive Strength of 4000 psi at 28 days.
3. Curing and Sealing Compound: Use clear compound conforr
iing to Federal Specification TT-C-800A,
MR%solids content minimum, having test data from an independent
laboratory indicating a maximum
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
to Super Floor Coat or Super Pliocure by The Euclid Chemical
Company or Masterseal 66 by Master
3. All concrete shall be Class "A" unless otherwise shown on the drawings.
Builders. Furnish manufacturer's certification as required.
3.02 MIXING AND PLACING
4. Apply specified clear curing and sealing compound to all horizontal
areas so noted on the Drawings or in
the Specifications. Apply immediately after final finishing. Apply
this compound to non-structural
A. Concrete shall be mixed conveyed and deposited in accordance with the "A.C.I. Building Code" (A.C.1.318).
construction joints of slabs on grade to act as a bond breaker prior
to placement of adjacent concrete.
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
recognized testing laboratory, and using the approved aggregates to produce a workable mix of the desired strength,
fogging or by covering the waterproof sheet.
together with certified copies of 7 days and 28 day tests of cylinders taken from concrete made according to the
I . Wet Burlap Method: Cover concrete surface with a double th
ckness of burlap, cotton mats, or other
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
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 nonnal
Portland cement or 4 days for high early strength cement.
Do not submerge concrete poured in the dry
1. Date and time leaving plant
until it has attained sufficient strength to adequately sustain thestress
involved and do not subject it to
2. Type of cement and weight Site arrival time
Site arrival time
flowing water across its surface until it has cured 4 days.
3. Quantity of Water and time added Site leaving time
2. Continuous Fogging: Perform continuous fogging by fogging
with a nozzle which so atomizes the ;low of
D. Concrete
water that a mist, and not a spray, is formed. Fog the concretesurface
regularly without allowing any part
of the surface to become dry. Take all necessary precautions to
prevent erosion of the concrete surface by
l . Ready -mixed concrete shall be used All mixing requirements specified
water.
herein shall be enforced, and the Owner's laboratory representative and the
3. Covering the Waterproof Sheets: Keep the entire area to be cured
continuously wet by fogging, as
Engineer shall have free access to the mixing plant at all times.
. specified in the fogging paragraph above, for at least 18 hours
and then immediately cover the waterproof
curing sheet conforming to ASTM C171, waterproof paper and
polyethylene film, free of holes or tears.
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
ready -mixed concrete shall be mixed and delivered in accordance with the
on slabs which will be exposed to view.
requirements of ASTM C94.
3. No water shall be added to the concrete after it leaves the plant except where part of the design water was
3.04 PLACING REINFORCEMENT
purposely omitted at the plant, and then only as approved by the Engineer.
A.
All reinforcement shall be detailed, fabricated and erected in accordan
with the A.C.T. "Manual of Standard
E. Mixer Speed
Practice for Detailing Reinforced Concrete Structure", (A.C.I. 315), including
bar supports and spacers. At splices
all reinforcing bars shall be lapped a minimum of twenty-four (24) bar
diameters but not less than twelve (I 2)
1. Neither the speed of any mixer nor the quantity of material loaded into any mixer shall exceed the
inches. •
recommendations of the manufacturer.
B.
The reinforcing shall be fabricated to the shapes and dimensions showt
and shall be placed where indicated on the
2. 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
v rejection of the batch.
would reduce or destroy the bond. Reinforcing bars shall conform tote
requirements of the latest editions of the
3. Concrete shall not remain in a transit mixer or agitator truck more than 90 minutes after the water has been
A.C.I. Code and the CRSI Manuals.
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
4. Minimum mixing time shall be 50 revolutions of drum at rated speed.
welded wire fabric conforming to the requirements of ASTM Designation
A 185, latest revision.
F. Measurement
D.
Space chairs and bolsters in accordance with ACT 315 and 318 using height
to furnish cover over reinforcing
required. Chairs with plastic feet or stainless steel shall be used in all beams
and elevated slabs. Chairs'for other
1. Equipment necessary to determine and control the actual amounts of all materials entering the concrete
concrete adjacent to or on the ground may be pieces of concrete block
with the rebars bearing directly on the pointed edge of the masonry supports,
or concrete brick compressed into subgrade
or chairs set on precast concrete pads
shall be provided by the concrete manufacturer.
compressed into the subgrade.
2. All materials shall be measured by weight, except that water may be measured by volume calculated at
E.
When placed in the forms, reinforcement shall be clean and free of all loose
rust, scale, dust, dirt, paint, oil or other
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
G. Mixes
concrete.
1. Mix Design: Conform to ACT 318, Section 4.3. Submit data on consecutive tests and standard deviation.
F.
The rebars shall be fastened together at every intersection or at interval
not greater than 24 bar diameters by wire
ties or by some alternate method acceptable to the Engineer. In areas where
large bars are closer together, the wire
2. Maximum Water -Cement Ratio:
ties may be spaced not more than 30 bar diameter apart, rather than as specified
above.
.37 (lbs/lb) -Concrete with superplasticizer
3.05 FORMS
.45 (lbs/lb) - Class A concrete without superplasticizer
.55 (lbs/1b) - Class B concrete without superplasticizer
A.
Installation and erection shall be in accordance with ACT 347 and specified
hereinafter.
.65 (lbs/Ib) - Class C concrete without superplasticizer
B.
Forms shall conform to shape, lines and dimensions of numbers indicated,
and shall be sufficiently, tight to prevent
3. Air Content: 5 percent plus or minus 1.5 percent (Class A and B).
leakage of mortar. They shall not deflect under dead load weight of co
struction as a liquid or of construction load.
Forms shall be properly braced or tied together so as to maintain position
and shape within specified tolerances.
4. Slump: 4 inches plus or minus I inch for Class A and B without superplasticizer. 7 inches plus or minus I
Construct forms so that they can be removed steadily without hammeri
ig or prying against the concrete. Forms for
inch for Class A and B with superplasticizer. flinches plus or minus 1 inch for tremie concrete or as
exposed concrete shall be carefully made and accurately placed to obta
n correct shape and line.
specified by details.
C.
Forms shall be of wood, metal, or other approved materials. Metal fort
s shall be of a type and manufacture
EL Placing Concrete.
acceptable to the Engineer. Plywood, fiberboard, or absorptive type form
linings may be used where appropriate.
Sectional forms shall produce a uniform surface and shall be assemble
in a modular pattern. Pours will not be
1. All concrete shall be laced in clean dam forms that are not hot to the touch.
p p
scheduled until all erection and bracing is complete. Waters, ties and
es shall be required for all forms.
Chamfer strips made from nominal dimensional 1" x i" lumber cut on the
diagonal shall be installed at the top of
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.
allowed to drop freely more than necessary and in no case more than five feet, except in an approved
funnel or tremie. All concrete shall be placed during daylight unless otherwise authorized at least four
D.
Drip edge shall be made from wood quarter round and installed where
shown. Extruded plastic fillets shall be used
hours in advance. Where the reinforcing steel above the top of the concrete being placed becomes coated
where detailed. Circular structures shall be formed with special care,
d attention to the appearance of the finished
p!�
with laitance or partially set-up concrete, all such concrete shall be removed from the reinforcing steel prior
Random location of
structure. fillers, non -modular sections, and excessive
deviations from true circular segments
to placing concrete around the bars.
shall be cause for rejection of the forms.
3. Concrete shall be packed carefully and tightly around pipe and other items to secure maximum adhesion.
E.
The Contractor shall be fully responsible for the adequacy of form wor
in its entirety. Forms shall support required
loads and shall maintain their dimensional and surface correctness to produce
members required drawings.
4. Concrete shall be placed in layers not over 12 inches deep before compacting. Concrete shall be
compacted by internal vibrating equipment supplemented by spading and hand-rodding between
F
Slots, chases, recesses or other openings as shown on the drawings or
needed for the work of any other trades
reinforcing steel and fonn to eliminate air bubbles and honeycomb. Vibrators shall not be used to more the
shall be boxed out.
concrete laterally inside the forms. Duration of vibration shall be limited to the time necessary to provide
satisfactory consolidation without causing segregation, not less than five and more than 15 seconds per
G.
Box out for all temporary openings and build forms to seal them up when
and as required.
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
H.
After sealing and immediately before the placing of reinforcing, faces
f all forms in contact with the concrete shall
are available to devote full time to operating vibrator, spading and rodding.
receive a thorough coating of the liquid form releasing agent, applied in
compliance with the Manufacturer's
instructions.
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
1.
Reused forms shall be thoroughly cleaned out of dirt, debris, concrete and
foreign matter. Forms shall not be reused
than 20 minutes before concrete placement. The surface of previously placed hardened concrete shall be
if they have developed defects which would affect their tightness and strength
or desired surface finish. Used forms
clean and wet before grouting, or shall be treated with a bonding agent as required. Puddles of water in
shall not be used for architectural concrete.
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
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 supporl
their weight and any load thereon.
a
-,_" 1
A 0X0(.
10L NEEL-SCHAFFER,INC.
� PROJECT SPE IFICATIONS
115 East Indiana Avenue
Deland, FI 32724 WORKING NUMBER: DRAWING NUMBER:
PH: (386)740-7707 / FAX: (386)734-4884 G _ 4
SEAL:
K. Removal shall be in sequence as approved by the Engineer. Unless test cylinders warrant another procedure, the
forms shall not be removed from members prior to the time listed in the schedule hereinafter unless otherwise
directed.
L. Bonding To Existing Surfaces: Clean existing concrete surfaces that are to have new concrete bonded thereto of all
grease, oil, dust, dirt and loose particles and coat with an epoxy bonding agent just prior to placing of the new
concrete. Apply the bonding agent as recommended by the manufacturer and allow the agent to become tacky
before the new concrete is placed. Do not allow the bonding agent to overlap or be spilled on the surfaces to be
exposed after the work is completed.
3.06 FORM REMOVAL
A. Maintain formwork in place for the following structural conditions until the concrete has attained the minimum
percentage of indicated design compressive strength or for the period of time specified in the following table.
Note: Time periods in the table include all days except those in which the
temperature falls below 40 degrees F.
3.07 CONCRETE FINISIi1NGS
A. Repair of Surface Defects:
i. General: Repair surface defects, including tie holes immediately after form removal. Dampen the area to
he patched and an area at least 6 inches wide surrounding it to prevent absorption of water from the
patching mortar. Notify the Engineer prior to commencing operations.
2. Removal of Defective Concrete.: Remove all honeycombed and other defective concrete down to sound
concrete. Cut edges perpendicular to the surface or slightly under cut. Sand blast surfaces to receive
repair.
3. Bonding Grout: Thoroughly dampen surfaces to he patched and apply a coat of bonding grout consisting
of one part cement to one part fine sand passing a No. 30 sieve and having the consistency of thick cream.
4. Placing Patching Mortar: After the bonding grout begins to lose its water sheen, apply a premixed
patching mortar, thoroughly consolidating it into place and striking it off so as to leave the patch slightly
higher than the surrounding surface. Leave mortar undisturbed for one hour to permit initial shrinkage and
then finally finish.
SECTION 03300
CONCRETE
PART I -GENERAL
1.01 DESCRIPTION OF WORK
A. Work consists of the forming, mixing, placing and curing concrete for use in small structures, sidewalk,
and curb replacement.
1.02 QUALITY ASSURANCE
A. Concrete may be standard design and product of commercial ready -mix or transit -mix supplier
conforming to the following requirements:
Cement Content Minimum 28-day Strength
Class per cubic yard (lb. per sq. in.)
Structural 6.25 bags or 600 pounds 4000
Non -Structural 5.75 bags or 560 pounds 3000
B. Job mixes of small quantities shall conform to the same requirements.
1.03 SUBMITTALS
A. Compressive strength tests, when required by the Engineer, shall be made by breaking standard 6-inch
diameter by 12-inch high test specimens prepared, cured and broken in accordance with the ASTM C31 and
C39. Three specimen test cylinders shall be taken from each concrete pour of three cubic yards. One
additional test cylinder shall be taken for quantities up to one truck load. Test specimens shall be taken in the
presence of the Engineer. One cylinder from each pour shall be broken at seven days, the remainder at twenty-
eight days. Additional test cylinders may be ordered for determining the characteristics of a new design mix or
changes in equipment or methods, and under adverse weather or curing conditions.
B. Slump test shall be made in accordance with ASTM C143, and shall be made whenever directed by the
Engineer.
reinforcements shall be thoroughly cleaned of rust, mill scale and/or coatings.
SECTION 03600
not result in probability of detrimental siltation or water pollution.
dROUT
B.
Reinforcing bars shall conform to the requirements of ASTM A615, Grade 60 including hoops and
PART I GENERAL
104-4 Materials for Temporary Erosion Control.
stirrups.
The Engineer will not require testing of materials used in construction
of temporary erosion
C.
Reinforcing steel shall be detailed, fabricated and placed according to the methods and standards
1.10 WORK INCLUDED
control features other than as provided for geotextile fabric in 985-3
nless such material is
recommended in the "Manual of Standard Practice for DetailingReinforced Concrete Structures" of the
materials, 1 d equipment and perform all grouting as specified hereinafter and indicated on the
A. Provide all labor, mater a s, tools anp gr g pe
incorporated into the completed project. When no testing is required,
to be 1p p p J g q
the En ineer
, g
American Concrete Institute.
Drawings.
will base acceptance on visual inspection.
1.02 RELATED WORK
The Contractor may use new or used materials for the construction o
temporary silt fence, staked
D.
Splices in reinforcing mats shall be staggered.
p g ggered. Horizontal mats shall be supported on- metal chairs with
turbidity barriers, and floating turbidity barrier not to be incorporated
turbidity
into the completed project,
all sills or pads below subgrade. Spacers shall be provided for wall and column steel and shall be
A. Section 03100: Cast -In -Place and Poured Concrete.
subject t0 the royal of the Engineer.
J Pp g
removed as the concrete is placed.
1.03 SUBMITTALS
E.
Wire fabric, unless otherwise shown or specified, shall be 6-inches by 6-inches by W 1.4 x W 1.4 woven
104-5 Preeonstruetion Conference.
or electrically welded wire fabric conforming to the requirements of ASTM A 185.
A. Submit manufacturer's literature for review on the following items:
Failure to sign any required documents or certification statements wil
I be considered a default
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
3.01
FORMS
1.04 DELIVERY AND STORAGE
the EPA.
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:
A.
Material:
manufacturer.
(1) For each phase of construction operations or activities, supply the
following information:
(A) Locations of all erosion control devices
1. Forms shall be of wood, metal, or other approved materials, shall be built true to line and grade,
PART• 2 PRODUCTS
(B) Types of all erosion control devices
mortar -tight, adequately braced and supported, and sufficiently rigid to prevent displacement or
2.01 MATERIALS
(C) Estimated time erosion control devices will be in operation
sagging. Metal forms shall be of a type and manufacture acceptable to the Engineer. Plywood,
fiberboard, or absorptive type form linings may be used where appropriate.
(D) Monitoring schedules for maintenance of erosion control devices
A. Nonshrink, Nonmetallic Grout: The Burke Company's Non -Ferrous, Non -Shrink Grout, Sauereisen F-100 Level
(E) Methods Of maintaining erOSlori control deVICBS
Fill, Master Builders Masterflow 713, Eculid NS Grout, or equal -pre -mixed type.
2. Form work shall be constructed conforming to AC 1 347 Chapter 2. Joints of sectional forms shall
(F) Containment or removal methods for pollutants or hazardous wastes
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) The name and telephone number of the person responsible formonitoring
and maintaining the
form modules used for concrete exposed to view or hydraulic action shall be filled with silicone sealant
pre -mixed type, or equal.
erosion control devices.
and shall be tool smooth. Profile items such reglets and anchors shall be securely fastened with flush
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
( ) pp p g
3A 313 or 3C below:
,
PART 3 EXECUTION
5. Tie doles: After being cleaned and thoroughly dampened, fill the tie holes solid with patching mortar.
C.
Responsibility for Tests and Reports:
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.
followin g
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
Submit a copy of the erosion control plan to the Engineer for review
and to the appropriate
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
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:
on all submitted data or correspondence.
dawn all high spots and fill all law spots to produce a surface having the required tolerance. Then refloat the slab to
accidentaldamage at all times.
a uniform sandy texture.
B.
Concrete shall be placed with the aid of mechanical vibrating equipment supplemented by hand
I. Use nonshrink, nonmetallic grout for grouting precast concrete wall panel connections, column base plates,
The Contractor may schedule a meeting with the appropriate WMD
ffice to discuss his erosion
2. The test cylinders shall be tested in a recognized commercial testing laborato
y g g rY•
forking or spading. Vibration shall be transmitted directly to the concrete and not through the forms.
g p g' y g
anchor bolts, reinforcing bars, pipe sleeves, machine support and um base later. Use epoxy out for
g p p machinery ppo pump p po y �
anchor bolts, etc., where indicated on the Drawings.
control plan in detail, to expedite the review and approval process. Advise
the Engineer of 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.
(.:.
Light Rmomed 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
approval from both WMD and the Engineer.
surface uniform in texture and appearance.
Date and time leaving plant
C.
Concrete shall be compacted and worked in an approved manner into 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
(13) Projects permitted by the South Florida Water Management District
or the St. Johns River
1?.
Trawelea Finish: After floating, power trowel slabs to receive a troweled finish to produce smooth surface,
Type of cement and weight
and around reinforcement and embedded fixtures in such a manner as to prevent segregation of the
pWater
will not permit segregation of materials.
Management District, require the following:
relatively free of defects. hand trowel after the surface has hardened sufficiently. When a ringing sound is
i
Quantity of water and time added
coarse aggregate.
4. Cure nonshrink grout with water saturated burlap for at least three days or with an application of Super
produced as the trowel is moved over the surfaces, perform final troweling by hand to produce a surface which is
thoroughly consolidated, free from trowel marks, uniform in texture and appearance and plane to a tolerance of 1/8
B.
Additive (if any).
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
Rez Seal cure and seal compound applied immediately after grout placement.
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.
Ilardener Finish: Where indicated to receive a troweled hardener finish, water cure slabs without application of
concrete to be placed, and shall be from l /2- to I -inch thickness.
___�..1 ,�__ __ .. 11- _ .,_�. !.- _.I__ - A _ _ _II _1.1_-- ,_- �_
hardener or slip -resistant product prior to complete curing and finishing, in accordance with the re uirements and
p p p p g g q
E.
The concrete shall be laced b suitable equipment as nearl as possible to its final location and without
p yy p
END OF SECTION
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.
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 by breaking standard 6-inch diameter by 12-inch high test specimens
1. For general concrete construction, ASTM C 150, Type I.
104-1 Description.
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, constructand
latest revision. Four specimen test cylinders shall be taken from each pour of five (5) cubic yards or more. One
additional test shall be taken from each thirty (30) cubic yards or fraction thereof in each pour in excess of thirty
2. Type II (meeting ASTM C 150) 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 be directed by the
(30) cubic yards.(
to a hydrogen sulfide environment (i.e., direct contact with groundwater).
g ).
Engineer.
g
C.
Where wood forms are left in place during curing, they shall be kept wet at all times.
11,
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.
I'.ng;neer. 'felt specimens snarl be taken ;n the presence of the Engineer. one cylinder from each pour shalt be
broken at seven (7) days, the remainder at twenty-eight (28) days. Additional test cylinders maybe ordered for
A.
Fine Aggregate:
3.04
WEATHER PROTECTION
Coordinate the installation of temporary erosion control features with the construction of the
determining the characteristics of a new design mix or changes ;n equipment or methods, and under adverse weather
A.
No concrete shall be mixed or placed when the air temperature in the shade and away from artificial heat
permanent erosion control features to the extent necessary to ensure economical effective
p rY ,
or curing conditions.
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.
('-
snarl be made in accordance with A i'FM C143, latest revision, and shall be made with each load and at
the shade and away from artificial heat is 35 degrees Fahrenheit, and rising.
Due to unanticipated conditions, the Engineer may direct the use of control features or methods
ieother
mcyli
mof cylinders.
2. The fine aggregate shall be reasonably well graded from coarse to fine.
than those included in the original Contract. In such event, the Department will pay for
B.
Fresh concrete shall be protected from rain, flowing water and mechanical injury.
this additional work as unforeseeable work.
i).
The Contractor shall supply all cylinder molds, slump cones, tools and labor for preparing specimen, and shall
B.
Coarse Aggregate:
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.
C
1. Coarse aggregate shalt 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.
1.;.
The test eylinders shall be tested in a recognized commercial testing laboratory at the expense of the Contractor.
g g ry p
adherent coatings, salt, alkali, vegetable matter, and shall no contain an excessive number of soft,
friable, thin or elongated particles. Coarse aggregate shall be from fine to coarse to
A.
Slabs Walks and Pavements shall be brought to a true and even finish b power or hand -floating. The
g y p g
Prevent pollution of streams, canals, lakes, reservoirs, and other water impoundments with fuels,
oils, bitumens, calcium chloride, l other harmful materials. Also, conduct and schedule
3.08 EXPANSION JOINTS, CONSTRUCTION JOINTS AND WATER SPOTS
properly grades
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 he places as indicated on the drawings. Joint materials for surfaces exposed to water and
2. Where the cover over reinforcingis 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
collectors or washers into any live stream.
sewage shall conform to ASTM D175, Preformed Joint Filler, non -extruding and resilient (bituminous type),
thickness as shown on the drawings. Joint materials for isolation joints, slab -on -grade joints and wall joints not
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
disturbing the troweled finish.
g sh.
Restrict construction operations in rivers, streams, lakes, tidal waters, reservoirs, canals, and other
P
exposed to water and sewage shall confirm to ASTM D994, preformed expansion joint filler for concrete
shall be 3/ The maximum size of aggregate shall not exceed one -fifth the narrowest
water impoundments to those areas where it is necessary to perform filling or excavation to
(bituminous type), thickness as shown on the drawings.
between
dimension between forms nor three -fourths of the minimum clear spacing between reinforcing bars.
in
END OF SECTION
accomplish the work shown in the plans and to those areas which must be entered to construct
R.
C'onsmJoins shall be located ;n 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,,etion
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 lb.
Do not frequently ford live streams with construction equipment. Wherever an appreciable
C.
Water
(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
Stops. Material for water stops shall be 9-inch PVC mull; -rib center -bulb type for expansion joints, and i!4°
x 4" and 1;8" x 4" structural steel sheets for construction joints. PVC joint material shall be as manufactured by The
2 04
ADMIXTURES
structure.
Burke Company. or approved equal.
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
or impoundments, or in a position close enough thereto, to be washed away by high water orrunoff.
END OF SECTION
workability, plasticity or rate of curing of the concrete.
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.
Do not disturb lands or waters outside the limits of construction as staked, except as authorized
B.
Water from any source other than a municipal water supply shall be shown by test to comply with
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.
NOTICE TO DRAWING HOLDER
NEEL-SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE
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.
REVISIONS
NO. I DATE I BY DESCRIPTION
DRAWING
INFORMATION
N-S PROJECT
NO.:
FILENAME:
SCALE:
SURVEYED BY:
DSGN:
DATE:
DRWN:
DATE:
CHKD:
DATE:
QA/QC:
DATE:
104-4 Materials for Temporary Erosion Control.
The Engineer will not require testing of materials used in construction of temporary erosion
El
CITY OF SEBASTIAN 'I' NEEL-SCHAFFER'
� IN'C.
DAVIS STREET BAFFLE BOX 115 East Indiana AvenueDeland, FI 32724
PH: (386)740-7707 / FAX: (386)734-4884
SEAL:
PROJECT SPECIFICATIONS
01 u C
DRAWING NUMBER:
C-5
Obtain the Engineer's approval of the erosion control plan.
Do not begin construction activities until the erosion control plan
receives written approval from the Engineer.
(C) Projects authorized by permitting agencies other than the
Water Management Districts or projects for which no permits
are required require the following: The Engineer will review and
approve the Contractor's erosion control plan. Do not begin
construction activities until the erosion control plan
receives written approval from the Engineer. Comply with the approved erosion control plan
1.04-6 Construction Requirements.
1.04-6.1 Limitation of Exposure of Erodible Earth: The Engineer may limit the surface areas of
unprotected erodible earth exposed by the construction operation and may direct the Contractor to
provide erosion or pollution control measures to prevent contamination of any river, stream, lake,
tidal waters, reservoir, canal, or other water impoundments or to prevent detrimental effects on
property outside the project right -of --way or damage to the project. Limit the area in which
excavation and filling operations are being performed so that it does not exceed the capacity to
keep the finish grading, grassing, sodding, and other such permanent erosion control measures
current in accordance with the accepted schedule.
Do not allow the surface area of erodible earth that clearing and grubbing operations or
2 2
excavation and filling operations expose to exceed 750,000 ft [70,000 m ] without specific prior
approval by the Engineer. `11} s limitation applies separately to clearing and grubbing operations
and excavation and filling operations.
'Me Engineer may increase or decrease the amount of surface area the Contractor may expose
at any one time.
104-6.2 lneorporation of Erosion Control Features: Incorporate permanent erosion control
features into the project at the earliest practical time. Use approved temporary erosion control
features to correct conditions that develop during construction which were not foreseen at the
time of design, to control erosion prior to the time it is practical to construct permanent control
features, or to provide immediate temporary control of erosion that develops during normal
construction operations, which are not associated with permanent erosion control features on the
project.
The Engineer may authorize temporary erosion control features when Topsoil is specified in the
Contract and the limited availability of that material from the grading operations will prevent
scheduled progress of the work or damage the permanent erosion control features.
1.04-6.3 Scheduling of Successive Operations: Schedule operations such that the area of
unprotected erodible earth exposed at any one time is not larger than the minimum area
necessary for. efficient construction operations, and the duration of exposure of uncompleted
construction to the elements is as short as practicable.
Schedule and perfonn clearing and grubbing so that grading operations can follow
immediately thereafter. Schedule and perform grading operations so that permanent
erosion control features can follow immediately thereafter if conditions on the project
permit.
104-6.4 Details for Temporary Erosion Control Features:
104-6.4.1 General: Use temporary erosion and water pollution control features that consist of,
but are not limited to, temporary grassing, temporary sodding, temporary mulching, sandbagging,
slope drains, sediment basins, sediment checks, berms, baled hay or straw, floating turbidity
barrier, staked turbidity barrier and silt fence. For design details for some of these items, refer to
the Water Quality Section of the Design Standards.
104-6.4.2 Temporary Grassing: The Engineer may designate certain areas of
grassing constructed in accordance with Section 570 as temporary erosion control features. The
Engineer may direct the Contractor to omit permanent type grass seed from grassing and the
reduce the specified rate of spread for fertilizer used in conjunction with grassing operations
when such work is designated as a temporary erosion control feature.
104-6.4.3 Temporary Sod: Furnish and place sod in accordance with Section 575 within areas
designated by the Engineer to temporarily control erosion. If the Engineer determines that the sod
will be of a temporary nature, he may not require fertilizer and lime. Keep the sod in a moist
condition in order to ensure growth. The Department will pay for all required watering under Item
No. 570-9 [2570-9].
104-6.4.4 Temporary Mulching: Furnish and apply a 2 to 4 inch [50 to 100 mm.] thick blanket
of straw or hay mulch to designated areas, then mix or force the mulch into the top 2 inches [50
mm] of the soil in order to temporarily control erosion. Use only undecayed straw or hay which
can readily be cut into the soil and which otherwise complies with 981-3. The Contractor may
substitute other measures for temporary erosion control, such as hydromulehing, chemical
adhesive soil stabilizers, etc., for mulching with straw or hay, if approved by the Engineer. When
beginning permanent grassing operations, plow under temporary mulch materials in conjunction
with preparation of the ground.
104-6.4.5 Sandbagging: Furnish and place sandbags in configurations to control erosion and
siltation.
104-6.4.6 Slope Drains: Construct slope drains in accordance with the details shown in the
plans, the Design Standards, or as may be approved as suitable to adequately perform the
intended function.
1.04-6.4.7 Sediment Basins: Construct sediment basins in accordance with the details shown
in the plans, the Design Standards, or as may be approved as suitable to adequately perform
the intended function. Clean out sediment basins as necessary in accordance with the plans or
as directed.
104-6.4.8 Berms: Construct temporary earth berms to divert the flow of water from an
erodible surface.
104-6.4.9 Baled Hay or Straw: Provide bales having minimum dimensions of 14 by 18 by 36
inches [350 by 450 by 900 mm], at the time of placement. Construct baled hay or straw darns to
protect against downstream accumulations of silt. Construct the baled hay or straw dams in
accordance with the details shown in the plans or the Design Standards. Meet the provisions of
981-3.1 for all baled hay or straw.
Place the dam to effectively control silt dispersion under conditions present on this project.
The Contractor may use alternate solutions and usage of materials if approved.
104-6.4.10 Temporary Silt Fences:
104-6.4.10.1 General: Furnish, install, maintain, and remove temporary silt fences, in accordance
with the manufacturer's directions, these Specifications, the details as shown on the plans, and the
Design Standards.
104-6.410.2 Materials and Installation: Use a geotextile fabric made from woven or
nonwoven fabric, meeting the physical requirements of Section 985 according to those
applications for erosion control.
Choose the type and size of posts, wire mesh reinforcement (if required), and method of
installation. Do not use products which have a separate layer of plastic mesh or netting. Provide a
durable and effective temporary silt fence that controls sediment comparable to the Design
Standards, Index No. 102.
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
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.
At sites where exposure to such sensitive areas is prevalent, complete the installation of any
sediment control device prior to the commencement of any earthwork.
After installation of sediment control devices, repair portions of any devices damaged at no
expense to the Department.
Erect temporary silt fence at upland locations across ditchlines and at temporary locations
shown on the plans or approved by the Engineer where continuous construction activities
change the natural contour and drainage runoff. Do not attach temporary silt fence to existing
trees unless approved by the Engineer.
104-6.4.10.3 Inspection and Maintenance: Inspect all temporary silt fences immediately after
each rainfall and at least daily during prolonged rainfall. Immediately correct any deficiencies.
in addition, make a daily review of the location of silt fences in areas where construction
activities have changed the natural contour and drainage runoff to ensure that the silt fences are
properly located for effectiveness. Where deficiencies exist, install additional silt fences as
directed by the Engineer.
Remove sediment deposits when the deposit reaches approximately 1/2 of the volume capacity
of the temporary silt fence or as directed by the Engineer. Dress any sediment deposits
remaining in place after the temporary silt fence is no longer required to conform with the
finished grade, and prepare and seed them in accordance with Section 570.
104-6.4.11 Floating Turbidity Barriers and Staked Turbidity Barriers: Install, maintain,
and remove turbidity barriers to contain turbidity that may occur as the result of dredging,
filling, or other construction activities which may cause turbidity to occur in the waters of the
State. The Contractor may need to deploy turbidity barriers around isolated areas of concern
such as seagrass beds, coral communities, etc. both within as well as outside the right-of-way
limits. The Engineer will identify such areas. Place the barriers prior to the commencement of
any work that could impact the area of concern. Install the barriers in accordance with the
details shown in the plans or as approved by the Engineer. Ensure that the type barrier used and
the deployment and maintenance of the barrier will minimize dispersion of turbid waters from
the construction site. The Engineer may approve alternate methods or materials.
Operate turbidity barriers in such a manner to avoid or minimize the degradation of the water
quality of the surrounding waters.
104-6.4.12 Rock Bags: Furnish and place rock bags to control erosion and siltation. Place the
bags as shown in the plans, the Design Standards or as directed by the Engineer. Use a fabric
material with openings that are clearly visible to minimize clogging yet small enough to prevent
rock loss. Use material of sufficient strength to allow removing and relocating bags without
breakage. The bag size when tilled with rocks shall be approximately 12 by 12 by 4 inch [ 300 by
300 by 100 mm]. Use No. 4 or No. 5 coarse aggregate rock.
104-6.5 Removal of Temporary Erosion Control Features: In general, remove or incorporate
into the soil any temporary erosion control features existing at the time of construction of the
permanent erosion control features in an area of the project in such a manner that no detrimental
effect will result. The Engineer may direct that temporary features be left in place.
104-7 Maintenance of Erosion Control Features.
104-7.1 General: Provide routine maintenance of permanent and temporary erosion control
features, at no expense to the Department, until the project is complete and accepted. If
reconstruction of such erosion control features is necessary due to the Contractor's negligence
or carelessness or, in the case of temporary erosion control features, failure by the Contractor to
install permanent erosion control features as scheduled, the Contractor shall replace such
erosion control features at no expense to the Department. If reconstruction of permanent or
temporary erosion control features is necessary due to factors beyond the control of the
Contractor, the Department will pay for replacement under the appropriate Contract pay item or
items.
Inspect all erosion control features at least once every seven calendar days and within 24 hours
of the end of a storm of 0.25 inches [6 mm] or greater. Maintain all erosion control features as
required in the Stormwater Pollution Prevention Plan and as specified in State and/or Federal
environmental regulatory permits. Use the inspection form provided by the Engineer to report all
inspection findings and to document all corrective actions taken as a result of the inspection.
Sign each inspection report and submit it weekly to the Engineer.
104-7.2 Mowing: The Engineer may direct mowing of areas within the limits of the project. Mow
these designated areas within seven days of receiving such order. Do not mow slopes that are
steeper than three horizontal to one vertical.
104-8 Protection During Suspension of Contract Time.
If it is necessary to suspend the construction operations for any appreciable length of time, shape
the top of the earthwork in such a manner to permit runoff of rainwater, and construct earth berms
along the top edges of embankments to intercept runoff water. Provide temporary slope drains to
carry runoff from cuts and embankments that are in the vicinity of rivers, streams, canals, lakes,
and impoundments. Locate slope drains at intervals of approximately 500 feet [150 m], and
stabilize them by paving or by covering with waterproof materials. Should such preventive
measures fail, immediately take such other action as necessary to effectively prevent erosion and
siltation. The Engineer may direct the Contractor to perform, during such suspensions of
operations, any other erosion control work deemed necessary.
104-9 Method of Measurement.
When separate items for temporary erosion control features are included in the Contract, the
quantities to be paid for will be: (1) the areas, in square yards [square meters], of Artificial
Coverings; (2) the area, in acres [hectares], of Mowing; (3) the volume, in cubic yards [cubic
meters], of Sandbagging, measured in accordance with 530-4.1; (4) the length, in feet [meters], of
Slope Drains (Temporary), measured along the surface of the work constructed; (5) the number of
Sediment Basins acceptably constructed; (6) the number of Sediment Basin Cleanouts acceptably
accomplished; (7) the number of hay or straw bales; (8) the length, in feet [meters], of Floating
Turbidity Barrier; (9) the length, in feet [meters], of Staked Turbidity Barrier; (10) the length, in
feet [meters], of Staked Silt Fence; (11) seeding materials in accordance with Section 570 and
(12)'the number of Rock Bags acceptably placed.
The quantity of floating turbidity barrier, relocated turbidity barrier, staked turbidity barrier, and
staked silt fence to be paid for will be the total length, in feet [meters], furnished, installed, and
accepted at a new location, regardless of whether materials are new or used or relocated from a
previous installation on the project.
104-10 Basis of Payment.
Prices and payments will be Lump Sum compensation for all work specified in this Section,
including construction and routine maintenance of temporary erosion control features and for
mowing. Any additional costs resulting from compliance with the requirements of this Section,
other than construction, routine maintenance, and removal of temporary erosion control features
and mowing, will be included in the Contract unit prices for the item or items to which such costs
are related. The work of Grassing or Sodding designated as a temporary erosion
REVISIONS
DESCRIPTION
DRAWING
INFORMATION
N—S PROJECT
NO.:
FILENAME:
SCALE:
SURVEYED BY:
DSGN:
DATE:
DRWN:
DATE:
CHKD:
DATE:
QA/QC:
DATE:
! F S'1FPlf���!TA,N r rIM �llr`i �T1P1,� 1r_ Irl�;f'li �,� ��,rOx l�')h'��1'11f
Estimated
Item * Quantity Unit Item Description Unit price Extensions
,5q
. ...'AR
i...,Y
og��//ny��ppi or�d ® Permits
MirjbNz c!ion, a4erv,oi i9iz"ciga,/
Gon,-ml r,�.egrrorprni-nts (7 �TQ ?' ,)
2_0
3.0
�.
1.
r,-S
l.. a
Mlairjtenance of Traffic
rnzl^enwiftatitm
4j)
DRAINAGE
$MPi@OVF"nI
NTs
4A
FENFRAL Sri' ear f,, Avo rno_ aioN. c'.014 IRCA..
4.1..1,
200
';Y
Pavement 0A and Patd.4 ilver Dndnaqe yrtem
4JA 2
1.0
,;Y
iipemme and Replace 4' Concrpte ldewailk
4,13
1
iS
Pernovral of Exi ing Storm Drain Npe, Rip dap
End W39, Concrete Struts. rp
4A A
1
LS
General Site Earthwork
l.zr
1
us
Water Meter and Water Mian l ovation
4.1.6
641
;j
I r'U_rvniSh and rnstali «idewalk l andraril
4,1„7
11
B s
'T:r4T.s?'.m °,0ntro1\PoiiUflf)i P'Gevention
4.2
DRAJ AGF
Y
E=,MP
4.2.1
"pit
t.F
Ira'Mirht and 1nstoll ..9" x r rRCP S$,tormd 111"
4.2.2;
200
LF
':_-urnlsh and lnstaH 24" RCP Storm Pipe
4,2,3
3
lrA
-W`n b and 1ntaH FOOT Endwall for 29" x 45" l4 C .:l' `�s�.'ran" Npe
4.."..
3
rA
°�,,v-rrish and rnstaali 6=i;3t_1. Fridwall for 24" RCP Stoma ,;Ipe
4 ..'5
1.
EA
!-um,rsh and lnstali Nutrient Separating Baffle box
{ ar!el. M3SR136 814- 4)
OAl TiA K Rv1t1) .
CITY OF SEBASTIAN
DAVIS STREET BAFFLE BOX
SEAL:
0
a
d
10L NEEL-SCHAF
115 East Indiana Avenue
Deland, FI 32724
PH: (386)740-7707 / FAX: (386)734-4884
PROJECT S
ENGINEER'S
WORKING NUMBER:
N
=i
ECIFICATIONS
id
'.'.'OST ESTIMATE
DRAWING NUMBER:
G-6
12
`.
�
�
North
0 /O 20
HORIZONTAL SCALE
/" == /(7~
NOTICE TO DRAWING I-JOLDER
REVISIONS
DRAWING INFORMATION
NO.
DATE
BY
DESCRIPTION
N-S PROJECT NO.: 00.05659.001
NEE[-SCHAFFER, INC., HEREINAFTER REFERRED TO AS THE
ENGINEER HAS PREPARED AND FURNISHED THIS DRAWING TO THE
OWNER FOR USE ON THIS PROJECT ONLY. THIS DRAWING SHOULD
SCALE: AS SHOWN
NOT BE USED ON EXTENSIONS OF THIS PROJECT DR ON ANY OTHER
PROJECT. ANY REUSE OF THIS DRAWING, WITHOUT WRITTEN
SURVEYED BY:
VERIFICATION OR ADAPT|ON BY THE ENGINEER, SHALL BE AT THE
REUSER`S SOLE RISK AND THE REUSER SHALL INDEMNIFY AND HOLD
HARMLESS THE ENGINEER FROM ALL CLAIMS, DAWAGES, LOSSES AND
EXPENSES' INCLUDING ATTORNEY^S FEES ARISING OUT OF OR
8 /
|3105
|DIc|
PL/4/V SL8MIT7A/ TO [J7y Of- SEHASTIAN
QA/QC:
DATE:
RESULTING THEREFROM.
[--� /\ �
DAVIS -�-` | �-� �- �- \ BAFFLE
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STREET / ` �_- �_- / �_^ ' ` . . �-_`_-_
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lqmkl I I
EXISTING CONDITIONS
115 East Indiana Avenue
Deland, FI 32724 WORKING NUMBER: DRAWING NUMBER:
I - EXISTING BASS:
WIDTH A
90 ~ _North
0 10 20
HORIZONTAL SCALD
1" = 10'
NOTICE TO QPAWING HOLDER
tgEEL-SCHAFFER, INC.,HLRLINAf ILR RLI I RRLD -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
NOr 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 'THFIRF-FROM
REVISIONS
DESCRIPTION
1 0.3105 DJF I PLAN S'1JRM1 TTAL TO Cl TY OF SEBASTIAN
4 SURFACE RESTORATION
O MAX. 2% SLOPE T MECHANICALLY
THICKENED EDGE SAW EXIST. P V'T.
B"IIIII� �--�--__— a
O
�0:
O 5s
fNOTES: SEE NOTE 5-
0 1. CONTROL JOINTS SHALL BE SPACED AT 5 FOOT
rINTERVALS AND 1 /4" THE DEPTH OF THE CONCRETE.
O W
2. EXPANSION JOINTS (NOT WOOD), EXTENDING TO THE FULL a
DEPTH OF CONCRETE, SHALL BE PLACED AT A MAXIMUM >
O OF 20 FEET, AT DRIVEWAYS, SIDEWALKS/BIKEPATHS,
N
6"
MIN
REPLACEMENT LIMEROCK BASE
INTERSECTIONS, ALL INLETS, ALL RADIUS POINTS, AND AT 4" MAX. LAYERS \ '
ALL POINTS WHEN OPERATIONS CEASE FOR A AT 98% COMPACTION ° °o ;0k
i o � MAX. WATER LEVEL
CONSIDERABLE LENGTH OF TIME (SUCH AS THE END OF ° °°o°0000000\�\! ALLOWABLE DURING
. I . . . fTHE DAY's RUN, ETC.) 4„ 0 CO 00°000o g a a,00 0 CONSTRUCTION
SF
iF
-� 3. CONCRETE TO BE REINFORCED W/6"x6" WIRE MESH AND „ -�'
i REACH A MINIMUM OF 3000 P.S.I. AT 28 DAYS. 3/4 DIA. BEDDING ROCK WHERE UNDISTURBED SOIL
! I EXCAVATION CONDITIONS REQUIRE _ 12" PIPE 12"
REMOVE ALL EXISTING STORMV
SAWCUT 'AND REPAIR ----
PIPE AND STRUCTURES IN THISPAVEMENT PER DETAIL
AREA UNLESS OTHERWISE NOTEDTHIS SHEET
\ SAWCUT AND REPAIR
SI EWALK PER DETAIL
N 20000.0000 20021.2232 HIS SHEET
E 5000.0000 5023.0690 \
EL.=4.92muftwoms
ONST. CONCRETE ENDWALL ,
PER F.D.O.T. INDEX #250
SITE BENCHMARK �' - - - --/ INSTALL FLOATING TURBIDITY
5/8" IRON ROD INV.= (-1.00) BARRIERS PER FDOT INDEX
#102
DRAWING
INFORMATION
N-S PROJECT
NO.: 00, 05659.001
FILENAME:
SCALE: AS SHOWN
SURVEYED BY:
DSGN: DJF
DATE: .3105
DRWN: DJF
DATE: 3/05
CHKD:
DATE:
QA/QC:
DATE:
DAVIS STREET BAFFLE
•
CITY OF SEBASTIAN,
FLORIDA
SEAL:
U.U.
TRENCH WIDTH
(W)
PAVEMENT CUT AND PATCH DETAIL
1. WHERE SOIL CONDITIONS CAN NOT BE MAINTAINED AS SHOWN
ABOVE, PROVIDE AP ROVED 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 PPED & 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 COMP CTION NOT ALLOWED BELOW THIS LEVEL.
6. EIGHT INCHES (8") OF HIGH EARLY -STRENGTH CONCRETE MAY BE
SUBSTITUTED FOR L MEROCK UPON APPROVAL BY CITY ENGINEER.
PAVEMENT CUT AND PATCH
NTS
10" (�
3" 4" I
2—#4 Bar r I
x
I --
OD
N
+
0`
0
U
5'
I
�fan`3�f10� S,aP�<'r
FfOn
16 "
4
113 I I 4"
II
Const. Joint Permitted
(Keyway & Dowels Required —
Dowels #4 Bars, 18" With
9" Embedment 0 12" Ctrs
For Bar Grade And
E Payment See Note 3.)
r,
STRAIGHT
N.T.S.
III_ NEEL-SCHAFFEI ;. I N C.
115 East Indiana Avenue
Deland, FI 32724
PH: (386)740-7707 / FAX: (386)734-4884
VIEW (ENLARGED)
C
G G
D or Spa D or Span
I
D or Spar)
II I I
1
6" t—
FRONT VIEW
TOP VIEW
3'-6"
rI
1
d
Const. Joint Permitted
See End View
(Enlarged)
ONCRETE ENDWALL
DRAINAGE
IMPROVEMENTS
PLAN
WORKING NUMBER:
DRAWING NUMBER:
C2
V
TOP EL. —5.00±
INV. EL.-.—(-0.50)
NOTICE TO DRAWIN.Q. HOLDER
NEED-SCHAFFER, INC_ HEREINAFTER REFERRED TO AS THE
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.
� L-J r--J -T F� E::- E:- -I- E:- C H I-,Q (:::) / O (:3 / E:- •�
FLOW, TREATMENT, & BYPASS SPECIFICATIONS FOR THE
BIOMASS SEPARATING BASKET
l.Treatable
Flow Area of Bio-mass
Separating
Basket With No Blockage.
2.Treatable
Flow Area of Bio-mass
Separating
Basket With 25%
Blockage.
3.Treatable
Flow Area of Bio-mass
Separating
Basket With 50%
Blockage.
4.1-reatable
Flow Area of Bio-mass
Separating
Basket With 75%
Blockage.
BA SKEET STORAGE - 15J CU. FT
69.9 SQ.FT
52.4 SO. FT
M CD LD � I
N
34.9 SQ.FT FLOW
17.4 SQ. FT
2 4)' RCP
(5.6 YDS.)) J EA.
SEDIEMEN T S TORA GE
Lower Fror)t Chamber 120 CU. FT
Lower Middle Chamber 175 CU. FT
Lower Rear Chamber 120 CU. FT
TO TA L 365 CU. FT
36 " X 60" HATCHES
Suntree Technologies Inc. PA TEN TED
-7T
TO 12 GRAVEL
BEDDING FOR LEVELI
REAR VIEW
N01-ES: 1.
CONCRETE 28 DAY
COMPRESSIVE
SFRENGTH fc==5,000
PSI.
2.
REINF-ORCING:ASTM
A-615,
GRADE 60.
3.
SUPPORTS AN H2O
LOADING AS
INDICATED BY AASHTO.
4.
JOINT SEALANT: BUTYL
RUBBER
SS—S-00210
5.
ALL WALLS, TOP +
BOTTOM
ARE 8" THICK.
NO, I DATE I BY
REVISIONS
DESCRIPTION
HINGED BOTTOMS
(13.5 YDS.)
Suntree Technologies Inc.
798 Clearlake Road, Cacao, Florida 32922
PH: 321-637-7552 Fox. 321-637— 7554
12
TO 12 GRAVEL BEDDING FOR L EVEL IN * G .
LEFT END VIEW
STATIC WATER LEVEL
TREATMENT FOR 90% REMOVAL EFFICIENCY
IS 32 CUBIC FEET PER SECOND.
DRAWING
INFORMATION
N—S PROJECT
NO.: 00,05659,001
FILENAME:
SCALE: AS SHOWN
SURVEYED BY:
DSGN: Dlf-
DATE: J105
DRWN: DJF
DATE: J105
CHKD:
DATE:
OA/QC:
DATE:
Ll
r'-J CD - r� .� E3 E3 � — 7 -4- — 7 7 CD
k-.11 Q-./ --) I l-/ IV/
SCREEN 5 YS TEM
PLAN VIEW
-44 112
.10 96
PA TEN TED
6 TO 12 GRAVEL BEDDING FOR LEVELING
8
184
FRONT VIEW
SUNTREETE-CHNOLOGIES, INC.
-798 CLE-ARLAKE- RD. SUITE- #2
COCOA, F-L. 32922
NUTRIENT SEPARATING BAFFLE BOX
MODE-L NO.1\VSE3E3 8-14-110
DAVIS STREET BAFFLE
BOX
CITY OF SEBASTIAN,
FLORIDA
RIGHT END VIEW
Nnh, INEEL— S'CHAFFLM INC,
115 East Indiana Avenue
Deland, Fl 32724
PH: (386)740-7707 / FAX: (386)734-4884
SEAL:
TOP EL. =5.00±
we
INV. EL.-(-0.50)
k-p> C) m L-,-(
'-"S 4C 0A,6C.
BAFFLE BOX
DETAILS
WORKING NUMBER:
DRAWING NUMBER:
CD- 1