HomeMy WebLinkAboutPlans & Specifications
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MEDICAL
DRIVE
SHOPS
THE PROPOSED SITE IS LOCATED AT 154 MEDICAL DRIVE, CARMEL, INDIANA
(39'57'32"N & 86'07'26"W W6584/NAD83). THE PROJECT CONSISTS OF CONSTRUCTION OF
A COMMERCIAL BUILDING THAT WILL PROVIDE SPACE FOR GENERAL OFFICES, PROFESSIONAL OFFICES
AND RETAIL SALES & GENERAL SERVICES. THE SITE IS BOUNDED BY MEDICAL DRIVE TO THE SOUTH,
A DAY CARE FACILITY TO THE WEST, A RACQUET CLUB TO THE NORTH AND A PRESCHOOL TO THE EAST.
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PROJECT LOCATION 0 roc i ri
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E. 116 TH STREET
E. 116TH STREET
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CERllFIED
PLANS PREPARED FOR:
CITY OF CARMEL
DEPARTMENT OF COMMUNITY SERVICES
ONE .CIVlC SQUARE
CARMEL, INDIANA 46032
PLAN S PREPARED BY:
VS ENGINEERING, INC.
4275 North High 8choolRood Indlanapol", Indiana 48254
...rovo.nglnoerlng.com www....ngln_ng.com
Phon.: (317) ~542 Fox: (317) 293-4n7
BHAGWAN C. PAllEL P.E.
INDIANA REG. NO. 16003
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GENERAL NOTES
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1. THE CONTRACTOR SHALL CLEAN ALL DIRT AND DEBRIS FROM MEDICAL
DRIVE DAILY OR MORE TO STAY IN COMPLIANCE WITH CITY OF CARMEL
ORDINANCES.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING OR VERIFYING THAT ALL
PERMITS AND APPROVALS ARE OBTAINED FROM THE RESPECTIVE CITY, COUNTY, STATE
AND FEDERAL AGENCIES PRIOR TO STARTING ANY CONSTRUCTION.
3. CONTRACTOR SHALL ASSUME RESPONSIBILITY FOR ALL EXISTING UTILITIES AND
PIPING WITHIN HIS SITE LIMITS WHETHER ABOVE OR BELOW GROUND. HE SHALL
NOTIFY AND COORDINATE, IN WRITING, HIS CONSTRUCTION ACTIVITIES WITH
RESPECTIVE UTILITY COMPANIES OR OWNERS AND SHALL OBTAIN NECESSARY PERMITS
OR APPROVALS.
4. IT SHALL BE CONTRACTOR'S REPONSIBILlTY TO MAINTAIN IN SERVICE ALL
EXISTING UTILITIES AND PIPING ENCOUNTERED DURING CONSTRUCTION.
5. LOCATIONS, INVERT ELEVATIONS AND DIMENSIONS OF EXISTING UTILITIES,
SEWERS, AND STRUCTURES, SHOWN ON DRAWINGS ARE APPROXIMATE AND FOR
REFERENCE ONLY. CONTRACTORS SHALL ASSUME RESPONSIBILITY FOR ALL
UTILITIES AND SEWERS AND SHALL VERIFY EXACT LOCATIONS, ELEVATIONS
AND DIMENSIONS IN FIELD PRIOR TO ANY CONSTRUCTION. HE SHALL NOTIFY
THE ENGINEER, IN WRITING, OF ANY DISCREPANCIES FOUND IN THE FIELD
AND THE ENGINEER SHALL FURNISH FULL INSTRUCTIONS IF ANY CHANGES
REQUIRED.
6. CONTRACTOR SHALL PROVIDE PROTECTION OF ALL EXISTING UTILITIES
AND PIPING, IF NECESSARY, AND COORDINATE UTLlTY PROTECTION WITH
RESPECTIVE UTILITY COMPANIES OR OWNERS.
7. THE WORK UNDER THIS CONTRACT REQUIRES COORDINATION BETWEEN THE
CONTRACTOR, OTHER CONTRACTORS AND UTILITY COMPANIES FOR PRESENT AND
ADDITIONAL WORK TO BE AWARDED BY THE OWNER FOR THIS PROJECT. THE
CONTRACTOR SHALL FULLY COOPERATE WITH SUCH OTHER CONTRACTORS AND
UTILITY AUTHORITIES AND SHALL COORDINATE HIS WORK IN SUCH A MANNER
THAT THE WORK MUTUALLY INVOLVING OR AFFECTING THIS PROJECT WILL BE
PERFORMED WITHOUT EXCESSIVE DELAYS OR INTERFERENCES.
8. THE CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS PRIOR TO THE
START OF WORK AND REPORT ANY VARIATIONS TO THE CONSTRUCTION
MANAGER.
9. ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH ALL APPLICABLE
CODES, SPECIFICATIONS, LOCAL ORDINANCES, INDUSTRY STANDARDS AND
UTlLTY COMPANY REGULATIONS.
10. ANY TREES, HEDGES, BUSHES, SHRUBS, ETC. REMOVED WHICH ARE NOT
DIRECTED BY THE OWNER OR ENGINEER FOR REMOVAL SHALL BE REPLACED IN
KIND BY THE CONTRACTOR, AT HIS OWN EXPENSE, TO THE SATISFACTION OF
THE OWNER.
11. THE MINIMUM COVER FOR ALL WATER AND FIRE PROTECTION MAINS SHALL
BE 5 FEET MEASURED FROM THE FINAL FINISHED GRADE TO THE CROWN OF
THE PIPE TO CLEAR THE CROSSING UTILITIES. THE CONTRACTOR MAY USE
EITHER OF THE FOLLOWING METHODS TO ACHIEVE THE REQUIRED VERTICAL
ALIGNMENT AND SHALL ASSURE THE PASSAGE OF BOTH THE PRESSURE TEST
AND THE LEAKAGE TEST. SHOP DRAWINGS OF ALIGNMENTS AND REACTION
BACKING SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL
A. WHEN USING THE VERTICAL BEND METHOD TO CROSS THE
UTILITIES, THRUST BLOCKS SHALL BE PROVIDED AS SHOWN, OR
DIRECTED BY THE ENGINEER.
B. WHEN USING THE JOINT DEFLECTION METHOD TO CROSS THE
UTILITIES, THE DEFELCTlON ANGEL PER JOINT SHALL BE LIMITED
TO 4 DEGREES FOR PIPE DIAMETERS FROM 4 THROUGH 12 INCHES.
12. THE HORIZONTAL SEPARATION BETWEEN SEWERS AND POTABLE WATER MAINS
SHALL BE AT LEAST 10 FEET AND VERTICAL SEPARATION SHALL BE SUCH THAT
THE TOP OF THE SEWER IS AT LEAST 18 INCHES BELOW THE BOTTOM OF THE WATER
MAIN. THE CONTRACTOR SHALL NOTIFY THE ENGINEER, IN WRITING, IF THESE
CRITERIA CAN NOT BE MET AND THE ENGINEER SHALL FURNISH FULL INSTRUCTIONS
IF ANY CHANGES ARE REQUIRED.
13. THE MATERIALS AND WORKMANSHIP FOR ALL PRECAST MANHOLES, INLETS AND
CATCH BASINS SHALL CONFORM TO ASTM C-478 AND JOINTS BETWEEN SECTIONS OF
PRECAST UNITS SHALL CONFORM TO ASTM C-443. OTHER TYPES OF JOINTS
MAY BE USED IF APPROVED BY THE ENGINEER. ALL MANHOLES SHALL BE COATED
ACCORDING TO CITY OF CARMEL STANDARDS.
14. THE MATERIALS AND WORKMANSHIP FOR PIPES SHALL MEET THE FOLLOWING
STANDARDS:
A. SANITARY SEWERS: FOR PIPE DIAMETERS 15 INCHES OR LESS, THE
PIPE SHALL BE POLYVINYL CHLORIDE (PVC) IN ACCORDANCE WITH
ASTM 0-3034, WITH FLEXIBLE GASKETED JOINTS IN ACCORDANCE
WITH MANUFACTURER'S RECOMMENDATIONS AND ASTM 0-3212.
B. STORM SEWERS: FOR PIPE DIAMETERS LESS THAN 12 INCHES, THE
PIPE SHALL BE PVC AS DESCRIBED ABOVE. FOR PIPE DIAMETERS
12 INCHES OR GREATER, THE PIPE SHALL BE REINFORCED CONCRETE
PIPE (RCP) IN ACCORDANCE WITH ASTM C- 76, CLASS III, WALL B.
JOINTS SHALL BE SEALED USING RUBBER GASKETS IN ACCORDANCE
WITH ASTM C-443. OTHER TYPES OF JOINTS MAY BE USED IF
APPROVED BY THE ENGINEER.
C. UNDERDRAINS SHALL BE IN ACCORDANCE WITH ALL APPLICABLE PROVISIONS
OF SECTION 718 OF THE INDOT STANDARD SPECIFICATIONS.
D. WATER AND FIRE PROTECTION MAINS SHALL BE DUCTILE IRON (0.1.) IN
ACCORDANCE WITH ANSI A21.51 (AWWA STANDARD C151), WITH A MINIMUM
WORKING PRESSURE OF 150 PSI PLUS 100 PSI SURGE AND SAFETY FACTOR
OF 2. MINIMUM THICKNESS CLASS SHALL BE 52 FOR ALL SIZES. THE
PIPE JOINTS SHALL BE PUSH-ON TYPE, MEETING REQUIREMENTS OF
ANSI/AWWA C111/A21.11.
15. FOR EXACT LOCATIONS, DIMENSIONS AND ELEVATIONS OF BUILDING SERVICE LINES
SUCH AS SANITARY SERVICE, ROOF (STORM) DRAINS, WATER 'AND FIRE PROTECTION
SERVICE, ETC., SEE PLUMBING DRAWINGS. LOCATIONS AND DIMENSIONS SHOWN ON
THE UTILITY PLAN ARE FOR CONTRACTOR'S REFERENCE ONLY.
16. THE CONTRACTOR SHALL CAP ALL SANITARY, STORM, WATER AND FIRE PROTECTION
LINES 5 FEET FROM THE BUILDING FACE AND MARK WITH FLAGGING AS SHOWN ON
THE DETAIL SHEET.
17. THE FILL OR BACKFILL MATERIAL TO BE USED FOR THIS WORK SHALL BE CLEAN
GRANULAR MATERIAL ("B" BORROW) AS SHOWN ON THE DRAWINGS, AND IN
ACCORDANCE WITH SECTION 211 OF THE INDOT STANDARD SPECIFICATIONS.
18. ALL CURB RADII SHOWN ON SITE PLAN ARE AT THE FRONT FACE OF CURB OR
EDGE OF PAVEMENT.
19. ALL EXISTING FEATURES SUCH AS STREET SIGNS, REGULATORY SIGNS, TRAFFIC
SIGNS AND SIGNALS, LIGHT POLES, PLANTERS. FIRE HYDRANTS, ETC. SHALL
REMAIN IN PLACE. ANY SUCH DAMAGED ITEM(S) SHALL BE REPAIRED OR
REPLACED BY THE CONTRACTOR AT HIS OWN EXPENSE.
20. THE CONTRACTOR SHALL MAINTAIN AT LEAST ONE LANE OPEN TO TRAFFIC AT ALL
TIMES WITH APPROPRIATE APPROVAL FOR SUCH LANE RESTRICTIONS BEING OBTAINED
BY THE "BOARD OF PUBLIC WORKS AND SAFETY".
21. ALL UNPAVED DISTURBED AREAS SHALL BE SEEDED IN ACCORDANCE WITH SECTION
621 OF THE INDOT STANDARD SPECIFICATION'S.
22. NO EARTH DISTURBING ACTIVITY SHALL COMMENCE WITHOUT A PROPER STORM WATER
MANAGEMENT PERMIT BEING ISSUED.
23. NO WORK IN THE RIGHT-OF-WAY SHALL COMMENCE WITHOUT A PROPER RIGHT-OF-WAY
PERMIT BEING ISSUED.
24. THERE SHALL BE NO WATER VALVES OR MANHOLES WITHIN THE PAVEMENT, CURBS,
SIDEWALKS OR ASPHALT PATHS OF THE RIGHT-OF-WAY.
25. ANY CURBING, SIDEWALK, SUBSURFACE DRAIN. AND/OR ASPHALT DAMAGED DURING
CONSTRUCTION THAT IS NOT DETAILED IN THESE PLANS SHALL BE REPLACED AT
THE CONTRACTOR'S EXPENSE.
DESIGN BY:
NRJ
TEB
SBP
GENERAL NOTES AND INDEX
DRAWN BY:
CHECKED BY:
UTILITIES
UNDERGROUND UTILITY LOCATIONS
HOTLINE: 1-800-382-5544
WATER/SEWER
CITY OF CARMEL UTILITIES
A TTN: JOHN DUFFY
317-571-2443
760 3RD AVE. SW
CARMEL, IN. 46032
ELECTRIC
INDIANAPOLIS POWER & LIGHT
ATTN.: JANET SNODGRASS
317-261-8617
1230 W. MORRIS ST.
INDIANAPOLIS, IN 46221
GAS
VECTREN ENERGY
ATTN.: MARTY FREDERICK
812-491-4765
1 NORTH MAIN ST.
EVANSVILLE, IN 47702
PHONE
AT&T INDIANA
ATTN.: SCOTT OSTERMEIR
317-968-6017
240 N. MERIDIAN ST. ROOM 225
INDIANAPOLIS, IN 46204
CABLE
BRIGHT HOUSE NETWORK
ATTN.: JEFF FAlMER
317-632-9077
3030 ROOSEVEL T AVE.
INDIANAPOLIS, IN 46218
HOLEY MOLEY SAYS
.. DON'T
DIG
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"IT'S THE LAW"
CAll. 2 WlIRKtNG DA'IS BEFORE '/W DIG
1-800-382-5544
APPROVEO BY:
BCP
MEDICAL DRIVE SHOPS
SITEWORK
DRAWINGS INDEX
Cl.0
C2.0
C3.0 - C8.0
C9.0
C10.0
Cll.0
C12.0
C13.0
C14.0
C15.0 - C18.0
C19.0 - C24.0
C25.0
C26.0 - C28.0
C29.0 - C30.0
C31.0
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GENERAL NOTES & INDEX
RULE 5 INDEX
SPECIFICATIONS
TOPOGRAPHIC SURVEY
DEMOLITION PLAN
EROSION CONTROL PLAN
LAYOUT PLAN
GRADING PLAN
STORM SEWER LAYOUT PLAN
STORM SEWER PLAN AND PROFILES
DETENTION SYSTEM DETAILS
RETAINING WALL DETAILS
STORM STRUCTURE DETAILS
MISCELLANEOUS DETAILS
CONCRETE CURB RAMP DETAILS
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SCALE:
HOR.: NA
VER.: NA
DA TE: 8/28/06
PROJECT NO.
06-2366
DRAWING NO.
C1.0
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REVISIONS
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-1[1] TEL. (317) 293-3542 FAX: (317) 293-4737
BASIC ELEMENTS
Al PLAN INDEX PROVIDED BELOW
A2 11 X 17 INCH PLAT SHOWING BUILDING LOT NUMBERS/BOUNDARIES AND ROAD LAYOUT NAMES IS
PROVIDED ON PLAN SHEET C9.0.
AJ THIS PROJECT WILL CONSIST OF A COMMERCIAL DEVELOPMENT THAT WILL HAVE THE FOLLOWING
USES: OFFICE GENERAl, PROFESSIONAL OFFICE, RETAIL SALES/GENERAL SERVICE.
Ai VICINITY MAP IS SHOWN ON TITLE SHEET OF THESE PLANS
Al2 THE LEGAL DESCRIPTION CAN BE FOUND IN THE REPORT WHICH IS BEING SUBMITTED WITH THESE
PLANS. THE LATITUDE AND LONGITUDE FOR THIS SITE CAN BE FOUND IN THE NOI LETTER WHICH
IS PROVIDED SEPARATELY IN THE REPORT BEING SUBMITTED WITH THESE PLANS
All LOCATION OF ALL LOTS AND PROPOSED SITE IMPROVEMENTS CAN BE FOUND ON SHEETS Cl0.0
TO C25.0 OF THESE PLANS.
A1 HYDROLOGIC UNIT CODE: 05120201090040
Aa NOTATION OF ANY STATE OR FEDERAL WATER QUALITY PERMITS: NONE
AS THE RUNOFF FOR THE PARKING LOT AND AND BUILDING AREAS WILL BE DETAINED USING AN
UNDERGROUND STORAGE SYSTEM. AND THEN WILL DISCHARGE INTO THE CITY OF CARMEL'S STORM
SEWER SYSTEM. RUNOFF FLOWING ONTO THE PROJECT SITE FROM THE NEIGHBORING PROPERTY
TO THE NORTH WILL DIRECT DISCHARGE INTO THE THE CITY OF CARMEL'S STORM SEWER SYSTEM.
RUNOFF FLOWING ONTO THE PROJECT SITE FROM THE NEIGHBORING PROPERTIES TO THE EAST &
WEST WILL BE ROUTED THROUGH THE UNDERGROUND STORAGE SYSTEM.
A1ll THERE ARE NO WETLANDS, LAKES, AND/OR WATER COURSES ON OR IMMEDIATELY ADJACENT TO
THE SITE.
Al.J RECEIVING WATERS: CARMEL CREEK
ill POTENTIAL DISCHARGES TO GROUNDWATER: NONE
AU 100 YR FLOOPLAINS. FLOODWAYS, AND FLOODWAY FRINGES: THIS LOT LIES ENTIRELY IN FLOOD
HAZARD ZONE X AS SCALED FROM THE FLOOD INSURANCE RATE MAP (FIRM) FOR HAMILTON
COUNTY. INDIANA. COMMUNITY NAME CITY OF CARMEL. COMMUNITY NUMBER 180081. PANEL
NUMBER 0228 F, DATED FEBRUARY 19, 2003. THE FLOOD WAY MAP IS ALSO SHOWN SEPARATELY
IN THE REPORT BEING SUBMITTED WITH THESE PLANS.
ill PRE-CONSTRUCTION AND POST CONSTRUCTION ESTIMATE OF PEAK DISCHARGE:
PRE -CONSTRUCTION DISCHARGES
Q.l0YEAR = 0.93 CFS
Q.l00YEAR = 2.60 CFS
POST-CONSTRUCTION DISCHARGES
Q,10YEAR = 0.56 CFS
Q.l00YEAR = 1.45 crs
~ THE ADJACENT LANDUSES TO THIS PROJECT SITE INCLUDE, A RACQUET ClUB IMMEDIATELY TO
THE NORTH, A CHILD DAY CAR FACILITY TO THE WEST, AND A PRESCHOOL TO THE EAST.
MEDICAL DRIVE BORDERS THE SOUTH SIDE OF THE SITE. AND AN APARTMENT COMPLEX IS
LOCATED ON THE SOUTH SIDE OF MEDICAL DRIVE.
AJ..a LOCATION AND APPROXIMATE BOUNDARIES OF ALL DISTURBED AREAS: ESSENTIAL Y THE ENTIRE
SITE WILL BE DISTURBED. THIS IS SHOWN ON PLAN SHEETS Cl0.0 TO C25.0.
ill IDENTIFlCIATION OF EXISTING VEGETATIVE COVER: THIS IS SHOWN ON PLAN SHEET C9.0
AJ..a A COpy OF THE GEOTECHNICAL REPORT WHICH INClUDES SOIL DESCRIPTIONS AND LIMITATIONS: IS
INCLUDED IN THE DESIGN SUMMARY REPORT THAT IS BEING SUBMITTED WITH THESE PLANS.
A1i THE LOCATIONS, SIZE AND DIMENSIONS OF THE PROPOSED STORMWA TER SYSTEMS ARE SHOWN ON
SHEETS CH.O TO C29.0 OF THESE PLANS.
A2Q LOCATIONS FOR ANY OFF-SITE CONSTRUCTION ACTIVITIES ASSOCIATED WITH THIS PROJECT ARE
SHOWN ON SHEETS Cl0.0 TO C25.0 OF THESE PLANS.
A21 LOCATIONS OF PROPOSED SOIL STOCKPILES. BORROW AND/OR DISPOSAL AREAS WILL NOT BE
UTILITZED FOR THIS SITE. ALL EXCESS SOIL SHALL BE REMOVED FROM THE SITE IMMEDIATELY.
A22 EXISTING SITE TOPOGRAPHY IS SHOWN ON SHEET C9.0 OF THESE PLANS
A2J PROPOSED FINAL TOPOGRAPHY IS SHOWN ON SHEET C13.0 OF THESE PLANS
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REVISIONS
STORMWA TER POLLUTION PREVENTION PLAN INDEX
CONSTRUCTION COMPONENTS
W EXPECTED POLLUTANTS TO STORM WATER DURING CONSTRUCTION CAN BE. BUT NOT LIMITED TO EXCESS
SEDIMENT, ORGANIC MATERIALS SUCH AS LEAVES AND TWIGS. EXCESS CONCRETE. FUELS. BRAKE DUST,
AND TRASH.
a2 STORMWA TER QUALITY SEQUENCING:
BEFORE ANY GROUND IS BROKEN THE FOLLOWING ITEMS SHALL BE COMPLETED:
1. STABILIZED CONSTRUCTION ENTRANCE (PLAN SHEET Cll.0)
2. SILT FENCE (PLAN SHEET Cll.0)
3. INLET PROTECTION FOR EXISTING INLETS (PLAN SHEET Cll.0)
4. RIPRAP CHECK DAMS (PLAN SHEET Cll.0)
5. ESTABLISH CONSTRUCTION EQUIPMENT STAGING AREAS AS FAR FROM SWALES AS POSSIBLE
6. ESTABLISH ONSITE LOCATION FOR OWNER/OPERATOR/CONTRACTOR PLACEMENT OF APPROVED
PLANS AND RULE 5 NOI AND RULE 5 INSPECTION DOCUMENTS
DURING CONSTRUCTION BEGINS THE FOLLOWING ITEMS SHALL BE FOLLOWED
1. ONCE EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, BEGIN LAND CLEARING
FOLLOWED IMMEDIATELY BY ROUGH GRADING. DO NOT LEAVE LARGE AREAS UNPROTECTED FOR MORE
THAN 15 DAYS. RULE 5 REQUIRES THAT ALL DISTURBED AREAS THAT POTENTIALLY WILL BE IDLE
FOR 15 DAYS OR MORE SHALL BE STABILIZED (SEEDED, MULCHED, ETC.) IMMEDIATELY. THIS SHALL
BE DONE ACCORDANCE WITH INDIANA DEPARTMENT OF TRANSPORTATION SPECIFICATION SECTION 621.
2. UPON FINISH OF ROUGH GRADING, PLACE STORM STRUCTURES THAT ARE LOCATED IN UNPAVED
AREAS. INLET PROTECTION SHALL BE PLACED IN THESE STRUCTURES, AND THE STRUCTURES SHALL
REMAIN INACTIVE UNTIL THE OIL/WATER SEPARATORS AND UNDERGROUND DETENTION SYSTEM ARE
BROUGHT ONLINE. ONCE THESE STORM STRUCTURES ARE PLACED COMPLETE FINAL GRADING OF
SWALES, BERMS, AND COMMON AREAS, AND IMMEDIATELY PLACE EROSION CONTROL BLANKETS AND
SOD. THE FINAL GRADING OF THE BUILDING PAD SHOULD ALSO BE COMPLETED DURING THIS PHASE
SO THAT THE BUILDING MAY BEGIN TO RISE VERTICALLY.
3. INSTALL SANITARY. WATER. GAS, AND ELECTRIC SERVICES.
4. UPON COMPLETION OF THE UTILITY LINES, INSTALL THE UNDERGROUND DETENTION SYSTEM.
UNDER NO CIRCUMSTANCES SHALL ANY STORM WATER ENTER THE UNDERGROUND DETENTION SYSTEM
UNTIL THE OIL/WATER SEPARATORS ARE INSTALLED. ALL FLOW MUST BE ROUTED THROUGH
OIL/WA TER SEPERA TORS BEFORE ENTERING THE UNDERGROUND DETENTION SYSTEM. CONSTRUCTION
EQUIPMENT SHALL NOT BE PLACED ABOVE THE UNDERGROUND DETENTION SYSTEM UNTIL APPROVED
BY A CON TECH REPRESENTITIVE.
5. CONSTRUCT STORM SEWERS LOCATED WITHIN PAVED AREAS. INLET PROTECTION SHALL BE
PLACED OVER NEWLY CONSTRUCTED INLETS IMMEDIATELY. STORM SEWERS THAT FLOW INTO THE
UNDERGROUND DETENTION SYSTEM SHALL BE BROUGHT INTO SERVICE IN SUCH A MANNER THAT ALL
STORM WATER IS ROUTED THROUGH THE OIL/WATER SEPARATORS BEFORE THE FLOW ENTERS THE
UNDERGROUND DETENTION SYSTEM.
6. ONCE ALL STORM SEWERS ARE PLACED CONSTRUCT ALL CURBING, AND PLACE ASPHALT.
BJ STABILIZED CONSTRUCTION ENTRANCES SHALL BE LOCATED ON THE WEST END OF THE PROPERTY AS
SHOWN ON PLAN SHEET Cll.0. CONSTRUCTION DETAILS FOR THE STABILIZED CONSTRUCTION ENTRANCE
CAN BE FOUND ON PLAN SHEET Cll.0. CONSTRUCTION EQUIPMENT SHALL NOT BE PLACED ABOVE THE
UNDERGROUND DETENTION SYSTEM.
Ii! SEDIMENT CONTROL MEASURES FOR SHEET FLOW AREAS CAN BE FOUND ON PLAN SHEET Cll.0.
a5 SEDIMENT CONTROL MEASURES FOR CONCENTRATED FLOW AREAS CAN BE FOUND ON PLAN SHEET Cll.0.
all STORM SEWER INLET PROTECTION MEASURE LOCATIONS AND SPECIFICATIONS CAN BE FOUND ON PLAN
SHEET Cll.0 AND C26.0.
az THERE WILL BE NO RUNOFF CONTROL MEASURES USED IN THIS PROJECT.
aB THERE WILL BE NO STORMWA TER OUTLET PROTECTION USED IN THIS PROJECT. ALL STORMWA TER WILL
ENTER AN ENCLOSED STORM SEWER THAT WILL NOT OUTLET ONTO THE PROJECT SITE.
all GRADE STABILIZATION STRUCTURES WILL NOT BE USED IN THIS PROJECT.
a.t.lJ LOCATIONS, DIMENSIONS, SPECIFICATIONS, AND CONSTRUCTION DETAILS OF EACH STORM WATER QUALITY
MEASURE CAN BE FOUND ON PLAN SHEET Cll.0 AND C26.0.
Illl TEMPORARY SURFACE STABILlZATIONS SHALL BE DONE IN ACCORDANCE WITH INDIANA DEPARTMENT OF
TRANSPORTATION SPECIFICATION SECTION 621. ALL DISTRUBED AREAS THAT REQUIRE TEMPORARY COVER
DURING CONSTRUCTION ACTIVITIES SHALL BE STABILIZED WITH MULCHING ALONE FROM DECEMBER 1 TO
MARCH 14 AND FROM JUNE 16 TO AUGUST 31. SPRING MIX SHALL BE USED FROM MARCH 15 THROUGH
JUNE 15, AND SHALL BE APPLIED AT THE RATE OF 150 LB/ACRE. SPRING MIX SHALL CONSIST OF OATS.
FALL MIX SHALL BE USED FROM SEPTEMBER 1 THROUGH NOVEMBER 30, AND SHALL BE APPLIED AT THE
RATE OF 150 LB/ACRE. FAU MIX SHALL CONSIST OF WINTER WHEAT.
B.1.2 ALL UNPAVED AREAS SHALL BE SODDED ACCORDING TO INDIANA DEPARTMENT OF TRANSPORTATION
SPECIFICATION SECTION 621.
W THE CONTRACTOR SHALL NOTIFY THE INDIANA DEPARTMENT OF ENVIRONMENT MANAGEMENT SPILL
RESPONSE TEAM, AND/OR THE CITY OF CARMEL FIRE DEPARTMENT IF ANY CONTAMINANT INCLUDING, BUT
NOT LIMITED FUEL, EXCESS CONCRETE, HYDRAULIC FLUIDS, OR ANY OTHER HYDROCARBON IS RELEASED
ONTO THE SITE.
IDEM SPILL RESPONSE TEAM
1-317-233-7745 (LOCAL)
1-800-233-7745 (TOLL FREE)
CARMEL FIRE DEPARTMENT
1-317-571-2600 (NON-EMERGENCY)
911 (EMERGENCY)
DESIGN BY:
NRJ
Bli ALL PROPOSED POLLUTION PREVENTION MEASURES SHALL BE INSPECTED FOR DEFlCIENCES
AT LEAST WEEKLY, AND AGAIN WITHIN 24 HOURS OF EVERY RAIN EVENT. THE FOLLOWING
GUIDLlNES SHALL BE FOLLOWED FOR MAINTENING THE POLLUTION PREVENTION MEASURES:
INLET PROTECTION
1. REPLACE FILTER BAGS PER MANUFACTURER'S REQUIREMENTS SO DESIGN FLOW CAN
PASS
2. WHEN DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL CATCH BASIN INSERTS,
CONSTRUCTION MATERIAl, AND SEDIMENT AND DISPOSE OF PROPERLY.
SILT FENCE
1. IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOME
INEFFECTIVE, REPLACE THE AFFECTED PORTION IMMEDIA TEL Y.
2. REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT
ITS LOWEST POINT, OR IS CAUSING THE FABRIC TO BULGE.
3. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEAN OUT.
4. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED. REMOVE THE FENCE
AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE AND STABILIZE.
TEMPORARY SEEDING
1. INSPECT PERIODICALLY AFTER PLANTING TO SEE THAT VEGETATIVE STANDS ARE
ADEQUA TEL Y ESTABLISHED; RE -SEED IF NECESSARY.
2. CHECK FOR EROSION DAMAGE AFTER STORM EVENTS AND REPAIR; RE-SEED AND
MULCH IF NECESSARY.
3. TOP-DRESS FALL SEEDED WHEAT SEEDINGS WITH 50 LBS/ACRE OF NITROGEN IN
FEBRUARY OR MARCH IF NITROGEN DEFICIENCY IS APPARENT.
RIPRAP CHECK DAMS
1. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, INSTALL A RIPRAP LINER IN THAT
PORTION OF THE CHANNEL
2. REMOVE SEDIMENT ACCUMULATED BEHIND EACH DAM AS NEEDED TO MAINTAIN
CHANNEL CAPACITY, TO ALLOW DRAINAGE THROUGH THE DAM, AND TO PREVENT LARGE
FLOWS FROM DISPLACING SEDIMENT.
3. ADD RIPRAP TO THE DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS
SECTION
4. WHEN THE DAMS ARE NO LONGER NEEDED, REMOVE THE ROCK AND STABILIZE
CHANNEL, USING AN EROSION RESISTANT LINING IF NECESSARY.
~ THIS IS NOT APPLICABLE SINCE THERE IS ONLY ONE LOT, AND ALL EROSION AND SEDIMENT
CONTROL SPECIFICATIONS APPLY TO THIS LOT.
POST CONSTRUCTION COMPONENTS
~ POTENTIAL POST-CONSTRUCTION POLLUTANTS ARE, BUT NOT LIMITED TO: OIL, GREASE,
BRAKE DUST, ANTIFREEZE. GASOLINE, DIESEL FUEl, AND DUMPSTER WATER.
C2 THE FOLLOWING POST CONSTRUCTION BMP'S SHALL BE INSTALLED AT THE SAME TIME AS
THE STORM WATER SYSTEM: CATCH BASIN INSERTS & OIL/WATER SEPARATORS. ALL
TEMPORARY EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL SUFFICIENT
VEGETATIVE GROWTH HAS BEEN ESTABLISHED IN EACH AREA TO A POINT WHERE
SEDIMENT/POLLUTANTS WILL NOT ENTER THE STORM WATER SYSTEM, AND CONSTRUCTION
ACTIVITY HAS BEEN COMPLETED. AT THIS POINT ANY CATCH BASIN INSERTS THAT ARE
LOCATED IN STRUCTURES THAT IS ROUTED THROUGH OIL/WATER SEPARATORS MAY BE
REMOVED. ALL OTHER POST-CONSTRUCTION BMP'S SHALL BE CLEANED PER THE
OPERATIONS AND MAINTENANCE MANUAL
CJ SITE AREAS THAT WILL NOT BE FLOWING THROUGH A PAVED AREA WILL HAVE SEDIMENTS
REMOVED BY MEANS OF A CATCH BASIN INSERT. AREAS THAT FLOW THROUGH A PAVED
AREA WILL BE ROUTED THROUGH AN ENClOSED STORM SYSTEM, AND THEN INTO ONE OF
TWO STORMCEPTOR STC 900 OIL/WATER SEPARATORS. THE TWO SEPERATORS WILL ACHIEVE
AN 89% AND 92% TSS REMOVAL RESPECTIVELY.
~ THE LOCATION. DIMENSIONS, AND CONSTRUCTION DETAILS OF EACH STORM WATER QUALITY
MEASURE CAN BE FOUND ON PLAN SHEET C11.0 AND C26.0.
C5 OWNER SHAU PERFORM A DAILY CLEANUP OF PARKING AREA TO PREVENT TRASH FROM
ENTERING STORMWATER SYSTEM. STORM STRUCTRES SHALL BE INSPECTED ON AN ANNUAL
BASIS. AND CLEANED AT LEAST ONE TIME EVERY 5 YEARS.
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SCALE:
HOR.: NA
VER.: NA
DATE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
C2.0
RULE 5 INDEX
~~I ~!N. ~H~C~~~~D~!!~~N~!A 1~5~.
~ [.I] TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY:
TEB
BCP
MEDICAL DRIVE SHOPS
CHECKED BY:
APPROVED BY:
EARTHWORK
EARTHWORK (CONT.)
SANITARY SEWER SYSTEMS (CONT.)
G. Backfilling:
1. Locations not under pavement or within City of Carmel
Right of Way.
These locations shall be backfilled as detailed in the
plan documents.
2. Sewer under pcvement, sidewalk, paved areas and within
Right of Way.
Bedding. Haunching. Initial Backfill:
Bedding. hounching and initial backfili materials.
placement and compaction for water mains, water
service laterals, sanitary mains and sanitary service
laterals shall be In accordance with the standard
practice of the utility that has jurisdiction over the
Installation.
Final Bockfill:
Final backfill for water mains, water service laterals,
sanitary mains and sanitary service laterals under
and within 5-feet of pavement or sidewalk or other
paved areas and for 011 installations within City
right-ot-way shaH be B-Borrow for Structure
Backfill meeting the material requirements of the
IN DOT. The materlol shall be approved by the City
of Carmel Department of Engineering at time of
installotlon. Final backfill sholl be compacted in
6-lnch moximum lifts to not iess thon 95:ll:
Standard Proctor Density for the entire depth of the
materlol placed. The backfill for the top 6-inches of
the excavation below the start of the aggregate
sub-base of the pavement shall be No. 53 Stone
meeting the moterlal requirements of the INDOT and
shall be compacted to not less than 95:ll: Standard
Proctor Density. If the stondard practice of the
utility that has jurisdiction over the Installation has
a more stringent final backfill requirement, the more
stringent requirement shall govern.
H. Infiltration: Furnish necessary equipment to test
sewers for infiltration. Infiltration rates sholl
not exceed the Local Standards. All sanitary sewer
lines upon completion will be required to pass 0 low
pressure air test, unless otherwise directed by the
City of Carmel. Said test shall be conducted
according to NCPI Standard Method and shall
be witnessed by on inspector authorized by
the City of Carmel. Infiltration under test shall
not exceed 100 gallons per inch on inside
diameter of sewer pipe per mile of sewer in 24 hours
and inclusive of all appurtenances within the
section being tested such os manholes, house
connections, etc. All section not meeting this infiltration
standard shall be repaired and retested.
I. Flushing Sewers: Flush all sanitary sewers except
building sewers with water to obtain free flow
through each line. Remove 011 slit and trash from
appurtenances just prior to acceptance of work.
J. Plastic Sewer Pipe Installation: Plastic sewer pipe
shall be installed in accordance with ASTM D2321 per
latest revision, and no plastic pipe sholl exceed a
deflection of 5:ll:.
K. Storm Water Connections: No. roof drains, footing
drains and or surface water drains may be connected
to the sanitary sewer systems, including temporary
connections during construction.
L. Waterline Crossing: The horizontal separation between
sewers and potable water mains shall be at least 10
feet and vertical separation shall be such that the top
of the sewer is at least 18 inches below the bottom
of the water main. The contractor shall notify the
engineer, in writing, if these criteria can not be met.
The engineer shall furnish full instructions If any
changes are requlred.
M. Utilities: It shali be the responsibliity of each
contractor to verify 011 existing utilities and
conditions pertainlng to his phase of the work. It
shall also be the contractors responsibility to
contact the owners of the various utilities before
work is started. The contractor sholl notify in
writing the owners or the engineer of any changes,
errors or omissions found on these plans or in the
field before work Is started or resumed.
N. Service Laterals: Individual fat servIce lines
shall be 6" In diometer and of material equal to
that specified In 2A of this section. Service lines
shall be connected to the main sewer by 0 wye
(or tee branch for connections to main sewers 18" and larger)
at locations shown within the plan documents.
Service lines sholl be extended and capped at a
point 5 feet beyond the right-of-way or one pipe
length for those services on the same side of the
street as the main. Sewer service lines shail be
marked on the curb with red paint and the end of the
line with 0 6' piece of pvc pipe driven into the ground.
O. Reflective Warning Tape: Reflective warning tope shall
be installed 18' above 011 installed pipes.
NRJ
TEB
SBP
BCP
STORM SEWER SYSTEMS
I. SCOPE OF WORK
The work under this section includes 011 storm sewers, storm
water inlets, and related items, Including excavating and
backfilling, necessary to complete the work shown an the
drawings. This section does not include specifications for the
underground detention system or oil/water separators.
II. MATERIALS
A. Storm Sewers:
1. Reinforced concrete sewer pipe shall conform to ASTM
C-76, Closs III, Wall B latest revision with joints
conforming to ASTM C-443 latest revision. Other types
of joints may be used if approved by the engineer.
B. Manholes:
1. Precast reinforced concrete manhole sections and
steps shall conform to ASTM C-478 latest revision.
2. Castings sholl be of uniform quality, free from blow
holes, porosity, hard spots, shrinkage distortion or
other defects. They shall be smooth and weJJ-
cleaned by shotblasting or by some other approved
method. They shall be coated with asphalt paint
which shall result in a smooth coating. Tough and
tenacious when cold, not tacky or brittle. They
shall be gray iron meeting ASTM A-48 iatest
revision.
3. Joints - manhole sections shall be jointed with
rubber type gaskets. The rubber type gaskets shali
meet ASTM C-443 latest revision.
C. SUBDRAINS:
1. Perforated plastic pipe sub drains shall conform to
ASTM D 3034 SDR 35.
III. APPLICATiON
A. Permits and Codes: the intent of this section of
the specifications Is that the contractor's bid on
the work covered herein shall be based upon the
drawings and specifications but that the work shall
comply with all, applicable codes and reguiations as
amended by any waivers. Contractor shall furnish
all bonds necessory to get permits for cuts and
connections to existing sewers.
B. Local Standards: The term "Local Standards" as used
herein means the standards of design and
construction of the respective municipal deportment
or utility company.
C. Existing Improvements: Maintain In operating
condition all active utilities, sewers and other
drains encountered in the sewer installation. Repair
to the satisfaction of the owner any damage to
existing active improvements.
D. Workmonship: To conform to off local state and
national codes and to be approved by 011 local and
state agencies having jurisdiction.
E. Trenching: Lay all pipe in open trenches. except
when install1ng pipe beneath Medical Drive. This pipe
shall be bored in accordance with City of Carmel Standards.
Open the trench sufficiently ahead of pipe-laying to revel any
obstructions. The trench shall be excavated os detailed in the plan
plan documents. Sheet &: brace trench as necessary to
to protect workmen &; adjacent structures. All trenching shall
comply with Occupational Safety and Health Administration
Standards. Keep trenches free from water while
construction is in progress. Under no circumstances
lay pipe or appurtenances In standing water.
Conduct the discharge from trench dewatering to
drains or natural drainage channels.
F. Special Supports: Whenever, in the opinion of
the Engineer, the soil at or below the pipe grade Is
unsuitable for supporting sewers ond appurtenances
specified in this section, such special support, in
addition to those shown or specified. shall be
provided as the Engineer may direct, and the
contract will be adjusted.
G. Backfilling:
1. Locations not under pavement or within City of Carmel
Right of Way.
These locations shall be backfilled as detailed in the
plan documents.
SPEClRCATlONS
SHEET 1 OF 6
MEDICAL DRIVE SHOPS
STORM SEWER SYSTEMS (CONT.)
2. Sewer under pavement, sidewalk, paved areas and within
~Right of Way;
Bedding, Haunching. initiol Backfill:
Bedding and haunching for all reinforced concrete
pipe installations shall be #8 stone meeting the
material requirements of the INDOT. The material
shall be opproved by the City of Carmel Deportment
of Engineering ot time of instollation. Bedding shall
be placed in the trench bottom such that after the
pipe is installed to grade cnd llne, there remains a
4-inch minimum depth of material below the pipe
barrel and 0 minimum of 3-inches below the bell.
For pfpe srzas 66-1nches and larger, the minimum
depth of material below the pipe borrel shali be
6-inches.
Bedding shall be piaced to be uniform as possible.
but shall be loosely placed un compacted material
under the middle third of the pipe prior to
placement of the pipe. If the underlying soils of
the trench bottom ore soft or yielding, the soil sholl
be undercut to such a depth thot when repaired
with 112 stone it will produce a uniform and stable
foundation along the entire length of the pipe.
Haunching shall be compacted in 8-inch maximum
lifts to not less than 90% Standard Proctor Density
for the enUre depth of the material placed. The
backfill shall be brought up evenly on both sides of
the pipe far the full iength of the pipe. Haunchlng
shall extend to the springline of the pipe. Minimum
trench width shall be the outside diameter of the
pipe plus 18-inches.
Final Backfill:
Final backfill for all reinforced concrete pipe
instollations under and within 5-feet of pavement or
sidewalk or other paved areas and for all
installations within City right-of-way sholl be
B-Borrow for Structure Backfill meeting the material
requirements of the INDOT. The materlai shall be
approved by the City of Carmel Department of
Engineering at time of installation. Final backfill
shall be compacted in 6-inch maximum lifts to not
less than 95~ Standard Proctor Density for the
entire depth of the material placed. The backfill for
the top 6-inches of the excavation below the start
of the aggregote sub-base of the pavement shall
be No. 53 Stone meeting the material requirements
of the INDOT and shall be compocted to not less
than 95l1: Standard Proctor Density. Final Backfill
for all reinforced concrete pipe installations greater
than 5-feet from pavement, sidewalk, other paved
areas or the limit of City right-at-way sholl be
clean fill material free of rocks larger than 6-inches
in diameter, frozen lumps of soil, wood or other
extraneous material, compacted in 12-inch maximum
nfts to not less than 90% Standard Proctor Density
for the entire depth of the excavation. The final
6-inches of the excavation shall consist of topsoll.
H. Manhole Inverts: Construct manhole flow channels of
concrete pipe or br1ck, smoothly finished and of
semi-circular section conforming to the inside
diameter of the connecting sewers. Make changes In
slze or grade gradually and changes in direction by
true curves. Provide such channels for all
connecting sewers at each manhole.
I. Subdrains: All subdrains onsite shall be of the
size as shown and shall be placed os shown on the
plans. They sholl be constructed to the grades
placed as shown on the plans. They shall be
constructed to the grades shown. All drains
constructed off site as part of the outlet drain
will be located as shown.
J. Utilities: It shall be the responsibility of each
contractor to verify all existing utilIties and
conditions pertaining to his phase of the work. It
shaH also, be the contractors responsibility to
contact the owners of the vorlous utilities before
work Is started. The contractor shall notify in
writing the owners or the engineer of any changes,
errors or omissions found on these pIons or In the
field before work Is started or resumed.
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SCALE:
HOR.: NA
VER.: NA
DATE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
C3.0
I. SCDPE OF WORK
ViI. SITE GRADING
A. Extent: The work required under this section consists
of all excavating, filling, rough grading end related
items necessary to complete the work indicated on the
drawings and described in the specifications.
A. Grodes: Do all cutting, filling, compacting of
fills and rough grading required to bring entire
project area to subgrade as shown on the drawings.
Undercut open areas 4" for topsoil.
1. In general the items of work to be performed under
this section sholl include clearing and grubbing,
removal. of trees and stumps (where required),
protection of trees to remain, stripping and storage
of topsoil, fill compaction and rough grading of
entire site os indicated on the drawings.
2. Excavated material that is suitable may be used for
fills. All unsuitable material and all surplus
excavated material not required sholl be removed
from the site. The location of dump and length of
haul shall be the 'Contractor's responsibility.
3. Provide and place any additional fill material from
off the site os may be necessary to produce the
grades required. Fill obtained from off site shell
be of kind and quality 05 specified for fills herein
and the source approved by the Owner.
4. the Contractor shall accept the site os he finds it
and shall remove all trash, rubbish and debris from
the site prior to starting excavation.
B. Work not included: The following items ot related work
ore specified and included in other sections of these
specifications.
B. Rough grading: the tolerance for paved areas sholl
not exceed 0.10 feet above established subgrade.
all other areas shalf not exceed 0.10 feet plus or
minus the established grade. Provide roundings at
top and bottom of bonks and other breaks in grade.
All open areas sholl be graded a minimum of 0.5%
and a maximum of 3: 1 slope.
VIII. SEEDING PREPARATION
A. All temporary seeding shall be done in accordance with
INDOT standard specification 621
B. All unpaved are os shall be sodded according to INDOT
specification section 621.
SANITARY SEWER SYSTEMS
I. SCOPE DF WORK
The work under this section includes all sanitary
sewers, manholes, catch baslns c1eanouts, and related items,
including excavating and backfilling necessary to complete
the work shown on the drawings, starting five feet outside
the buiiding walls. The ends of sewers sholl be tightly
plugged or capped at the terminal points, adjacent to
buildlngs, pending the connectIng of all such fines to the
building drain as specified in the plumbing specifications
and architectural drawings.
1. Excavation, grading and backfilling for utility lines.
2. Storm drainage systems.
3. Sanitary sewer systems.
4. Water supply systems.
5. Streets and paving.
II. MATERIALS
A. Sanitary Sewers
1. All gravity plastic sewer pipe and fittings shall
conform to ASTM D3034. SDR-35.
2. Joints far P. V.C. ond pipe shall be compression
type flexible gasketed joints In accordance with
manufacturers recomendatlons &: ASTM 0-3212
II. BENCHMARKS
Maintain carefully all bench marks, monuments and other
reference points. If disturbed or destroyed replace as
directed by engfneer.
iii. REMOVAL OF TREES
A. Remove all trees and stumps from area to be occupied
by road and surfaced areas. Removal of trees
outside these areas sholl only be done as noted on
drawings or approved by the Owner.
B. All brush, stumps, wood and other refuse from the
trees shall be buried on site or burned with proper
permits (where applicable).
iV. PROTECTiON OF TREES
iii. APPLlCA TlON
A. Permits and Codes: The intent of this section of
the specifications Is that the contractors bid on
the work covered herein shall be based upon the
drawings and specifications. but that the work shall
comply with all applicable codes and regulations as
amended by any waivers. Contractor sholl furnlsh
all bonds necessary to get permits for cuts and
connections to existing sewers.
B. Local Standards: the term "Local Standards" as used
herein means the standards of design and
construction of the respective municipal department
or utility company.
C. Existing Improvements: Maintain in operating
condition all active utilities, sewers and other
drains encountered In the sewer installation.
Repair to the satisfaction of the owner any damage
existing active improvements.
A. General Protection: the Contractor shall be
responsible for the protection ot tops, trunks and
roots of existing trees on the project site that are
to remain. Existing trees subject to construction
damage shall be boxed, fenced or otherwise protected
before any work is started. do not stockpile within
branch spread. Remove Interfering branches without
injury to trunks and cover scars with tree paint.
V. STRIPPING OF TOPSOIL
A. Remove topsoil to 0 depth of 6 Inches (or more if
required) from the areas to be occupied by roods,
walks, buildings, and parking areas. Pile and store
topsoil at a location where it will not interfere
with construction operations. Top soli shall be
reasonably free from subsoil, debris and stones.
D. Workmanship: To conform to 011 local, state and
notlonol codes and to be approved by 011 local and
state agencies having jurisdiction.
E. Trenching: Lay all pipe in open trenches. except
when installing pipe beneath Medical Drive. This pipe
sholl be bored in accordance with City of Carmel Standards.
Open the trench sufficiently ahead of pipe-laying to revel any
obstructions. The trench shall be excavated as detailed in the plan
plan documents. Sheet & brace trench as necessary to
to protect workmen & adjacent structures. All trenching sholl
comply with Occupational Safety and Health Administration
Standards. Keep trenches free from water while
construction is in progress. Under no circumstances
iay pipe or appurtenances In standing water.
Conduct the discharge from trench dewatering to
drains or natural drainage channels.
VI. DISPDSITION OF UTllITlES
A. Rules and regulations governing the respective
utilities sholl be observed in executing all work
under this section.
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B. It Shall be the responsibility of eoch contractor to
verify all existing utilities and conditions
pertaining to his phose of the work. It shall also
be the contractors responsibility to contact the
owners of the various utilities before work Is
storted. The contractor shall notify in writing the
owners of the engineers of (my changes, errors or
omissions found on these plans or in the field
before work is started or resumes.
F. Special Supports: Whenever, in the opinion of the
Engineer, the soil at or below the pipe grade is
unsuitable for supporting sewers and appurtenances
specified In this section, such special support, in
addition to those shown or specified, shall be
provided as the Engineer may direct and the contract
will be adjusted.
C. Where active utilities are encountered but not shown
on the drawings. the Engineer shall be advised
before work is continued.
D. Inactive and abandoned utilities encountered in
excavating and grading operations sholl be reported
to the Engineer. They shall be removed. piugged or
capped as directed by the Engineer.
REVISIONS
DESIGN BY:
~(;)I ~~N. !H~C!~~~D~~~~N~!A 1~5~.
[;] [I] TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY:
CHECKED BY:
APPROVED BY:
L
WATER DISTRIBUTION
I. SCOPE OF WORK
A. The work required under this section Includes all
cold water distribution lines, valves, meter pits.
hydrants, and related items including excavating and
backfilling necessary to complete the work shown on
the drawings. The end of water service lines sholl
be tightly plugged or copped ot the terminol points
pending the connection to all such lines of the
building piping os specified In the plumbing
specifications and architectural drawings.
II. MATERiALS
A. Copper Tubing: Sholl be seomless, type "K" tubing
Fittings shall be wrought copper or cast bronze wlth
solder joints. Solder shall be of 0 composition
recommended by the monufocturer of the flltlngs.
S. Valves: All valves and stops sholl hove ends suited
or adapters sholl be provided for the proper
installation in the lines in which they are located.
Valves shall be resilient seat gate valves, manufactured
by Mueller. Butterfly valves shall be used for sizes
over 12". Posl Cops sholl be Installed with each valve.
C, Valve Boxes: Shall be Union or Tyler, and comply
with local ordinances.
D. Corporation stop: Corporation stops shall be manufactured,
by Mueller Be comply with local ordinances.
E. Boll Type Curb Stop: Sholl be Ford B44-777. The stop sholl
have a compression type fitting on both ends and be supported
by a concrete block.
F. Meter Pit: Sholl be 0 36"x36" Frotco Meter Pit 36" in Length
of N-12 or equal.
G. Meter Pit Cover: Sholl be 20"x36" STO box cover. Ford #MC-36- T
H. Taps: corporation stop shall be tapped direct!,Y to the water
main at the horizontal position (3 o'clock). 2 ductal iron or
plostlc repolr clomp with threoded 2" Smlth-Bloir #23B
full circle repair clamp single band.
III. APPLICATION:
A. Permits and Codes: The intent of this section of the
specifications Is that the contractor's bid on the work
covered herein shall be based upon the drawings and
specificotlons but thot the work sholl comply with oil
applicable codes and regulations. Contractor shall
furnish all necessary bonds to get permits for cuts and
connections,
8. Local Standards: The term "Local Standards" as used
herein means the standards of design and
construction of the respective municipal department
or utility company.
C, Existing Improvements: Maintain in operating condition
all active utilities and sewers and other pipe system
that may be encountered.
E. Trenching: Lay all pipe in open trenches, except
when installing pipe beneath Medical Drive, This pipe
shalf be bored fn accordance with City of Carmel Standards.
Open the trench sufficiently ahead of pipe-laying to revel any
obstructions.
D. Width of Trench: Excavote trenches os detolled in the
plan documents for proper 1nstallation of pipe.
E. Sheeting and bracing: Sheet and brace trenches os
necessary to protect workmen and adjacent structures.
All trenching shall comply with the Occupotionol Sofety
ond Heolth Admlnlstrotlon Standords.
F. Water Removal: Keep trenches free from water while
construction therein Is in progress. Under no
circumstances lay pipe or appurtenances In standing
water. Conduct the discharge from trench dewatering to
drains, or natural drainage channels.
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G. Groding trench Boltoms: The boltom quadront of the pipe
sholl be fully ond uniformly supported. The full lood
shall rest on the barrel of the pipe. the trench may be
excavated to 0 depth of 4 Inches or more below final
grade with sand, crushed stone or gravel backfill to
bring It bock to pipe loying grode. For a depth of at
least 12 Inches above the top of ths pipe backfill with
earth or granular material free from large stones, roots
or frozen clogs. tomp this bockfill thoroughly toking
care not to disturb the pipe. Backfill under walks,
parking areas driveways and streets with granular
material only and tamp thoroughly, by approved methods.
Trenches parallel to an within 10 feet of paved roadways
shall be constructed the same.
G. Bockfilling:
1. Locotions not under pavement or within City of Cormel
Right of Woy:
These locotlons shoil be bockfilled os detolled in the
plan documents.
WATER DISTRIBUTION (CONT.)
2. Sewer under pavement, sidewalk, paved areas and within
Right of Woy:
Bedding, Haunching, Initiol Backfill:
Bedding, haunching and Initiol backfill materials,
placement and compaction for water mains, water
service laterals, sanitary mains and sanitary service
loterols shall be in occordonce with the standard
practice of the utility that has jurisdiction over the
installation.
Finol Bockfill:
Final backfill for water mains, water service laterals,
sanitary mains and sanitary service laterals under
and within 5-feet of pavement or sidewalk or other
paved areas and for all installations within City
right-of-way shall be B-Borrow for Structure
Backfill meeting the material requirements of the
INDOT. The moteriol shall be approved by the City
of Carmel Department of Engineering at time of
instollotlon. Flnol bockfill sholl be compacted in
6-inch maximum lifts to not less than 95%
Standard Proctor Density for the entire depth of the
material placed. The backfill for the top 6-lnches of
the excavation below the start of the aggregate
sub-base of the pavement shall be No, 53 Stone
meeting the material requirements of the INOOT and
sholl be compocted to not less thon 957. Stondord
Proctor Density. If the stondard proctice of the
utility thot hos jurisdiction over the Instollotion hos
a more stringent flnal backfill requirement, the more
stringent requirement shall govern.
H. Tests: Before joints are covered, fill the piping with
water, opening hydrants or other outlets to expel air.
Test the piping for leakoge for 0 period of ot leost two
hours at a pressure of 100 pounds per square Inch.
Inspect 011 joints for leakage and remedy any leaks.
Upon completion of the woter distribution mains, flush
out the system until the water runs clear. As soon as
the system has been flushed out, it sholl be sterilized
in accordance with the requirements of the City of Carmel.
I. Shop Drowings: Submit Shop Orowings of hydronts ond
valves to the City of Carmel fot" approval.
J. A minimum horizontal distance of 10 feet shall be maintained
between the water line and the sanitary sewer line.
K. Utilities: It sholl be the responsibility of eoch
contractor to verify all existing utilities and
conditions pertolnlng to his phose of the work. It sholl
also be the contractor's responsibility to contact the
owners of the various utilities before work is started.
The contractor shall notify in writing the owners or the
engineer of any changes, errors or omissions found on
these plans or In the field before work is started or
resumed.
L. New Water Main construction: Contractor to record
dimension of each water stub and valves from nearest fire
hydrant measured along water main. The locations of
hydrants and water valves, along with any other
construction changes are to be Incorporated on the
original construction drawings and "Record Drawing"
prints submitted to the City of Carmel os
soon after completion of construction as possible.
M, Reflective Warning Tope: Reflective warning tope shall
be installed lB' obove 011 Instolled pipes.
N. Troclng Wire (10 or 12 gouge): Sholl be Instolled with
all water mains. There must be access to the tracer
wire at each valve box, with enough wire in the valve
box to Insure the proper connection to the locating
machine.
EROSION CONTROL
A, Contt"actor shall establish erosion control as detailed in the
Rule 5 documention and erosion control sheets within
the plan documents.
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CONCRETE
1. SCOPE OF WORK
The work required under this section includes all
concrete related items necessary to complete the work indicated
on drawlngs and described in the specifications with the exception
of concrete curbing,
II. MATERIALS
A. Concrete: Concrete shall be ready-mixed and sholl
be a mix of proportioned fine and coarse aggregates
with Portland cement and water. Minimum cement
content shall be 6 bags per cubic yard of concrete
and maximum water content shall be 5.5 U.S. gallons
per sock of cement, Including moisture in the
aggregate, Slump for normal weight concrete shall
be 0 maximum of 4 Inches and a minimum of 2 inches,
the slump of machine placed concrete shall be no
less than 1-1/4 Inches nor more than 3 inches.
Stondord test ASTM C-143 sholl be used to meosure
slump. Compressive stt"ength of concrete at 28 days
shall be 4000 psi. All exterior concrete shall hove
air entrainment of 5% to 8% by volume per ASTM C-260
Retempering of delivered concrete will not be
allowed. Concrete shall be composed of:
1. Portlond cement: conforming to ASTM C-150, Type IA
or type iliA.
2. Aggregotes: conforming to ASTM C-33.
3. Water: Shall be clear and free from injurious
amounts of ol1s, acids, alkalies organic materials
or other deleterious substances.
B: Welded Steel Wire Fabric: Where required for concrete
reinforcement shall conform to ASTM A185,
C: Premoulded Joint Filler: Shall be non-extruding type
meeting ASTM D-544, except thot premoulded joint filler
used in concrete walk construction may be either noo-
extruding or resilient.
D. Bituminous Pavement Materials: All materials proposed
for the construction of bituminous pavements shall comply
with the Indiana Deportment of Transportation Specifications,
pet" latest revisions.
E. Compacted Aggregate Sub-base: Sholl be crushed stone or
gravel. Crushed gravel shall be a minimum of 35% crushed
material. Fines shall be llmited to a maximum of 87. of
the total. Material shall be free from an excess of
flat, elongated, thinly laminated soft or disintet"grated
pieces, and shall be free from fragments eooted with
dirt. Compocted oggregote sholl be groded as follows:
SIEVE SIZE 7. PASSING
1-1 2" 100
1" BO-100
3-4" 79-90
1/2" 55-BO
#4 35- 60
#B 25-50
#30 12-30
#ZOO 5-10
III. APPLlCATlON
A. Grading: Do any necessary grading in addition to
that performed in accordance with Earthwork Section,
to being subgrades, after final compaction, to the
required grades and sections for site improvement.
B. Preparation of Sub grade: Remove spongy and
otherwise unsuitable material and replace with
stable material. No traffic wlll be allowed on
prepared subgrade prior to paving.
C. Compaction of Subgrade: The first 6 Inches below
the subgrode sholl be compocted to ot ieost 1007. of
the maximum dry density as determined by the
provisions of AASH) T -99. Water sholl be prevented
from standing on the compocted subgrade.
D. Utllity Structures: Check for correct elevation of
all manhole covers, valve boxes and similar
structures located within areas to be paved and
mark, or have made any necessary adjustments In such
structures.
E. Placing Concrete:
1. Sub grade: Place concrete only on 0 moist, compocted
subgrade of base free from loose material. Place no
concrete on a muddy or frozen subgrade.
DESIGN BY:
NRJ
CONCRETE (CONT.)
2. Forms: All forms shall be free from warp, tight
enough to prevent leakage and substantial enough to
maintain their shope and position without springing
or settling, when concrete is placed. Forms sholl
be clean and smooth Immediately before connecting.
3. Placing Concrete: Concrete sholl be deposited so as
to require os Iiltle ploclng as procticoble. When
concrete is to be placed at an atmospheric
temperature of 35 degrees F, or less, paragraph
702.10 of the Indlono Oeportment of Highwoys
Specifications, latest revision sholl be followed.
F. Concrete Walks and Exterior Steps
1. Slopes: Provide 1/4 inch per foot cross slope.
Make adjustments in slopes at walk Intersections os
necessary to provide proper drainage.
2, Dimensions: Walks and steps sholl be one course
construction and of widths and detolls shown on the
drawin g5,
3. Finish: Screed concrete and trowel with a steel
trowel to a hard dense surface after surface water
has disappeared. Apply medium broom finish and
scribe control joints at 5 foot spacing. Provide 1/2
expansion joints where sidewalks intersect, and at a
maximum spacing of 48 feet between expansion joints.
4. Transverse Joints: Spacing between transverse joints
sholl not exceed 1.25 times width.
5. Sidewalks builPwith driveways shall have 0 minimum
thickness of 6" or thlckness of driveway, whichever is
greater. Joints shall be tooled or sawed to a depth of t
the sidewalk thickness,
G. Curing Concrete: Except os otherwise specified,
cure all concrete by one of the methods described in
Section 501.17 of the Indiono Department of Hlghwoys
Specifications, latest revision,
H. Bituminous Pavement: Hot asphalt concrete pavement
shall be os specified in Section 403 of the Indiana
Department of Highways Specifications, latest
revisions. Paving will not be permitted during
unfovoroble weather or when the temperoture is 40
degrees F. and falling.
l. Compacted Aggregate Sub-base: The thickness shown
on the drawings is the minimum thickness of the
fully compacted sub-base: Compaction shall be
accomplished by rolling with a smooth wheeled roller VI.
weighing 8 to 10 tons. Compact too 90% compaction
using Standord Testing Procedures. Along curbs,
headers and walls and at 011 placed not accessible
to the roller, the oggregate material sholl be
tamped with mechanical tampers or with approved
tampers.
V. INSPECTIONS
A. All materials furnished and each part or detail of the work will
be subject to inspection per Section 105,10 of the Standard
Specifications for the purpose of ascertaining that the work is
in substantial conformance with this policy and the approved
construction documents.
B. The Contractor shall notify the Engineer a minimum of
48-hours in advance of commencing any work subject to the
stondords estobllshed by this policy.
SPECIFICATIONS
SHEET 2 OF 6
MEDICAL DRIVE SHOPS
CONCRETE (CONT.)
C, The Contractor shall schedule proofro1l5 with the Engineer a
minimum of 48-hours in advance of such proofroHs.
D. The Contractor and Engineer will conduct an inspection of the
new concrete curbing for any damage, including freezing or
random cracks, The inspection and all necessary repairs sholl
be completed prior to backfilling operations.
E. Sampling and testing of materials, equipment or construction
work may be required at the expense of the Contractor at the
discretion of the Engineer fot" the purpose of ascertaining that
the work Is In substantial conformance with this policy and the
approved construction documents. Sampling and testing sha11
conform to the requirements of the sections of the Standard
Specifications applicable to the portion of the work suspected
to be non-compliant or os directed by the Engineer.
F, Where the Engineer determines that is necessary to confirm
compliance with standards of quality or thickness, concrete curb
shall be cored and tested at the expense of the Contractor.
The overage thicknesses of the curb must equal or exceed the
minimum prescribed by the approved construction documents,
G. Such inspections shall not be construed to relieve the
developers' engineers or contractors in any way from their
obligations and responsibilities under their contracts.
Specifically, inspection by the Engineer, or by retained engineers
or testing agencies, shall not require them to assume
responsibilities for the approved construction documents, for
any misinterpretation of the approved construction documents
by the contractors during construction, or for the means and
methods of construction, nor for safety on the job site,
H. Work identified to not meet the requirements of this policy or
the approved construction documents, unacceptable work,
whether the result of poor workmanship, use of defective
materials, damage through carelessness, or any other cause
found to exist prior to the finol acceptance of the work, sholl
be removed immediately and replaced in an acceptable manner
at the Contractor's expense.
I. If the Contractor fails to comply forthwith with any order made
under the provisions of this subsection, the Engineer will have
authority to cause unacceptable work to be remedied or
removed and replaced; to cause unauthorized work to be
removed; and to deduct the costs from any monies due or to
become due.
J. Work done contrary to instructions provided by the Engineer
shall be considered unacceptable and subject to immediate
removal and replacement In accordance with the instructions
provided by the Engineer.
ACCEPTANCE
A. Before acceptance of the concrete curb, the Engineer shal1
determine If the Improvements are In substantial compliance
with this policy (except for any variances granted) and the
approved construction documents.
B. The Engineer may, at his sole discretion, accept work that is
not in conformance with this policy provided that the work is
bonded for a period greater than three years. The Engineer
shall establish the extended bonding requirement.
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SCALE:
HOR.: NA
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DATE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
C4110
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REVISIONS
DRAWN BY:
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c[LD.C
CONCRETE CURBING
GENERAL
A. The work subject to the requirements of this policy shall
include the production. hauling/delivery, excavation for, placing.
installation. jointing. curing. finishing. and other work necessary
to prepare foundations and soil subgrades. install aggregate
bases and install concrete curbing within property within the
corporate limits of the City of Carmel and existIng or proposed
right-of-way.
B. This policy shall be the basis for acceptance of the work by
the City. Failure to adhere to the requirements of this polley
may result in non-acceptance of the work or other remedies
outlined in this policy.
C. Workmanship, materials and quality of the work completed shall
conform to the 2006 Standard Specifications of the Indiana
Department of Transportation (hereinafter referred to as
Standard Specifications), except where deviations are allowed or
specified hereIn, or variances are granted.
D. Where the minimum standards of any other governmental
agency having concurrent jurisdiction exceed these standards,
the higher standards shall apply.
E. If any plan or other note or specification on the approved
construction documents exceeds the minimum standards of this
policy, the higher slondords sholl appiy.
F. Nothing contained herein shall be construed os prohibiting the
design and construction of Improvements meeting higher
standards, nor as discouraging petitions to appropriate
governing bodies for variances for alternatives which con be
supported by advances In technology and are approved by other
agencies with concurrent jurisdiction.
G. All work sholl comply with the requirements of Section 105.03
of the Standard Specifications.
H. For the purposes of this polley, where the term Engineer is
used in this polley and the Standard Specifications, It shall
mean:
1. The Carmel City Engineer, stoff of the Deportment of
Engineering, other personnel employed by the City of
Carmel, or authorized agent(s) that may be retained to
represent the City of Carmel.
2. The Hamilton County Highway Engineer, stoff of the
Hamilton County Highway Department, other personnel
employed by Hamilton County, or authorized agent(s) that
may be retained to represent Hamilton County Highway.
depending on the location of the work.
I. Authority of the Engineer over the work shall be per Section
105.01 of the Standard Specifications.
J. Prior to commencing the work, the Contractor performing the
work shall contact the Engineer to schedule a pre-construction
meeting to review the Engineer's construction requirements,
staff notification requirements, required Inspections for certain
stages of the work and to review the authority of the Engineer
as it relates to the work.
K. Under no circumstances shall work subject to the standards
established by this policy commence without obtaining approved
construction drawings by the City of Carmel Department of
Engineering.
L. At the sole discretion of the Engineer, the portions of this
policy related to Inspections and testing of work subject to the
requirements of this polley outside of the right-of-way sholl be
determined at the pre-construction meeting.
M. Dimensionai and other standards for concrete curb shall be in
accordance with the City of Carmel Standard Details.
N. Under no circumstances shall material other than Portland
Cement Concrete meeting the standards established by th1s
policy be utilized to construct concrete curbs within the
corporate limits of the City of CarmeL
O. Under no circumstances shall extruded type curb be installed
within lhe corporate limits of the City of Carmel.
II. FOUNOAllON
A. General
1. This work shall consist of the construction/preparation of
the foundation In accordance with Section 105.03 of the
Standard Specifications.
2. The foundation sholl be prepared in accordance with
Section 605.03(0) of the Standard Specifications and
the requirements of this policy..
REVISIONS
CONCRETE CURBING (CaNT.)
B.
Excavation and Embankment
1. Prior to beginning excavation and embankment operations,
011 necessary clearing, grubbing, scalping and topsoil
stripping and subsequent backfilling for removed items
within the slope stoke limits sholl be performed in
accordance with Section 201.03 and 201.04 of the
Slandard Specifications. All topsail, vegelalion, roots,
stumps, friable and deleterious material shall be completely
removed within the limIts of the slope stokes.
2. Excavations
a. After excavation operations, 011 spongy and yielding
material that does not readily compact sholl be
removed from within the slope stake limits and the
resulting void shall be refilled with suitable material
and compacted In accordance with Section 203 of
the Standard Specifications.
b. Any pronounced depressions within the slope stoke
limits resulting after excavation operations shall be
refilled with suitable material and compacted in
accordance with Section 203 of the Standard
Specifications.
3. Embankments
a. Embankments shall be constructed in accordance with
Section 203 of the Standard Specifications.
b. All spongy and yielding material that does not readily
compact sholl be removed from within the slope
stake limits prior to embankment operations.
c. Any pronounced depressions within the slope stake
limits resulting after clearing. grubbing, scalplng and
lops ail removal sholl be refilled with suitable moleriol
and compacted in accordance with Section 203 of
the Standard Specifications prior to embankment
operations.
C.
d. Prior to the construction of any embankment, the
original ground surface within the limits of the slope
stokes sholl be leveled and the upper 6-inches sholl
be compacted in accordance with Section 203 of the
Standard Specifications.
e. Embankments shall be shaped to be well drained and
shall be protected to prevent erosion.
f. Loose depth of each embankment 11ft, final
compacted depth, compaction method and compaction
requirements shall be in accordance with Section 203
of the Standard Specifications.
Soil Sub grades
1. Subgrodes sholl be Installed on foundations constructed in
accordance with Section 2(A) and Section 2(B) of this
polley and only after the installation of 011 utilities and
subsurface drains indicated on the approved construction
documents to be located under the pavement are
completed. Trench backfilling work of these installations
shall be in accordance with the City of Carmel Trench
Backfilling specifications.
2. The subgrode sholl be shaped to the required grade and
sections, free from all ruts. corrugations, or other
irregularities.
3. The sub grade shall be uniformly prepared, compacted and
approved in accordance with Sections 207.02, 207.03 and
207.04 of the Standard Specifications.
4. Subgrodes sholl be Inspected and approved by the
Engineer before any aggregate base or concrete curbs are
constructed. A proofroll shall be conducted in accordance
with Section 203.26 of the Standard Specifications.
Unacceptable areas shall be corrected to the satisfaction
of the Engineer before the placement of any Aggregate
Base or concrete curbing.
CONCRETE CURBING (CaNT.)
4. The Aggregate Base material shall be handled and
transported to, and on, the work site in a manner that
minimizes segregation and moisture loss.
5. Aggregate Bases sholl be constructed on approved soil
subgrades and to thicknesses equal or greater than those
indicated on the approved construction documents.
B. Temperature and Seasonal limitations
1. The Aggregate Bose shall be placed in accordance with
the temperature limitations of Section 301.04 of lhe
Standard Specifications.
2. Frozen material shall not be placed.
3. Aggregate Bases must be placed and pass proof roll prior
ta November 30 In order to allow paving in accordance
with Section 4C(lv) of this policy.
C. Preparation
1. The prepared soil sub grade shall be free from objectionable
or foreign materials at the time of placement.
2. The subgrade sholl be subject to additional proof rolls In
accordance with Section 203.26 of the Standard
Specifications jusl prior to placing lhe Aggregate Bose on
the subgrode in accordance with Section 2C(v) of this
polley. Unacceptable areas shall be corrected to the
satisfaction of the Engineer before any Aggregate Base is
placed.
O. Spreading and Finishing
1. The Aggregate Base shall be spread in accordance with
Section 301.05 of the Standard Specifications.
2. The Aggregate Base shall be compacted in accordance
with Section 301.06 of the Standard Specifications.
3. Concrete curb shall be placed over the Aggregate Base
within 14 calendar days. Aggregate Bases that lay exposed
for 0 period of time greater than 14 calendar days or
experience a measurable rain event prior to the placement
of concrete curb shall be subject to inspection and
acceptance by the Engineer. At the discretion of the
Engineer, additional proof rolls may be required.
IV. CONCRETE CURB
A. Gen eral
1. This work shall consist of placing concrete curbing on
prepared soli subgrodes or Aggregate Bases In accordance
with Section 105.03 of the Standard Specifications.
2. Concrete curb sholl be constructed on prepared soil
subgrades or Aggregate Bases to the dimensional
standards of the applicable City of Carmel Standard Details
or in accordance with the curbing details of the approved
construction documents.
3. Materials used in the production of the concrete for the
curbing shall be in accordance with Section 605.02 of the
Standard Specifications. High early strength admixtures
may be utilized but shall not be conSidered In waiving any
requirements of this policy.
4. Equipment utilized for concrete curbing installation work,
Including but not limited to production. hauling/delivery,
placing, installation. jointing, curing, finishing and
miscellaneous/ancillary activity shall be In accordance with
Section 508 of the Standard Specifications.
5. Concrete production, mixing and haUling/delivery shall be in
accordance with Section 502.10 of the Standard
Specifications.
6. Installation of the concrete curbing indicated on the
approved construction documents sholl be completed in
the same paving season.
B.
Preparation
CONCRETE CURBING (CaNT.)
3. Under no circumstances shall concrete curb be placed
between December 15 and March 30.
4. If a soil subgrade or Aggregate Base over which concrete
curb Is to placed, is placed cnd approved by the City prior
to November 30, placement of the concrete curb will be
allowed up to December 15, provided that the ambIent and
soil sub grade or Aggregate Bose surface temperature
complies with the requirements of Section 4C(i) of this
policy and the paving contractor pay for the services of a
full time construction inspector and who shall act as an
authorized agent of the Engineer. The Engineer shall select
the construction inspector.
5. If the ambient and soil subgrade or Aggregate Base
surface temperature complies with the requirements of
Section 4C(I) of this policy between April 1 and April 15,
concrete curb sholl be allowed 10 be placed on on
approved soli sub grade or Aggregate Bose provided that
the paving contractor pay for the services of a full time
construction inspector and who shall oct as an authorized
agent of the Engineer. The Engineer shall select the
construction inspector.
D.
6. The Engineer reserves the right to suspend all concrete
curb placement operations if, in the opinion of the
Engineer, that prevailing weather conditions and/or the
condition of lhe Subgrode and/or the Aggregate Base may
result In substandard concrete curb placement, curing and
finishing.
Placement
CONCRETE CURBING (CaNT.)
C. The Contractor shall schedule proofrolls with the Engineer 0
minimum of 48-hours In advance of such proofrolls.
D. The Contractor and Engineer will conduct an Inspection of the
new concrete curbing for any damage, including freezing or
random cracks. The inspection and 011 necessary repairs shall
be completed prior to backfilling operations.
L Sampling and testing of materials, equipment or construction
work may be required at the expense of the Contractor at the
discretion of the Engineer for the purpose of ascertaining that
the work is in substantial conformance with this policy and the
approved construction documents. Sampling and testing shall
conform to the requirements of the sections of the Standard
Specifications applicable to the portIon of the work suspected
to be non-compliant or as directed by the Engineer.
F. Where the Engineer determines lhot is necessary to confirm
compliance with standards of quality or thickness, concrete curb
shall be cored and tested ot the expense of the Contractor.
The average thicknesses of the curb must equal or exceed the
minimum prescribed by the approved construction documents.
G. Such inspections shall not be construed to relleve the
developers' engineers or contractors in any way from their
obligations ond responsibilities under their contracts.
Specifically. inspection by the Engineer. or by retained engineers
or testing agencies, shall not require them to assume
responsibilities for the approved construction documents. for
any misinterpretation of the approved construction documents
by the contractors during construction, or for the means and
methods of construction, nor for safety on the job site.
H. Work identified to not meet the requirements of thls policy or
the approved construction documents. unacceptable work,
whether the result of poor workmanship. use of defective
materials, damage through carelessness, or any other cause
found 10 exist prior to the final acceptance of the work, shall
be removed immediately and replaced in an acceptable manner
at the Contractor's expense.
I. If the Contractor fails to comply forthwith with any order made
under the provisions of this subsection, the Engineer will have
authority to cause unacceptable work to be remedied or
removed and replaced; to cause unauthorized work to be
removed; and to deduct the costs fror:n any monies due or to
become due.
J. Work done contrary to instructions provided by the Engineer
shall be considered unacceptable and subject to immediate
removal and replacement in accordance with the instructions
provided by the Engineer.
VI. ACCEPTANCE
A. Before acceptance of the concrete curb, the Engineer sholl
determine If the Improvements are in substantial compliance
with this policy (except for any variances granted) and the
approved construction documents.
B. The Engineer may, at his sole discretion, accept work that is
not in conformance with this policy provided that the work is
bonded for a period greater than three years. The Engineer
shall establish the extended bonding requirement.
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SCALE:
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DA TE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
C5110
5. At the discretion of the Engineer, Subgrode that has
satisfactorily passed a proofroll, but remains uncovered for
a period of 14 calendar days prior to placing Aggregate
Base or concrete curbing or Is subject to a measurable
rain event prior to placing Aggregate Base or concrete
curbing, shall be subject to additional proof rolls prior to
placement of the Aggregate Bose or concrete curbing.
ill. AGGREGATE BASES
A. General
1. This work shall consist of placing 0 compacted Aggregate
Base on a prepared soil sub grade In accordance with
Section 105.03 of the Standard Specifications.
2. Aggregate Base materials sholl be in accordance with
Section 301.02 of the Standard Specifications.
3. The Aggregate Base material sholl be obtained
from a Certified Aggregate Producer in
accordance with Section 917 of the Standard
Specifications.
DESIGN BY:
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DRAWN BY:
CHECKED BY:
APPROVED BY:
1. The soil subgrade or Aggregate Base shall be subject to
additional proof rolls in accordance with Section 203.26 of
the Slondord Specifications jusl prior to placing the HMA
courses In accordance with Section 2C( v) and 3D(iIi) of
this polley. Unacceptable areas shall be corrected to the
satisfaction of the Engineer before placement of any
concrete curbing.
C.
2. All displacement or rutting of the soil sub grade or
Aggregate Base sholl be repaired prior to placing concrete
curbing. .
Weather and Seasonal Limitolions
"
1. Concrete curb sholl be placed In accordance with Section
502.09, 502.12 and 605.04(c) and 605.04(d) of the
Standard Specifications.
2. Curb machines may be utilized in accordance with Section
605.04(h) of the Standard Specifications provided that the
equipment conforms to the requirements of Section 508
of the Standard Specifications.
3. Formwork shall comply with the requrrements of Section
605.04(b) of the Standard Specifications.
E.
4. Forms sholl be removed In accordance with Section 502.16
and 605.04(b) of the Standard Specifications.
Join Is
1. Concrete curbing shall only be placed in accordance with
Section 502.11 of the Standard Specifications. There sholl
be no provisIon for Installation below the temperatures
specified.
2. No mixture sholl be placed on 0 frozen sub grade or
Aggregate Base.
NRJ
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F.
1. Joints shall conform to the requirements of Section 503
and 605.04(e) of the Standard Specifications.
2. Joints shall be installed at Intervals of 10-feet or less;
5-foot or less along radii. Joints In integral curb and
sidewalks shall be located at the some location as the
joints In the adjoining sidewalk. Joints may be sawed or
tooled to 0 minimum depth of *-Inch.
3. Preformed expansion joints shall be placed at intervals of
50-feet or less, at all castings, the beginning and end of
all curb returns, the end of each days work and where
abu.ttlng existing construction. In addition to these
requirements, expansion joints in integral curb and
sidewalks sholl be located at the same location as the
expansion joints in the adjoining sidewalk.
Finishing and Curing
1. The concrete curb sholl be finished and cured in
accordance with Section S02.14, 502.15, 504 and 605.04(f)
of the Standard Specifications.
2. Curing compound sholl be applied to all exposed surfaces
on slip-formed concrete curb. For formed concrete curb,
curing compound shall be applied to 011 exposed surfaces
including sldes after any forms ore removed.
3. The concrete curb shall be allowed to cure for a minimum
of 5-days prior to commencing backfilling operations
adjacent to the concrete curbing.
G. Backfilling
1. The spaces adjacent to the concrete curb sholl be
backfilled in accordance with Section 605.04(g) of the
Standard Speclfications only after the concrete curbing Is
inspected and accepted by the Engineer in accordance with
Section 5 of this policy.
2. Backfilling operations shall be completed prior to opening
the area to regular construction traffic.
V.
INSPECTIONS
A. All materials furnished and each part or detail of the work will
be subject to inspection per Section 105.10 of the Standard
Specifications for the purpose of ascertaining that the work is
in substantial conformance with this policy and the approved
construction documents.
B. The Contractor sholl notify the Engineer a minimum of
48-hours in advance of commencing any work subject to the
standards established by this policy.
SPEORCAllONS
SHEET 3 OF 6
MEDICAL DRIVE SHOPS
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HOT MIX ASPHALT PAVING (HMA)
GENERAL
A. The work subject to the requirements of this policy shall include
the production, hauling/delivery, spreading, finishing. compaction
and other work necessary to prepare foundations. install
aggregate bases cnd Install one or more courses of base,
Intermediate, or surface hot mix asphalt mixtures within existing
or proposed right-at-way for roadways. auxiliary lanes and
asphalt multi-use paths.
8. This policy shall be the basis for acceptance of the work by the
City. Failure to adhere to the requirements of thIs policy may
result In non-acceptance of the work or other remedies outlined
in this policy.
C. Workmanship. materials and quality of the work completed sholl
conform to the 2006 Standard Specifications of the Indiana
Department of Trarlsportation (hereinafter referred to as
Standard Specifications), except where deviations ore allowed
herein, or variances ore granted.
D. Where the minimum standards of any other governmental agency
having concurrent j,Jrisdiction exceed these standards, the higher
standards sholl apply.
E. If any plan or other note or specification on the approved
construction documents exceeds the minimum stondords of this
policy. the higher standards shall apply.
F.
Nothing contained herein sholl be construed as prohibiting the
design and construction of Improvements meeting higher
standards, nor os discouraging petitions to appropriate governing
bodies for variances for alternatives which con be supported by
advances in technology and are approved by other agencies with
concurrent jurisdiction.
HOT MIX ASPHALT PAVING (HMA) (CONT.)
3. Embankments
a. Embankments shall be constructed in accordance with
Section 203 of the Standard Specifications.
b. All spongy and yielding material lhal does not readily
compact sholl be removed from within the slope stoke
limits prior to embankment operations.
c. Any pronounced depressions within the slope stake
limits resulting after clearing, grubbing, scalping and
lopsail removal sholl be refilled with sullable material
and compacted in accordance with Section 203 of the
Standard Specifications prior to embankment
operations.
d. Prior to lhe construction of any embankment, the
original ground surface within the limits of the slope
stokes sholl be leveled and lhe upper 6-lnches sholl
be compacted in accordance with Section 203 of the
Standard Specifications.
e. Embankments shall be shaped to be well drained and
shall be protected to prevent erosion.
f. Loose depth of each embankment lift, final compacted
depth, compaction method and compaction
requirements shall be In accordance with Section 203
of the Slandard Specifications.
C)
SOIL SUBGRADES
HOT MIX ASPHALT PAVING (HMA) (CONT.)
B. Temperature and Seasonal Limitations
1. The Aggregate Bose sholl be placed in accordance with the
temperature limitations of Section 301.04 of the Standard
Specifications.
2. Frozen material sholl not be placed.
3. Aggregate Bases must be placed and pass proof roll prior
to November 30 in order to allow poving in accordance with
Secllon 4C(iv) of lhis policy.
C. Preparation
1. The prepared foundation shall be free from objectionable or
foreign materials at the time of placement.
2. The subgrade shall be subject to additional proof rolls in
accordance wlth Section 203.26 of the Standard
Specifications Just prior to placing the Aggregate Bose on
the sub grade In accordance with Section 2C( v) of this
policy. Unacceptable areas sholl be corrected to the
satisfaction of the Engineer before any Aggregate Base is
placed.
O. Spreading and Finishing
1. The Aggregate Base shall be spread In accordance with
Secllon 301.05 of the Standard Specificalions.
2. The Aggregate Base shall be compacted in accordance with
Section 301.06 of the Standard Specifications.
3. Subsequent paving courses shall be placed over the
Aggregate Bose within 14 calendar days. Aggregate Bases
that lay exposed for a period of time greater than 14
calendar days or experience a measurable rain event prior
to the placement of subsequent paving courses shall be
subject to inspection and acceptance by the Engineer. At
the discretion of the Engineer, additional proof rolls may be
required.
ASPHALT PAVEMENT
A. General
1. This work shall consist of placing one or more courses of
base, intermediate, or surface hot mix asphalt (HMA)
mixtures on 0 prepared foundation in accordance with
Section 105.03 of the Standard Specifications.
2. HMA bose, intermediate, or surface mixtures sholl be
constructed on prepared foundations and to thicknesses
equal or greater than those indicated on the approved
construction documents.
3. Materials used in the production of the HMA mixtures shall
be In accordance with Section 401.03 of the Standard
Specifications.
4. Equipment for HMA operations, including but not limited to
production, hauling/transportation, laydown, compaction and
miscellaneous/ancillary activity shall be in accordance with
Section 409 of the Standard Specifications.
5. Installation of the full pavement section indicated on the
approved construction documents for the ,entire area to be
poved must be completed in the same paving season.
6. Widening operations shall comply with the following:
a. The outside face of the excavated area sholl be left
as nearly vertical as the nature of the material will
permit and not wider than the outside limits of the
widening section.
b. The existing pavement adjacent to the widening area
shall be sawcut to a clean edge.
c. The subgrade in the widened area shall be compacted
in accordance with this policy.
d. Widening mixtures shall comply with the pavement
section Indicated on the approved construction
documents.
B.
e. Compaction of the widening shall be 1n accordance
with Section 304.05 of the Standard Specifications.
Preparation
1. The Aggregate Base shall be subject to additional proof
rolls in accordance with Section 203.26 of the Standard
Specifications just prior to placing the HMA courses in
accordance with Section 30(111} of this policy. Unacceptable
areas shall be corrected to the satisfactIon of the Engineer
before any paving operations commence.
HOT MIX ASPHALT PAVING (HMA) (CONT.)
4. Asphalt surfaces between courses shall be tacked In
accordance with Section 406 of the Standard Specifications.
5. Contact surfaces of curbing, gutters, manholes, and other
structures sholl be tacked in accordance with Section 406
of the Standard Specifications.
6. Surfaces on which a mixture is placed shall be free from
objectionable or forelgn materials at the time of placement.
7. Tack Coot material shail be dislributed wilh equipment
meeting the requirements of Section 409.03(0) of the
Standard Specifications.
C. Weather and Seasonal limitations
1. HMA courses sholl be placed when the omblent temperature
and the temperature of the surface on which it is to be
placed is 45'F (TC) or above. The Engineer shall determine
the ambient temperature. There shall be no provision for
low lemperature compaction allowed by Section 402.16 of
the Standard Specifications.
2. No mixture shall be placed on a frozen sub grade.
3. Under no circumstances shall HMA mixtures be placed
between December 15 and March 30.
4. If a foundation that is to receive one or more courses of
base, Intermediate, or surface HMA mixtures is placed and
determined to be an approved foundation by the City prior
to November 30, placement of HMA courses will be allowed
up to DecemO'er 15, provided that the ambient and
foundation surface temperature compiles with the
requirements of Section 4C(I) of lhls polley and the paving
contractor pay for the services of 0 full time construction
Inspeclor and who shall acl os on authorized agenl of the
Engineer. The Engineer shall select the construction
inspector.
5. If the ambient and foundation surface temperature complies
with the requirements of Secllon 4C(i) of this polley
between April 1 and April 15. HMA course sholl be allowed
to be placed on an approved foundation provided that the
paving contractor pay for the services of 0 full time
construction Inspector and who shall act as an authorized
agent of the Engineer. The Engineer sholl selecl the
construction inspector.
6. The Engineer reserves the right to suspend olf paving VI.
operations if, in the opinion of the Engineer, that prevailing
weather conditions and/or the condition of the Subgrade
and/or the Aggregate Base may result In substandard HMA
placement. spreading and finishing.
O. Spreading and Finishing
1. HMA courses shall be placed upon an approved foundation
or other HMA course by means of laydown equipment in
accordance with Section 409.03(c) of the Standard
Speclflcations.
2. Segregation or flushing or bleeding of HMA mixtures will not
be permitted. Corrective action sholl be taken to prevent
continuation of these conditions. Segregated or flushed or
bleeding HMA mixtures shall be removed if directed.
3. All areas showing an excess or deficiency of binder shall be
removed and replaced.
4. All HMA mix lures that become loose ond broken, mixed
with dirt, or is in any way defective sholl be removed and
replaced.
E. Joints
1. Joints sholl conform to the requirements of Section 4D1.15
of the Standard Specifications.
F. Compaction
2. The HMA mixture sholl be compacted with equipment In
accordance with Section 409.03(d) of the Standard
Specifications Immediately ofter the mixture has been
spread and finished.
3. Rollers shall not couse undue displacement, crocking, or
shoving.
v.
INSPECTIONS
HOT MIX ASPHALT PAVING (HMA) (CONT.)
D. Sampling and testing of materials, equipment or construction
work may be required at the expense of the Contractor at the
discretion of the Engineer for the purpose of ascertaining that
the work is in substantial conformance with this polley and the
approved construction documents. Sampling and testing sholl
conform to the requirements of the sections of the Standard
Specifications applicable to the portion of the work suspected to
be non-compliant or as directed by the Engineer.
E. Where the Engineer determines that is necessary to confirm
compliance with standards of quality or thickness, pavements
sholl be cored and tested at the expense of the Contractor.
The overage thicknesses of all courses must equal or exceed
the minimum prescribed by the approved construction
documents, and no single core shall show a deficiency greater
than one half Inch (1/2") In any course or total thickness from
the pavement section indicaled on the approved construction
documents.
F. Such inspections shall not be construed to relieve the
developers' engineers or contractors In any way from their
obligations and responsiblllties under their contracts.
Specifically, Inspection by the Englneer, or by retained engineers
or testing agencies, sholl not require them to assume
responsibilities for the approved construction documents, for any
misinterpretation of the approved construction documents by the
contractors during construction, or for the means and methods
of construction, nor for safety on the job site.
G. Work Identified to not meet the requirements of this polley or
the approved construction documents, unacceptable work,
whether the result of poor workmanship, use of defective
materials, damage through carelessness, or any other couse
found to exist prior to the final acceptance of the work, shoff
be removed immediately and replaced In an acceptable manner
ot the Contractor's expense.
H. If the Contractor falis to comply forthwith with ony order made
under the provisions of this subsection, the Engineer will have
authority to cause unacceptable work to be remedled or
removed and replaced; to cause unauthorized work to be
removed; and to deduct the costs from any monies due or to
become due.
I. Work done contrary to instructions provided by the Engineer shall
be considered unacceptable and subject to Immediate removal
and replacement in accordance with the instructions provided by
the Engineer.
ACCEPTANCE
A. Before acceptance of any phose of construction, the Engineer
shall determine if the improvements are in substantial
compliance with this policy (except for any variances granted)
and the approved construction documents.
B. The Engineer may, at his sole discretion, accept work that is
not in conformance with this policy provided that the work is
bonded for a period greater than three years. The Engineer shall
establish the extended bonding requiremen
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DA TE: 12/07/06
PROJECT NO.
06-2366
C6.0
G.
All work sholl comply with the requirements of Section 105.03 of
the Standard Specifications.
For the purposes of this policy, where the term Engineer is used
in this polley and the Standard Specifications, it shall mean:
1. The Carmel City Engineer, staff of the Department of
Engineering, other personnel employed by the City of
Carmel, or authorized agent(s) that may be retained to
represent the City of Carmel.
1. Subgrades shall be installed on foundations constructed in
accordance wilh Section 2(A) and Section 2(B) of this
pollcy and only the installation of all utilities and
subsurface drains Indicated on the approved construction
documents to be located under the pavemenl ore
completed. Trench backfilling work of these Installations
shall be In accordance with the Clty of Carmel Trench
Backfilling specifications.
2. The subgrade shall be shaped to the required grade and
sections, free from all ruts, corrugations, or other IV.
irregularities.
3. The subgrade shall be uniformly prepared, compacted and
approved in accordance with Sections 207.02, 207.03 and
207.04 of the Standord Specifications.
4. Subgrades shall be inspected and approved by the Engineer
before any aggregate base or hot mix asphalt pavements
are constructed. A proofroll sholl be conducted In
accordance with Section 203.26 of the Standard
Specifications. Unacceptable areas shall be corrected to the
satisfaction of the Engineer before any aggregate base or
hot mix asphalt paving operations commence.
5. At the discretion of the Engineer, Subgrade that has
satisfactorily passed a proofroll, but remains uncovered for
a period of 14 calendar days prior to placing stone or Is
subject to a measurable rain event prior to placing stone,
sholl be subject to additional proof roils prior to placement
of the Aggregate Bose.
D) Existing Pavement
1. Milling of existing pavement surfaces shall be in accordance
with Section 306.02. 306.03. 306.05, 306.07 and 306.0B of
the Standard Specifications.
2. Localized weak areas of the existing pavement section
uncovered during the milling process shall be repaired in
accordance wllh Section 304.02, 304.03, 304.05 or 305 of
the Standard Specifications.
3. Prior to opening milled areas to traffic, the milled areas
shall be cleaned of all material, debris and dust resulting
from the operation.
4. Mifled areas that remain open to traffic longer than those
times stipulated in Section 306.05 of the Standard
Specifications shall be subject to liquidated damages
outlined in Section 306.05 of the Standard Specifications.
The Contractor shall be responsible for payment of these
liquidated damages.
III.
AGGREGA TE BASES
2. All displacement or rulling of the Aggregate Bose sholl be
repaired prior to placing HMA mixtures.
3. Milled asphalt surfaces shall be tacked in accordance with
Section 406 of lhe Standard Specificallons.
NRJ
TEB
SBP
BCP
A. All materials furnished and each port or detail of the work will
be subject 10 inspecllon per Section 10S.10 of the Standard
Specifications for the purpose of ascertaining that the work Is in
substantial conformance with this policy and the approved
construction documents.
B. The Contractor shall notify the Engineer a minimum of 48-hours
in advance of commencing any work subject to the standards
established by this policy.
C. The Contractor shall schedule proofrolls with the Engineer a
minimum of 48-hours in advance of such proofrolls.
SPECIFlCA1l0NS
SHEET 4 OF 6
MEDICAL DRIVE SHOPS
DRAWING NO.
H.
2. The Hamilton County Highway Engineer, staff of the
Hamilton County Highway Department, other personnel
employed by Hamillon County. or aulhorized agent(s) that
may be retained to represent Hamilton County Highway,
depending on the location of the work.
Authority of the Engineer over the work sholl be per Section
105.01 of the Standard Specifications.
J. Prior to commencing the work. the Cantraclar performing the
work sholl contact the Engineer to schedule a pre-construction
meeting to review the Engineer's construction requirements, staff
notification requirements, required inspections for certain stages
of the work and to revlew the authority of the Engineer as it
relates to the work.
K. Under no circumstances shall work subject to the standards
established by this policy commence without obtaining approved
construction drawings by the City of Carmel Department of
Engineering.
II. FOUNOA T10N
A. General
1. This work shall consist of the construction/preparation of
the foundation in accordance with Section 105.03 of the
Standard Specifications.
B. Excavation and Embankmenl
1.
Prior to beginning excavotion and embankment operations,
011 necessary clearing, grubbing, scalping and topsoil
stripping and subsequent backfilling for removed Items
within the slope stoke limits shall be performed in
accordance with Section 2D1.03 and 201.04 of the Slandard
Specifications. All topsoil, vegetation. roots, stumps, friable
and deleterious material shall be completely removed within
the limits of the slope stokes.
2.
Excavations
a. After excavation operations, all spongy and yielding
material that does not readily compact shall be
removed from withln the slope stake limits and the
resulting void shall be refilled with suitable material
and compacted in accordance with Section 203 of the
Standard Specifications.
b. Any pronounced depressions within lhe slope stoke
limits resulting after excavation operations sholl be
refilled with sultable material and compacted in
accordance with Section 203 of the Standard
Specifications.
REVISIONS
A. Gen eral
1. This work shall consist of placing 0 compacted aggregate
on a prepared soli subgrade In accordance with Section
105.03 of the Slandard Specificotlons.
2. Aggregate Base materials sholl be In accordance with
Section 301.02 of the Slandard Speclficotlons.
3. The material sholl be obtained from 0 Certified Aggregate
Producer in accordance with Section 917 of the Standard
Specifications.
4. The Aggregate Base material sholl be handled and
transported to, and on, the work site In a manner that
minimizes segregation and moisture loss.
5. Aggregate Bases shall be constructed on prepared
foundations and to thicknesses equal or greater than those
Indicated on the approved construction documents.
DESIGN BY:
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DRAWN BY:
CHECKED BY:
APPROVED BY:
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UNDERGROUND DETEN1l0N SYSTEM
I. SCOPE OF WORK
The work required under this section includes 011 work required to
construct the underground detention system.
II. MA TERIALS
A. Unless otherwise noted, pipe sizes indicated herein or on the
Drawings refer to the nominol Inside diameter (nominal pipe size.
NPS).
B. For underground storm water detention piping. unless specifically
designated on the Drawings, the following materials shall be used as
described below:
1. Only one type of pipe material may be used for an underground
detention system, u~less specified otherwise on the Drawings.
2. Aluminized Type 2 Corrugated Steel Pipe (CSP):
a) Application: May be used for underground detention piping
where there is 0 minimum cover of 2 feet from top of pipe
to top of finished grade.
b) Pipe: 12 gauge helically corrugated metal pipe in accordance
with ASTM A929, AASHTO M36 and ASTM A760.
c) Corrugation: 2 2/3 Inch by ~ inch, 1 inch by 3 inch, or 1
inch by 5 Inch. Spiral rib may also be used only where
specified on the drawings.
d) Joints and gaskets: Pipes are to have "Quick Stab" joint
ends as manufactured by Con tech Construction Products, Inc.
of Middletown, Ohio, or equal. The Quick Stab Joint shall hove
e bell end with a flare on the opposite end to receive the
spigot end of the next pipe section. The joint sholl be
gosketed.
e) Interior lining or pavement: As specified on Drawings.
.3. Corrugated Aluminum Pipe:
a) Application: May be used for underground detention piping
where there Is a minimum cover of 2 feet from top of pipe
to top of finished grade.
b) Pipe: 12 gauge hellcally corrugated metal pipe in accordance
with ASTM B744, AASHTO M196 and ASTMB745.
c) Corrugation: 2 2/3 Inch by ~ Inch or 1 Inch by 3 Inch.
d) Joints and gaskets: Pipes ore to have "Quick Stab" joint
ends as manufactured by Con tech Construction Products, Inc.
of Middletown, Ohio, or equal. The Quick Stab Joint shall hove
a bell end with a flare on the opposite end to receive the
spigot end of the next pipe section. The joint shall be
gasketed.
e) Interior lining or pavement: As specified on Drawings.
III. APPLlCA110N
A. Regulatory requirements: All materials and work within the
right-of-way or easement of any local government or other agency
having jurisdiction over storm water drainage, sholl meet the
requirements of such agency.
B. Submittals: Each item in submittal must state that the item meets
or exceeds the specified standards referenced herein. In addition, if
multiple sizes or types ore Included in the submittal, clearly indicate
which is to be used, and where, if applicable.
C. Pro duel data:
1. Pipe, fittings. connectors and Joint materials
2. Manhole structures
3. The pipe manufacturer will be required to provide structural design
calculations with the pipe shop drawings submittals. Design
calculations sholl include fittings, fitting reinforcement, bulkhead,
and pipe systems. Design loads shall be determined utilizing the
project dead, live and hydrostatic conditions.
D. Shop drawings:
1. Detention piping, piping elbows, intersections and connection
saddles.
2. Reinforced concrete manholes and inlet structures, including
castings, steps, sealing materials and any other required
appurtenances.
3. Test reports: Submit results for all testing and inspections to
Architect/Engineer
REVISIONS
UNDERGROUND DETEN1l0N SYSTEM (CONT.)
E. Underground Detention Piping:
1. Installation References:
0) For Aluminized Type 2 Corrugated Pipe: ASTM A798.
b) For Aluminum Corrugated Pipe: ASTM B788.
2. The pipe manufacturer shall provide a representative on the job
site to offer the contractor technical assistance regarding
placement of plpe, backfilling, joining, and other installat~on
questions. The representative shall be present for the fIrst three
days of assembly and then up to 4 hours 0 day for an additional
5 working days. If needed. If advice from the representative does
not agree with Information given in the construction documents,
the Architect/Engineer shall be notified of the discrepancy.
3. When pipes ore laid parallel to each other, a minimum separation
of 1/2 pipe diameter must be maintained between pipes, unless
stated otherwise on the Drawings.
4. Contractor shall use field installed saddles for connections of [
metal] pipe and storm sewers.
5. Contractor shall backfill pipe from the header or malnifold pipe,
down the length of the pipe
6. Backfilling the pipe shall proceed carefully, placing backfill In 8"'
to 12" lifts equally at each side of pipe.
7. During backfilling of pipe, the contractor shall prevent lateral
movement of the pipe through balanced backfilling, per note 6
above.
8. During construction the contractor shall maintain minimum height
of cover requirements for construction loads over the
underground detention piping. Additional fill moleriol sholl be
placed over the top of the underground detention piping after its
installation to ensure protection up until pavement is laid or
construction traffic is discontinued over the underground
detention pipes. At a minimum the cover requirements for
construction loads shall meet the following for 011 metal
underground detention piping:
a) For construction equipment with axle loads of up to 50,000
Ibs, at least 4 feet of soli cover must be provided over the
piping.
b) For construction equipment with axle loads of up to 75,000
Ibs, at least 5 feet of soil cover must be provided over the
piping.
c) For construction equipment with axle loads of up to 110,000
Ibs. at least 5.5 feet of soli cover must be provided.
Oll/WATER SEPARATOR (VORTECH UNITS)
I. SCOPE OF WORK
The Contractor. and/or a manufacturer selected by the Contractor
and approved by the Engineer, shall furnish all labor. materials,
equipment and Incidentals required and Install all precast concrete
storm water treatment systems and appurtenances in accordance with
the Drawings and these specifications.
II. MATERIALS
A. Concrete for precast storm water treatment systems shall
conform to ASTM C 857 and C 858 and meet the following
additional requirements:
1. The wall thickness sholl not be less than 6 inches (152
mm) or as shown on the dimensional drawlngs. In all
cases the wall thickness shall be no less than the
minimum thickness necessary to sustain HS20-44 (MS18)
loading requirements as determined by a Licensed
Professional Engineer.
2. Sections shall hove tongue and groove or ship-lap joints
with a butyt mastic sealant conforming to ASTM C 990.
3. Cement sholl be Type II Portland cement conforming to
ASTM C 150.
4. All sections shall be cured by on approved method.
Sections shall not be shipped untll the concrete has
attained 0 compressive strength of 4,000 psi (28 MPa)
or until 5 days after fabrication and/or repair, whichever
Is the longer.
5. Pipe openings sholl be sized to accept pipes of the
specified size(s) and materiol(s), and shall be sealed by
the Contractor with a hydraulic cement conformIng to
ASTM C 595M
DESIGN BY:
[!~I ~!N. !H~C!!~~~O~!!~~N~!A 1~5~.
-1[1l TEL (317) 293-3542 FAX: (317) 293-4737
DRAWN BY:
CHECKED BY:
APPROVED BY:
Oil/WATER SEPARATOR (VORTECH UNITS) (CONT.)
B. Internal aluminum plate components shall be aluminum
alloy 5052-H32 In accordance wilh ASTM B 209.
C. Sealant to be utilized at the base of the swirl chamber
shall be 60 durometer extruded nitrile butadiene rubber
(Buna N) and shall be provided to the concrete pre caster
for installation.
D. Brick or masonry used to build the manhole frame to
grade sholl conform to ASTM C 32 or ASTM C 139 and sholl
be installed in conformance with all local requirements.
E. Casting for manhole frames and covers shall be in
accordance with ASTM A48, CL.30B and AASHTO M105. The
manhole frame and cover sholl be equivalent to Campbell
Foundry Pattern #1009A or #10120 custom cost with the
CON TECH Stormwaler Solutions logo and the words
"Vortechs Stormwater Treatment System".
F. A bitumen sealant In conformance with ASTM C g90 sholl
be utilized in the sealing of the joInt between the swirl
chamber and the vault at the long wall tangent points. The
butyl material shall be 3/4-inch thick by 3/4-inch wide.
G. Performance: Each stormwater treatment system
shall adhere to the following performance specifications
at the design treatment capacities, as listed below:
Table 2.2
Vortech
Model #
1000
2000
3000
4000
5000
7000
gOOD
11000
15000
Design Treatment Cap.
(cfs)/O/s)
o - 1.6 (0 - 45)
1.6 - 2.6 (45-60)
2.6 - 4.5 (60-125)
4.5 - 6.0 (125-175)
6.0 - 6.5 (175-240)
6.5 - 11.0 (240-315)
11.0 - 14.0 (315-400)
14.0 - 17.5 (400-495)
17.5 - 25.0 (495-710)
Sediment Storage
(yd3)/(m3)
0.7 (0.54)
1.2 (0.91)
1.6 (1.38)
2.4 (1.84)
3.2 (2.45)
4.0 (3.06)
4.8 (3.67)
5.6 (4.26)
7.1 (5.43)
Oil/WATER SEPARATOR (VORTECH UNITS) (CONT.)
Ill.
APPLICATION
Oil/WATER SEPARATOR (VORTECH UNITS) (CONT.)
5.
If the oil baffle wall (Baffle A) and flow control wall
(Baffle B) ore not integrally cost-in to riser/wall
sections then the Baffle wall panels shall be placed in
the formed keyways or between bolted-In-place angle
flanges as provided by the manufacturer. Apply
non-shrink grout or Slkafle)(-1a sealant to each end of
Baffle A and Baffle B at the upstream intersection wllh
the side walls of the concrete vault.
Prior to setting the precast roof section, bitumen
sealant equal to ASTM C 990 shall be placed along the
top of the 011 baffle wall (Boffie A), using more than
one layer of mastic if necessary, to a thickness at least
1-lnch (25 mm) greater than the nominal gap between
the top of the baffle and the roof section. The nominal
gap shall be determined either by field measurement or
the shop drawings. Do not seal the tap of Baffle B
unless specified on the shop drawings to do so. After
placement of the roof section has compressed the butyl
mastic sealant in the gap over Baffle A, finish sealing
the gap with on approved non-shrink grout on both
sides of the gap using the butyl mastic os a backing
material to which to apply the grout. If roof section is
"clamshell" or "bathtub" halves, then finish sealing the
ends of the Baffle walls by applying non-shrink grout or
Sikoflex-1a sealant to each end of Baffle A at the
upstream intersection with the side walls of the con ere Ie
vault and to each end of Baffle B at the downstream
intersection with the side walls of the concrete vault.
After setting the precast roof section of the stormwater
treatment system, set precast concrete manhole riser
sections, to the height required to bring the cost iron
manhole covers to grade, so that the sections are
vertical and in true alignment with 0 14-lnch (6 mm)
maximum tolerance allowed. Backfill in a careful manner,
bringing the fill up in 6inch (152 mm) lifts an all sides.
If leaks appear, clean the inside joints and caulk with
lead wool to the satisfaction of the Engineer. Precast
sections sholl be set In a manner that will result in a
watertight joint. In 011 instances, Installation of
Storm water Treatment Systems shall conform to ASTM
specification C 891 "Standard Practice for Installation of
Underground Precast Utl1lty Structures".
Holes mode in the concrete sections for handling or
other purposes shall be plugged with a non shrink grout
or by using grout In combination with concrete plugs.
Where holes must be cut in the precast sectIons to
accommodate pipes, do all cutting before setting the
sections In place to prevent any subsequent Jarring
which may loosen the mortar joints. The Contractor sholl
make all pipe connections.
Each storm water treatment system shall Include a circular
alumlnum "swirl chamber" (or "grit chamber") with a tangential
inlet to Induce a swirling flow pattern that will accumulate and
store settleable solids in a manner and 0 location that will prevent
re-suspension of previously captured particulates.
Each stormwater treatment system shall be of a hydraulic design
that includes flow controls designed and certified by a professional
engineer using accepted principles of fluid mechanics that raise the
water surface inside the tank to 0 pre-determined level in order to
prevent the re-entrainment of trapped floating contaminants.
Each storm water treatment system shall be capable of removing 80
% of the net onnual Total Suspended Solids (TS5) load based on a
50-micron particle size. Annual TSS removal efficiency models shall
~e based on documented removal efficiency performance from full
scale laboratory tests. Annual TSS removal efficiency models shall
only be considered valid If they are corroborated by Independent
third party field testing. Sold field testing sholl include Influent and
effluent composite samples from a minimum of ten storms at one
location. Individual storm water treatment systems shall have the
Design Treatment Capacity listed in Table 2.2, and sholl not
resuspend trapped sediments or re-entrain floating contaminants at
flow rates up to and including the specified Design Treatment
Capacity.
Individual storm water treatment systems shall have usable sediment
storage capacity of not less than the corresponding volume listed
In Table 2.2. The systems sholl be designed such that the
pump-out volume Is less than ~ of the total system volume. The
systems shall be designed to not allow surcharge of the upstream
piping network during dry weather conditions.
A water-lock feature shall be incorporated into the design of the
storm water treatment system to prevent the introduction of
trapped oil and fioatable contaminants to the downstream piping
during routine maintenance and to ensure that no oil escapes the
system during the ensuing rain event. Direct access shall be
provided to the sediment and floatable contaminant storage
chambers to facilitate maintenance. There sholl be no
appurtenances or restrictions within these chambers.
Storm water treatment systems shall be completely housed within
one rectangular structure.
H. Manufacturer: Each storm water treatment system shall be of
a type that has been ins lolled and used successfully for
minimum of 5 years. The manufacturer of said system shall
hove been regularly engaged In the engineering design and
production of systems for lhe physical treatment of
storm water runoff during he aforementioned period. Each
stormwater treatment system shall be a Vortechs System as
manufactured by CON TECH Storm water Solutions Inc., 200
Enterprise Drive, Scarborough, Moine 04074, phone: 207.885.,
fox: 207.885.9825; and os protected under U.S. Potent
#5,759,415.
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A. The quality of materials, the process of manufacture. and the
finished sections shall be subject to inspection by the
Engineer. Such Inspection may be made at the place of
manufacture, or on the work site after delivery, or at both
piaces, and the sections shall be subject to rejection at any
time if material conditions fail to meet any of the
specification requirements, even though sample sections may
hove been accepted as satisfactory at the place of
manufacture. Sections rejected after delivery to the site shall
be marked for Identification and shall be removed from the
site at once. All sections which have been damaged beyond
repair during delivery will be rejecled and, If already installed,
sholl be repaired to the Engineer's acceptance level, if
permitted, or removed and replaced, entirely at the
Contractor's expense.
B. All sections shall be inspected for general appearance,
dimensions, soundness, etc. The surface shall be dense,
close textured and free of blisters, cracks, roughness and
exposure of reinforcement.
C. Imperfections may be repaired, subject to the acceptance of
the Engineer, after demonstration by the manufacturer that
strong and permanent repairs result. Repairs shall be
carefully Inspecled before final acceptance. Cemenl mortar
used for repairs shail have a minimum compressive strength
of 4,090 psi (28 MPo) at the end of 7 days and 5,000 psi
(34 MPo) at the end of 28 days when tested in 3 inch (76
mm) diameter by 6 inch (152 mm) long cylinders stored in
the standard manner. Epoxy mortar may be utilized for
repairs..f
D. Shop Drawings Submittals
The Contractor shall be provided with dimensional drawings
and, when specified, utilize these drawings as the basis for
preparation of shop drawings showing details for construction,
reinforcing, joints and any cost-In-place appurtenances.
Shop drawings shall be annotated to Indicate 011 materials to
be used and all applicable standards for materials, required
tests of materials and design assumptions for structural
analysis. Shop drawings shall be prepared at a scale of not
less than 3/16-lnches per foot (1: 75). Six (6) hard caples
of said shop drawings shall be submitted to the Engineer for
review and approval.
E. Installation:
1. Each Storm water Treatment System shall be constructed
according to the sizes shown on the Drawings and as
specified herein. Install at elevations and locations shown
on the Drawings or os otherwise directed by the
Engineer.
2. Place the precast base unit on 0 granular subbase of
minimum thickness of six inches (152 mm) after
compaction or of greater thickness and compaction If
specified elsewhere. The granular subbase shall be
checked for level prlor to setting and the precast base
section of the trap shall be checked for level at all four
corners after it is set. If the slope from any comer to
any other corner exceeds 0.5% the base section sholl be
removed and the granular subbase material re-Ieveled.
3. Prior to setting subsequent sections place bitumen
sealant In conformance wilh ASTM C 990 along lhe
construction joint in the section that is already In place.
4. After setting the base and wall or riser sections,
prepare to install the swirl chamber. Place the
3/4-inch (19 mm) thick by 3/4-inch (19 mm) wide
butyl mastic seal vertically on the outside of the swirl
chamber starting one inch above the bottom of the swirl
chamber and continuing to a height equal to the
elevation of the bottom of the upper aperture of the
swirl chamber. The butyl mastic seal should abut the
downstream side of the predrllled mounting holes that
attach the swirl chamber to the long walls of the
concrete vault. Next, 1nstall the extruded Buna N seal on
the bottom edge of the 180 degree downstream section
of the swirl chamber by first applying 0 bead of
Sikaflex-1a polyurethane elastomerlc sealant Into the
extruded slot then slide the seal onto the swirl chamber.
The extruded seal should extend 3-inches (76 mm)
upstream of the mounting holes, toward the inlet end of
the vault. Set the swirl chamber into position and keep
the seal approximately ~-inch (13 mm) above the floor
of the concrete vault. Apply 0 continuous bead of
Sikoflex-1a sealant under the cupped bottom of the
seal. Set the circular swirl chamber on the floor of the
vault and anchor It by bolting the swirl chamber to the
side walls of the concrete vault at the three (3)
tangenl points and at the Inlet tab using HIL 11 brand
stainless steel drop-in wedge anchors or equivalent
3/8-inch (10 mm) diameter by 2-3/4 inch (70 mm)
minimum length at heights of approximately three inches
(3") (76 mm) off the floor and at fifteen Inch (15")
(381 mm) intervals to approximately the same height of
the butyl mastic sealant (at locations of pre-drilled
hoies in aluminum components). Apply a continuous
bead of Sikaflex-1 a sealant to the intersection of the
Inside bottom edge of the extruded seal and the vault
floor.
SPECIFICATIONS
SHEET 5 OF 6
MEDICAL DRIVE SHOPS
6.
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DATE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
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KEYSTONE CONCRETE RETAINING WALL
I. GENERAL
A. Work shall consist of designing, furnishing and construction of a
KEYSTONE Compoc Unit Retaining Wall System in accordance with
these specifications and in reasonably close conformity with the
lines, grades, design, and dimensions shown on the plans. No
alternate wall systems will be considered.
B. Work Includes preparing foundation soil, furnishing and installing
leveling pad, unit drainage fill and backfill to the lines and grades
shown on the construction drawings.
C. Work includes furnishing and installing geogrid soli reinforcement
of the twe. size. location, and lengths designated on the
construction drawings.
II REFERENCE DOCUMENTS .
A. American Society for Testing and Materials (ASTM)
1. ASTM C-1372 Specification for Segmental Retaining Wall
Units
2. ASTM 0-422 Particle Size Analysis
.3. ASTM 0-698 Laboratory Compaction Charocterlstlcs of Soil
-Standard Effort
4. ASTM 0-4318 Liquid Limit, Plastic Limit and Plasticity Index
of Soils
5. ASTM 0-4595 Tensile Properties of Geotextlles - Wide Width
Strip
6. ASTM 0-5262 Unconfined Tension Creep Behavior of
Geosynthetics
7. ASTM 0-3034 Polyvinyl Chloride Pipe (PVC)
8. ASTM 0-1248 Corrugated Plastic Pipe
9. ASTM 0-4475 Horizontal Shear Strength of Pultruded
Reinforced Plastic Rods
B. Geosynthetic Research Institute (GRI)
1. GRI-GG4 Determination of Long Term Design Strength of
Geogrlds
2. GRI-GG5 Determination of Geogrld (soil) Puliout
C. National Concrete Masonry Association (NCMA)
1. NCMA SRWU-1 Test Method for Determining Connection
Strength of SRW
2. NCMA SRWU-2 Test Method for Determining Shear Strength
of SRW
III. Submittals/Certification
A. Contractor shall submit a Manufacturer's certification, prior to
start of work, that the retaining wall system components meet
the requirements of this specification and the structure design.
8. Contractor shall submit construction drowings and design
calculations for the retaining wall system prepared and stamped
by 0 Professional Engineer registered in the state of the project.
The engineering designs, techniques, and material evaluations
shall be in accordance with the Keystone Design Manual.
IV Quality Assurance
A. Contractor shall submit a list of five (5) previously constructed
projects of similar size and magnitude by the wall installer where
the specific retaining wall system has been constructed
successfully. Contact names and telephone numbers sholl be
listed for each proJect.
8. Contractor sholl provide evidence that the design engineer has a
minimum of five years of documental experience In the design
for reinforced soil structures. The design engineer shall provide
proof of current professional liability insurance with an aggregate
coverage limit of not less than $2,000,000.
C. Owner shall/may provide soli testing and quality assurance
inspection during earthwork and wall construction operations.
Contractor shall provide any quality control testing or inspection
not provided by the Owner. Owner's quality assurance program
does not relieve the contractor of responsibility for quality control
and wall performance.
V. Delivery, Storage and Handling
A. Contractor shall check all materials upon delivery to assure that
the proper type, grade, color, and certification hove been
received.
B. Contractor sholl protect all materials from damage due to jobsite
conditions and in accordance with manufacturer's
recommendations. Damaged materials sholl not be incorporated
into the work.
VI. PRODUCTS
A. Keystone Unit - a concrete retaining wall element machine mode
from Portland cement, water, and aggregates.
REVISIONS
KEYSTONE CONCRETE RETAINING WALL (CONT.)
B. Structurol Geogrid - a structural element formed by a regular
network of Integrally connected tensile elements with apertures of
sufficient size to allow interlocking with surrounding soil. rock, or
earth and functlon primarily os reinforcement.
C. Unit Drainage Fill - drainage aggregate that is placed within and
immediately behind the Keystone concrete units.
D. Reinforced Backfill - compacted soli that Is placed within the
reinforced soil volume as outlined on the plans.
VII Keystone Concrete Retaining Wall Units
A. Keystone concrete units sholl conform to the following
architectural requirements:
1. Face color - concrete gray. The Owner may specify standard
manufacturers color.
2. Face finish - sculptured rock face In angular tri-planer
configuration. Other face finishes will not be allowed without
written approval of Owner.
3. Bond configuration - running with bonds nominally located at
midpoint vertically adjacent units, in both straight and curved
alignments.
4. Exposed surfaces of units shali be free of chips, cracks or
other imperfections when viewed from 0 distance of 10 feet
(3 m) under diffused lighting.
B. Keystone concrete materials sholl conform to the requirements of
ASTM C1372 - Standard Specifications for Segmental Retaining
Wall Units.
C. Keystone concrete units shall conform to the following structural
and geometric requirements measured In accordance with
appropriate references:
1. Compressive strength: ? 3000 psi (21 MPa);
2. Absorption: t B % (670 In northern states) for standard
weight aggregates;
3. Dimensional tolerances: ::I: 1/8" (3 mm) from nominal unit
dimensions not inciuding rough split face, :1:1/16" (1.5 mm)
unit height - top and bottom planes;
4. Unit size: 8" (203 mm) (H) x 18" (457 mm)(W) x 12" (304
mm)(D) minimum;
5. Unit weight: 75-lbs/unit (35 kg/unit) minimum for standard
weight aggregates;
6. Inter-unit shear strength: 600-plf (8 kN/m) minimum at
2-psl (13 kPa) normal pressure;
7. Geogrid/unit peak connection strength: 500-plf (7 kN/m)
minimum at 2-psi (13 kPa) normal force.
D. Keystone concrete units sholl conform to the following
constructability requirements:
1. Vertical setback: 1/8" (3 mm) :I: per course (near vertical)
or 1" (25 mm) + per course per the design;
2. Alignment and grid positioning mechanism - fiberglass pins,
two per unit minimum;
J. Maximum horizontal gap between erected units shall be f.
1/2 Inch (13 mm).
VIII. Shear Connectors
A. Shear connectors sholl be 1/2-inch (12 mm) diameter thermoset
Isopthalic polyester resin-pultruded fiberglass reinforcement rods
to provide connection between vertically and horizontally adjacent
units. Strength of shear connectors between vertical adjacent
units shall be applicable over a design temperature of 10 degrees
F to + 100 degrees F (-10 to 40 degrees C).
B. Shear connectors shall be capable of holding the geogrld in the
proper deslgn position during grid pre-tensioning and backfilling.
IX. Bose Leveling Pod Material
A. ~aterlal sholl consist of 0 compacted crushed stone base or
non-reinforced concrete as shown on the construction drcwlngs.
X. Unit Drainage Fill
A. Unit drainage fill shall consist of clean 1" (25 mm) minus
crushed stone or crushed grovel meeting the following gradation
tested In accordance with ASTM 0-422:
~ Percent Passino
1 inch (25 mm) 100
3/4-inch (19 mm)75-100
No.4 (4.75mm) 0 - 10
No. 50 (300um) 0 - 5
DESIGN BY:
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[:J [.I] TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY:
CHECKED BY:
APPROVED BY:
KEYSTONE CONCRETE RETAINING WALL (CONT.)
B. One cubic foot (0.028 m3), minimum. of drainage fill sholl be
used for each square foot (0.093 m2) of wall foce. Drainoge fill
shall be placed within cores of, between, and behind units to
meet this requirement.
XI. Reinforced Backfill
A. Reinforced backfill shaH be free of debris and meet the following
gradation tested In accordance with ASTM D-422:
~
2 inch (50 mm)
3/4-inch (19 mm)
No. 40 (425um)
No. 200 (75um)
Percent Passino
100
100-75
0-60
0-35
KEYSTONE CONCRETE RETAINING WALL (CONT.)
XIV. EXECUTION
Excavation
A. Contractor shall excavate to the lines and grades shown on the
construction drawings. Owner's representative sholl Inspect the
excavation and approve prior to placement of ieveling material or
fill solis. Proof roll foundation area os directed to determine if
remedial work is required.
B. Over-excavation and replacement of unsuitable foundation soils
and replacement with approved compacted fill will be
compensated os agreed upon with the Owner.
XV. Base Leveling Pad
A. Leveling pad materlai shall be placed to the lines and grades
shown on the construction drawIngs. to 0 minimum thickness of
6 inches (150 mm) and extend laterally a minimum of 6" (150
mm) in front and behind the Keystone wall unit.
B. Soil leveling pod materials sholl be compacted to a minimum of
95 " Standard Proctor density per ASTM 0-698
C. Leveling pad sholl be prepared to insure full contact to the base
surface of the concrete units.
XVI. Keystone Unit Instailation
A. First course of unIts shall be placed on the leveling pod at the
appropriate line and grode. Alignment and level sholl be checked
in 011 directions and insure that all units ore in full contact with
the base and properly seated.
B. Place the front of units side-by-side. Do not leave gaps
between adjacent units. Layout of corners and curves shall be
In accordcnce with mcnufccturer's recommendations.
C. Install shear/connecting devices per manufacturer's
recommendations.
D. Place and compact drainage fill within and behind wall units.
Place and compact backfill soil behind drainage fill. Follow wall
erection and drainage fill closely with structure backfill.
E. Maximum stacked vertical height of wall units, prior to unit
drainage fill and backfill piacement and compaction, shall not
exceed two courses.
XVlI.Structural Geogrid Installation
A. Geogrid sholl be oriented with the highest strength axis
perpendicular to the wall alignment.
B. Geogrid reinforcement shaH be placed at the strengths, lengths.
and elevations shown on the construction design drawings or as
directed by the Engineer.
C. The geogrid sholl be laid horizontally on compacted backfill and
attached to the Keystone wall units. Place the next course of
Keystone concrete units over the geogrid. The geogrid sholl be
pulled tout, and anchored prior to backfill placement on the
geogrid.
D. Geogrld reinforcements shall be continuous throughout their
embedment lengths and placed side-by-side to provide 100%
coverage at each ievel. Spliced connections between shorter
pieces of geogrld or gaps between adjacent pieces of geogrid ore
not permitted.
XVIII. Reinforced Backfill Placement
A. Reinforced backfill shall be placed. spread, and compacted in
such 0 manner that minimizes the development of slack in the
geogrld and installation damage.
B. Reinforced backfill shall be placed and compacted in lifts not to
exceed 6 inches (150 mm) where hand compactlon Is used, or 8
- 10 inch,es (200 to 250 mm) where heavy compaction
equipment is used. Lift thickness sholl be decreased to achieve
the required density os required.
C. Reinforced backfill shall be compacted to 95" of the maximum
density as determined by ASTM D698. The moisture content of
the backfill material prior to and during compaction sholl be
uniformly distributed throughout each layer and shall be dry of
optimum, + 0", - 3"-
D. Only lightweight hand-operated equipment shall be allowed within
3 feet (1 m) from the tail of the Keystone concrete unit.
E. Tracked construction equipment sholl not be operated directly
upon the geogrid reinforcement. A minimum fill thickness of 6
inches (150 mm) is required prior to operation of tracked
vehicles over the geogrid. Tracked vehicle turning should be kept
to a minimum to prevent trccks from displacing the fill and
damaging the geogrld.
F. Rubber tired equipment may pass over geogrid reinforcement at
slow speeds, less than 10 MPH (15 KPH). Sudden braking and
sharp turning sholl be avoided.
SPEORCAllONS
SHEET 6 OF 6
MEDICAL DRIVE SHOPS
KEYSTONE CONCRETE RETAINING WALL (CONT.)
G. At the end of each day's operation. the Contractor sholl slope
the lost lift of reinforced backfill away from the wall units to
direct runoff away from wall face. The Contractor sholl not allow
surface runoff from adjacent areas to enter the wall construction
site.
XIX. Cap Installation
A. Cop units sholl be glued to underlying units with on all-weather
adhesive recommended by the manufacturer such as Keystone
Kapseal.
XX. As-built Construction Tolerances
A. Vertical alignment: :I: 1.5" (40 mm) over any 10' (3 m) distance.
B. Wall Batter: within 2 degrees of design batter.
C. Horizontal alignment: :!: 1.5" (40 mm) over any 10' (3 m)
distance.
Corners, bends & curves: :I:: 1 foot (300 mm) to theoretical
location.
D. Maximum horizontal gap between erected units sholl be f. 1/2
inch (13 mm).
XXI. Field Quality Control
A. Quality Assurance - The Owner sholl/may engage Inspection and
testing services, Including Independent laboratories, to provide
quality assurance and testing services during construction. This
does not relieve the Contractor from securing the necessary
construction quality control testing.
B. Quality Assurance should include foundation soil inspection.
Verification of geotechnical design parameters, and verification
that the contractor's quality control testing Is adequate os a
minimum. Quality assurance shall also include observation of
construction for general compliance with design drawings and
project specifications. (Quality Assurance is usually best
performed by the site geotechnical engineer.)
C. Quality Control - The Contractor sholl engage inspection and
testing services to perform the minimum quality control testing
described in the retalnlng wall design plans and specifications.
Only qualified and experienced technicians and engineers shall
perform testing and Inspection services.
D. Quality Control testing shall include soli and backfill testing to
verify soil types and compaction and verification that the
retaining wall Is being constructed in accordance with the design
plans and project specifications.
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SCALE:
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DA TE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
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Plasticity Index (PI) <15 and Liquid Limit <40 per ASTM
0-4318.
B. The maximum aggregate size shall be limited to 3/4 inch (19
mm) unless field tests hove been performed to evaluate potential
strength reductions to the geogrid design due to damage during
construction.
C. Material con be site-excavated soils where the above
requirements can be met. Unsuitable sails for backfill (high
plastic clays or organic solis) sholl not be used in the backfill or
In the reinforced soli mass.
D. Contractor sholl submit reinforced fill sample and laboratory test
results to the Architect/Engineer for approval prior to the use of
any proposed reinforced fill material.
XII. Geogrid Soil Reinforcement
A. Geosynthetlc reinforcement shall consist of geogrids manufactured
specifically for soil reinforcement applications and sholl be
manufactured from high tenacity polyester yarn or high density
polyethylene. Polyester geogrld shall be knitted from high
tenacity polyester filament yarn with 0 molecular weight exceeding
25,000 g/m and a carboxyl end group values less than 30.
Polyester geagrid shall be coated with an Impregnated PVC
coatIng that resists peeling, cracking, and stripping.
B. To, Long Term Allowable Tensile Design Load, of the geogrid
material shail be determined as foilaws:
To = Tult / (RFcr*RFd*RFid*FS)
To sholl be evaluated based on 0 75-year design life.
1. Tult, Short Term Ultimate Tensile Strength
Tult is based on the minimum overage roll values (MARV)
2. RFcr. Reduction Foetor for Long Term Tension Creep
RFcr shall be determined from 10,OOO-hour creep testing
performed in accordance with ASTM 05262. Reduction value
= 1.50 minimum.
3. RFd, Reduction Factor for Durability
RFd shall be determined from polymer specific durability
testing covering the range of expected soli environments. RFd
= 1.10 mlnimum.
4. RFld, Reduction Factor for Installation Damage
RFid sholl be determined from product specific construction
damage testing performed In accordance with GRI-GG4. Test
results sholl be provided for each product to be used with
project specific or more severe soil type. RFld = 1.05
minimum.
5. FS, Overall Design Factor of Safety
FS sholl be 1.5 unless otherwise noted for the maximum
allowable working stress calculation.
C. The maximum design tensl1e load of the geogrid shall not exceed
the laboratory tested ultimate strength of the geogrld/facing unit
connection divided by a factor of safety of 1.5. The connection
strength testing and computation procedures shall be in
accordance with NCMA SRWU-1 Test Method for Determining
Connection Strength of SRW.
D. Soil interaction Coefficient, Ci
Ci values sholl be determined per GRI: GG5 at a maximum
0.7S-lnch (19 mm) displacement.
E. Manufacturing Quality Control
The geogrid manufacturer sholl have a manufacturing quality
control program that Includes QC testing by an independent
laboratory.
The QC testing shall include:
Tensile Strength Testing
Melt Fiow Index (HOPE)
Moiecuiar Weight (Poiyester)
XIii. Drainage Pipe
A. If required, the drainage pipe shall be perforated or slotted PVC
pipe manufactured in accordance with ASTht D-3034 or
corrugated HOPE pipe manufactured in accordance with ASTM
0-1248.
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I,II.1D1'~N......8 03ll01d
OZ""TJY:)S1'tJ(] 9MO'~ OdOl....m.........311.:1
OZ'U"3lY.JS.Ll \NVld lHelS\saNItllAVIKl\NOIS3O\.JQ J03J.pe" uo Ido'lS 9OCl-90\900l\:.:l....A~0l:l3HIO
~
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S'\.\.'\~~~N C. 1IIIIt"I'/.
. (:,................11',
! ...'t;/;.~~\STE.f;.~....?%~
o iff! NO. ,I'" "
~ * i 16003 )t; ~
t~ \ STATE or /$}
'\ '?-Ss'!.~R!t:~~..~&~,~
"/'//llllf/~~~~~\\~\\\\\\\"~
/1
::c.,l
SCALE:
HOR.: 1" = 20'
VER.: NA
DA TE: 12/07/06
PROJECT NO.
06-2366
DRA'MNG NO.
C10.0
~
~
o
~-
-----'
-----,----
-------
J .____,.----'
~
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;.
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~~~~
EXIST. ROLL CURB & GUTTER IS NOT TO BE REMOVED.
ANY DAMAGED CURB & GUTTER SHALL BE REPLACED USING
THE CITY OF CARMEL STANDARD FOR ROLL CURB & GUTTER
AND ANY SPECIFICATIONS PERTAINING TO PROPOSED ROLL
CURB & GUTTER.
REVISIONS
DESIGN BY:
NRJ
TEB
SBP
DEMOunON PLAN
I~I V4!N. ~~C!~~~D~!!~~N!!A 1~5~.
-I [I] TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY:
CHECKED BY:
APPROVED BY:
MEDICAL DRIVE SHOPS
BCP
-
-----
"'- e'
/~~.,
1:;
L=50'
Ai
~"""""'''''''''''
A
GEOTEXTILE FABRIC
EXISTING GROUND
SIDE ELEVATION
5: 1 SLOPE
EXIST. ROLL
CURB & GUTTER
/
/
/
~
R1PRAP
CH~K DAM
"-.-
INLET _834-
PROTECTION_ - -
(TO..-REt#JN AFTER
"tONSTRUCTION)
RIPRAP
CHECK DAM
BEGIN RETAINING
WALL
~
NOTES:
1. GEOTEXTILE FABRIC SHALL MEET THE REQUIREMENTS OF MATERIAL
SPECIFICATION INDOT SECTION 913.18 AND SHALL BE PLACED OVER
THE CLEARED AREA PRIOR TO THE PLACING OF ROCK.
2. ROCK OR RECLAIMED CONCRETE SHALL MEET THE FOLLOWING INDOT
COURSE AGGREGATE GRADATION CA-2.
3. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHALL BE
CONSTRUCTED ACCORDING TO MANUFACTURERS SPECIFICATIONS. E
4. IF WASH RACKS ARE USED THEY SHALL BE INSTALLED ACCORDING TO PLAN VI W
THE MANUFACTURER'S SPECIFICATIONS STABILIZED CONSTRUCTION ENTRANCE PLAN
· MUST EXTEND FULL
WIDTH OF INGRESS AND
EGRESS OPERATION.
POSITIVE DRAINAGE
TO SEDIMENT
TRAPPING DEVICE
INLET
PROTECTION
~
~
~
ij~
II
~
l>
~
!l
~
i
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i~ e
~~ ft
~a ~
,ll! :
~8 ~
~~~:!
~ffi~~
~ !; i
~~~~
:i.
~
.
CD
ELEVATION VIEW
METAl. SYNTHETIC,
OR WOOD POSTS
GROUND UNE
SCAlE: NONE
GEOTEXTILE FABRIC
SILT FENCE
TIEBACK BETWEEN
FENCE POSTS
AT ANCHOR
4"
I.
,I
6' MAX.
lo~
~~
. :i.
11)-
~
COMPACTED SOIl:
ENBEDMENT DETAIL
ANCHOR STAKE MIN.
LENGTH 18" @
TIEBACK DETAIL
SILT FENCE ELEVATION
SILT FENCE
GENERAL NOTES:
1. SILT FENCE SHALL BE PLACED AS CLOSE AS
POSSIBLE TO EDGE OF CONSTRUCTION UMITS
OR AS DIRECTED.
2. THE SPACING OF THE TIEBACKS SHALL EQUAL
THE SPACING OF POSTS. ADDITIONAL POST
DEPTH OR TIEBACKS MAYBE BE
REQUIRED IN UNSTABLE SOILS.
w
SILT FENCE PLACEMENT
SILT FENCE DETAIL
SCALE: NONE
NOTE:
INLET PROTECTION CONSISTS OF
ENVlROPOD DROP-IN CATCH BASIN
INSERTS PROVIDED BY "STORM WATER 360"
PORTLAND, OREGON. FOR DETAILS SEE
MISCELLANEOUS STORM STRUCTURE DETAIL SHEET C26.0.
STABIUZATING
STAPLES OR
STAKES
ELEVATION VIEW
12"
STABIUZA~I'
STAPLES OR
STAKES I
SWALE
REVETMENT RIPRAP
TOP OFl 6"
SWA~ ~II_
.(
51'
. ~
o
FLOW,
~ROSION CONTROL BLANK T
LANDLOK SUP!;.RGRO
NOTE: R EQUIVALENT)
ALL DRAINAGE SWALES SHALL
BE STABILIZED WITH AN PLAN VIEW
EROSION CONTROL BLANKET
EROSION CONTROL BLANKET
SCALE: NONE
.
...
SECTION A-A
RIPRAP SWALE CHECK DAM
SCALE: NONE
REVISIONS
DESIGN BY: NRJ
EROSION CONTROL PLAN
~~"\\\\\\\~NrrC'I"IIII""",
.;-'u~...........:~",
f~f1-.\STt't~'-f'\
2aJI . NO. ,~:
~ * ( 16003 I * ~
%~ STATE or )t:JJ
'\ .~..;.....~NOI"'v..""''''#~
. J'J' ............ ~Cj .
~/"III,':~~~~,\~\\\\\\\\\'"
C11.0
ICf V:~N. ~H~C!~~~~!!~~~!A 1~5~.
[;] [I] TEL (317) 293-3542 FAX: (317) 293-4737
DRAWN BY: TEB
CHECKED BY: SBP
SCALE:
HOR.: 1" = 20'
VER.: NA
DATE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
MEDICAL DRIVE SHOPS
APPROVED BY: BCP
~
~
~
~
~
~
I~
~~
ib
!Ie
~
]
1
2
i
1 !
~~ ~
.i ~
~" g
~~z~
<:"sh
~ 1~ ~
~ :~ i
~~g~
cCi:Il.Q
12'x12'x6" CONCRETE DUMPSTER
PAD W/6' HIGH SLATTED WOOD FENCE
1" TOP RAIL
6"x6" WOODEN POST (TYP.)
1"x4" FENCE BOARD (TYP.)
II' \ \ 11
III \ \11
" ,1
!IIIIII
~ II ~ I
III r
):
\ I r
III1
1\ II
o(!)
e"
;.,
"
N
I
I I
I I
2"x3" STRINGERS
<0
in
;., N
CONCRETE
ENCASEMENT
2'
ELECTRIC
SERVICE
SLATTED WOOD FENCE DETAIL
SCALE: NONE
10' ELECTRIC
EASEMENT
d
s'
7/8" DIA. HOLE (MIN.)
~~ FOR f15 REBAR PIN
5.5' SIDEWALK I .
EASEMENT I
7"
PLAN
7" 1:'13 REBAR
~R A
..pt
.. U)
A -ld-
l' 2'-6" l' 2'-6" l'
ELEVATION SECTION A-A
NOTE: ,
PARKING BUMPERS SHALL BE PLACED 2 OFF
OF FACE OF RETAINING WALL IN ALL LOCATIONS
WHERE A PARKING SPACE IS ADJACENT TO
THE RETAINING WALL
\
LEGEND
@ UNE, PAINT, 4", WHITE
<ID LINE, PAINT, 4", BLUE
= PAVEMENT MARKING, SYMBOL, HANDICAP
PLANTING AREAS IN SIDEWALK
CONCRETE PAVEMENlJ" FOR COMMERCIAL DRIVE:
6" PCCP ON
6" COMPACTED AGGREGATE BASE
SCALE: NONE
CONCRETE PARKING BUMPER DETAIL
PARKING SUMMARY
REO'D. PARKING SPACES
PROVIDED PARKING SPACES
REO'D. ADA SPACES
PROVIDED ADA SPACES
35 G)
38
2
2
2" TYPE "K" COPPER
WATER SERVICE UNE
REVISIONS
\\\\\\\1111111/111/
~""\,~~ ""N C~ 1111111,,.....
>' C,................. ~.,
! !':%~G\STt"e......t;.\
f;Z:/ .. NO. D \(<\ \
~ ~i 16003 i'* ~
<~\\ ,'.,,-
\_~.... STATE OF .lti!
\. t'.;...{'!.~~.~.~~....r}~,~~
1-"I'I,'!"tONAL 't.~\"",'
'/flll/llllllll\\\\\\
C12.0
SCALE:
HOR.: 1" = 20'
VER.: NA
DA TE: 12/07/06
PROJECT NO.
06-2366
DESIGN BY: NRJ
DRAWN BY: TEB
CHECKED BY: SSP
APPROVED BY: BCP
LAYOUT PLAN
DRAWING NO.
'!c;). V4~ N. !H~!J~~D~!!~~N~!A 1~5~.
[:J [IJ TEL. (317) 293-3542 FAX: (317) 293-4737
MEDICAL DRIVE SHOPS
~
~
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I B: ~ ~ '::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::"
I I' I ~.' 0 ........................................
~ II "I'I~8 ~ \::i220 : ~I .::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
~ P I I :-r-I . L 822. BC '.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.::.
I "I 8 22 BC ..................................
I I I. ':::::::::::::::::::::::::::::::::..
I . ....................................
tt \ I I ~ 'III IN . - - - -: - I-- - kI:::~:::::;\r\t\::::t::::::~:::::::::j:::::::::::}:: ~
P I 1'1 11 rt11 N "- 0 .::::::::::::::::.~:::::::::::::::::: ,
\ II" /.0 I :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::.
I)J JI ~III i. ~; \ \ \ \ \Fi?~;/>"
~ 11//V,/l1~ ~/ / ",,_I ~ ~lC ~ -
~ }-y /:l/~ / I. 1" 822.03 BC {
~ ~,f'[ J I I II ~j I : "" h,::::::;- \ "\L822[8I1TC
~ Vl/ I 1/ I ~ I ", 8 2 I~"C
rli I / I / I /\ ~~ _- -- -- t
./ 1/ I I I 0 : "--- . -:1IIIil.
- /r I .~ ---- mIDmBCo .' .'. :'::-.'.,.
I II/! II d, I Ijt j~ \ _.c"'" >in. 20 >
~ ~1'11 BEdlN RfTlliNI ~+;y~:~ ---~~r\L-- - ~--~: \':-...~~..:~:~~~:~:.~~:Y>.:":~'
w,,"v I ~ \ . 0 ~ .'. CASTING: f:~~;'-:-0.' <. ~
~ Ik/~ II I I~ ~8 /' -- .82~~..:-.-:.-::-:-:-::-....: I.
I "/~ ../~20.9 ..~........
I. ..... . . 8 76' "-
I 0: TC .0. :.... ~ . ~~-:-:-:.: ::-
Be 2.0 ... ~.--:' .' . .' . .'.
----1 \ STRI Ndj 15 " ~1HtI \.-_- 0 ~~~ ~.::. ::'.
~ ~ \ \C~~I1JllG:IELE~ --- ~ BCI82Q.851. .- ---I . ..........~.. .......
, 821 ~6 I I I \. . .' ......,.- - .'. .
~ 11~m. J~.~ irTif;'/' >" _/~;,;:;- ~~~c \~- II 1
~/ /)1 I" 1__--- - 0 ~
r- ~ ~/ 11 I I ro.~ ~ ___ ---'I B~
~ ~~/~ >>' I Ir\S~J / - \-1 .~D I \, JmiIlJg ~_~
I .tl. 23-Y\~" ~ ,'/ TC8 O. '"
~ II r/~il r It' ~\\ l~~ ~ _--B [D0
~~. I y/~ ,::;V~ ~\~ "~~ BC~ ~ \ ;' c--
YI I \ ~ - \" 8.93 ~BC -t::'.---
lb ~ v 0.- I - ~--"\ .\..---
~ II S~~~~. J~ -~- ~\ ~ ~-~ ~ ~
~ I / ~'\i.10 ~~ '- - D --- ~8'67 -- """ "C.
lir r,., ~ / J &- ... 819~1 ~ ---...." \"""t ~d - ---r; ------= -:::::===- ~~-
r" J.819I1RU? --r-___ ~ ..J ~ :::...--- -::;:::::::.-
I I\,a ~~ ~m.wmI -:- ----r- ~ - ::;:::::::.::;:::::::.- - ~
~ .\. l 81S..QRI...... -- ~- - - -
'~.~_I--- =-J;w-~~~::;:::::::.~8.65 ~ - STR. NO. 21
~ ~:m _r. 7.0' ~d::;:::::::.::;:::::::.-::::- ...
-1 -::;:::::::.-"""
. \ --1::;:::::::.d:-::;:::::::.::;:::::::'- ..... ~ - T
~~ I i I - STR. NO. 25
I.:. STR. NO. 22
~
LEGEND
~
TC
BC
c::=:=:J
It\H11\ ~_ / . /' \ 1:;-
\\tll\.~ml !~o@ ---"""tl/ \TR.~/,~/ ~~~~
1,1 I, " .-\ .-'" =-- J \;.~." - I r----
1:lhll 1'1 '\r,;ii--=:;:a C--'~63 ./;: ~.0'mZ... ,'-1: /~I
~ l I ~68 \.51 ~~~ - I '- "" ~ ./) (1(', END RETAINING
... __ ) "- ~ \~ 8. I >- 8234610: \ WALL
STR. NO. 27 ~ t. .00 ~~/' ~ --'1m 93 r;)
iii = -?'ll( ~ V- \~891 \ STR NO 13 \~-- ~ \t II I (
" I '..1 ~ /''' ~l . . ~... ~ ~., .1 I 830.00
~~_ .Vt~ I ~j! ~rr~' ----/'-- -~~--- JR23 031 ~~~::~23:::::::::}}}?::::~~: 1\ II \
_ V: \ "(;yi~ ~ S. NO --r4 _- o~~- ~,-.......................z...... t'\ l \
II i 1,1 {~I .J / / _::~ooo - ~7:::tt:H?stJ{{{::::::::::::::::::::::}~t::}}I. ~~ \ \
o III !I. - ~ II!. -_, v ~~-:,,,";;J&/,;,,~;;;;;:?ffjf/!f/fffiif!/fj7;/j!{rrf;jjj'E;'J, ~\~/ ~
It,., 0 --- f~""""""""""""""""""""""::::"'"_............................:';':','.~.:0:...........:;r...,
11/1 ~ 1- f::C::::::::::'\4.::::::::::::.:.:-:.:.:.:.:.:.::::::::1::1:0::::.:.:.:.:.:.:.:.::S:7:0:S:0:7'::s?:5:S:~::::::::::::::::::::::::::::::::::\;/.:?:.::::::::::} 0 --J
I 1/ 0>....-- .::::;.:?'0................................:::::::::::::..o0Sf..O......................~.......,.....:;;!f..::::::::::ji/ 1.l ./
~ I.: /' ~ ~ :1--- c..j ---W:-:-\E'::::::::'::4}%{;:::;:;:::;:::::::;:::::;:::::::::::~::::::::::::::~:{:;:;:::::~~~to\t'tti1:f:0fH+:4diLgt::WByt:::?k ~ \ ~ - r._ 8
!/ I. vi'1: u- --- lQ ":::::::::::::::::::;::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::.:.... "....," 82.~'-k::::::::::s:::::::::::s.:;::':':':':':':':':':':':':':':P?::7:\:::::\.. "I' - 0
I I f~ m g .............................................~-:.:;,>:............................................ . . ~.:.;..\, ~ \ I , 8 3 3
h ~ / ___~ - ~ ':"-\.:.:;::::;:::~I.:::.::.:::::::;:::;:::::?}f:Hf:tt:::::::}::}::::::::::}::~:})Et:;@B{:;:::::::r&{:~:::::::::~:::::::::::p:::r:::.'::':':, ~S,\" ~ ~
J! ~I/ ','yfl,) /11 40- --- Vtttttt:::::::::::. ..tt:~:~~:ttttEZb{:::::~:t::::}2E:0:0':~'::"::' -), \\ -=
~ v::::::::::::::::' .......:::.~:::.:.:.:.:.:.:.:.:: :.::::::.... --- -- 1822 R71TC
~,~~N t ~~: - ~.:zy::::::::::::::.:.:.:.::::.~~.-e~~\ :;~~~~.'\..~ D~
STR. NO. 16 _ ,.-1 ,/I /.,( / I k'~ \ ~ TC:'';)-:::: ~C.::: , ~~ \ ~ ~~C
CASTING ELEV. ~~ ~r t/ III "" 1 ~ \." . ...:" :?'1'" . ::':?C'.~' :t~::' \ ~ ~BC
821.68 .. r r.tJ ~: TC . " :'{ "1\ .' ': .'. :'~C1lR?:1'R~ ':"\ .l- 1 '- STR. NO. 12
/-1V /(11 I ____" ! ~-=-.. .....~.;.......:....:::...:: ..~:....a. .:'.'::~,:~Tj j~
~ i 1) 0 __'\ ..~...l . "':Nn:;;~:-".. ..:..1\ x-;.....;:-:..El. 1. ~~~ \ r (>. i820.501
~;~~ RETAININ~ ~ IIA II 7 ~ ~..- '. ~'*'~1:.. ...... . " .;~...... .:: ::"':-' ~\ \ 8'J1'73IRC ~ ~
.--..., )1r-!k1 '41<: '-...Xooo ,,;..,.~:~ ":\8: $. ~"'~'-\" ___ TC ~~ ~ ~:-.-
L. h ~ GI:JRlt"I~AMP .~.'. . . ',:X- . ~ BC - - -=---- ~-
STR. NO. 15 _.- /1 II 'f ~E A;"'':'" <:,. - ",- ~ ~ ~ ~
CASTlNGELEV. I tl /01 _-,-- _ - \ ~~ r89 ~ \'.--:::; .'0
821.66 . _ ~/ 'VI~":' '\ ...\-___- ~\ ~:-::::::- .--:::; .A-:.~3;rt
() g Vhl ';;JtJ)]7 I _ ..~ ,;::::;'" ~. ~
~ l 1r1 ~ ~ - ~ ---;\ ..--:;,;::::;,;::::; STR NO 17 STR. NO. 12
STR. NO. 24//1 :~.O..I - I -----:?:~ . .
..... ?" l Nj \- -\ -" ,;::::; ~>..... CASTING ELEV.
STR NO 23 ---::. J- 1I'b" L _ \.r <1 ___Y:T J; -;:;.:;;:~-;::::::: \ S"tR: NO. 18 821.16
., .- \ Q..-l. _---- ,;::::;c::=- / CASTING ELEV.
STR. NO. 10 ."""'" ~ - _'- .:.~~\::::1" ~~~r;;;;.y ...../ 820.65
__- ---====- L .D.!! =-""\. -...... .-..1lII" \\ STR NO 19
___ _ ~ ~';::::;"""",, - CASTING' ELEV.
~ 1_ 6:0';::::;';::::;-==""'-- "'/~ ~ 820.22 SITE GRADING PLAN
_ "",.." ___ ~ ~ ~I STR. NO. 21 SCALE: 1" - 20'
~ ........!III"'"
-- --.. I~I
~ STR. NO. 25 ~~ ~~MP
STR. NO. 22
PROPOSED ELEVATION
TOP OF CURB ELEVATION
BOTTOM OF CURB ELEVATION
UMITS OF UNDERGROUND
DETENTION SYSTEM
I,
~~
. () EXIST. GROUND UNE: \
. 3 'NP.
I ..:---
~~'"
~t~
f-1~~~ ~
~ .J~ ~l~~ ~LOW PERMEABIUTY
~t.X~~~1f SOIL
1: 3/4" CLEAN
- ....d. CRUSHEO STONE
--v
TYPICAL SWALE SECTION
STR. NO. 19
CASTING ELEV.
820.22
RETAINING WALL
ENLARGED DETAIL
SCALE: 1" = 10'
SCALE: NONE
REVISIONS
NRJ
TEB
DESIGN BY:
DRAWN BY:
CHECKEO BY:
APPROVED BY:
BCP
[!cr V:!, !N=,!!~~"~~~!4.~ 1!42'
I [J] TEL (317) 293-3542 FAX: (317) 293-4737
SBP
SEE ENLARGED DETAIL,
THIS SHEET
NOTE:
FOR PROPOSEO UNDERGROUND DETENTION SYSTEM
AND PROPOSED STORM SEWER DETAILS. SEE
STORM LAYOUT PLAN.
GRADING PLAN
,:...$'\\\\\\\\1\llNUC"/llf/11f// SCALE:
~ r~e-......... t:> . HOR AS NOTED DRAWING NO
<"t-"Y..~G\sTr'i:""',)0- .: .
~~j q;: (J...."""'~ \n:"R NA
FClJi NO. '?l .o..:
~*l 16003 \*; C13 0
11.\ STATE or Je;l DATE: 12/07/06 .
\.~".".!NOI~tt"'/"#j PRO
"'"",~SIONAL"'~"'~"/ JEeT NO.
1IIIIIIIIHIl1\\\\\\\\\\ 06 2366
MEDICAL DRIVE SHOPS
STR. NO. 27
Iii I II 1
\1111'1 4
IIII i j
11\1..1.:::
RETAINING WALL
o
q
f
\
\
\
~
\
d
\
\
\
\
UNDERGROUND
DElENll0N
SYSTEM
~9
ty.i!>\;nQ eU! ----_
~-
-=~~
~=-
~
~
~
~~
Ii
l>
~
f
il
~
6
~~ E
iliq ~
G~ ~
~~ I
'~ ~
~~ ~
82);:>j
~~~~
i I; I
~~~~
20' STORM SEWER
EASEMENT
BEGIN RETAINING
WALL
STR. NO. 23
STR. NO. 24
STR. NO. 12
20' STORM SEWER
EASEMENT
STR. NO. 10
NOTE:
FOR PROPOSED UNDERGROUND DETENll0N SYSTEM
AND STORM STRUCTURE DETAILS, SEE DETENll0N SYSTEM
DETAIL SHEETS
---
REVISIONS
DESIGN BY:
DRAWN BY:
NRJ
TEB
SBP
BCP
MEDICAL DRIVE SHOPS
STORM SEWER LAYOUT PLAN
~T ~~, ~!!~~~~o~!I~!I"~. 1!4:"
I [IJ "TEl. (317) 293-3542 FAX: (317) 293-4737
CHECKED BY:
APPROVED BY:
STR. NO. 10
INLET TYPE "E-7" AND
77.6' OF 12" R.C. PIPE REO'D.
TOP OF CASllNG ELEV. 819.10
STR. NO. (UPSTREAM) SWALE
STR. NO. (DOWNSTREAM) 19
INVERT ELEVAll0NS:
UPSTREAM 817.57
DOWNSTREAM 817.30
STRUCTURE DATA
STR. NO, 19
INLET TYPE "1.1-10" AND
4.0' OF 15" R.C. PIPE REO'D.
TOP OF CASllNG ELEV. 820.22
STR. NO. (UPSTREAM) 10 & 18
STR. NO. (DOWNSTREAM) 20
INVERT ELEVAll0NS:
UPSTREAM 817.30
DOWNSTREAM 817.14
STR. NO. 11
INLET TYPE "F-7" AND
101.1' OF 18" R.C. PIPE REO'D.
TOP OF CASllNG ELEV. 831.51
STR. NO. (UPSTREAM) SWALE
STR. NO. (DOWNSTREAM) 27
INVERT ELEVAllONS:
UPSTREAM 827.96
DOWNSTREAM 827.30
STR. NO. 12
INLET TYPE "F-7" AND
45.8' OF 12" R.C. PIPE REO'D.
TOP OF CASTING ELEV. 820.25
STR. NO. (UPSTREAM) SWALE
STR. NO. (DOWNSTREAM) 17
INVERT ELEVAll0NS:
UPSTREAM 817.85
DOWNSTREAM 817.69
STR. NO. 13
INLET TYPE "A-2" AND
74.1' OF 12" R.C. PIPE REO'D.
TOP OF CASTING ELEV. 822.80
STR. NO. ~UPSTREAM) NA
STR. NO. DOWNSTREAM) 14
INVERT EL VAll0NS:
UPSTREAM 819.38
DOWNSTREAM 819.08
STR. NO. 14
INLET TYPE "A-2" AND
98.6' OF 12" R.C. PIPE REO'D.
TOP OF CASllNG ELEV. 822.68
STR. NO. ~UPSTREAM) 13
STR. NO. DOWNSTREAM) 15
INVERT EL VAll0NS:
UPSTREAM 818.42
DOWNSTREAM 817.57
STR. NO. 15
INLET TYPE "A-2" AND
8.0' OF 15" R.C. PIPE REO'D.
TOP OF CASllNG ELEV. 821.66
STR. NO. ~UPSTREAM) 14
STR. NO. DOWNSTREAM) 16
INVERT EL VAll0NS:
UPSTREAM 817.32
DOWNSTREAM 817.15
STR. NO. 16
OIL / WATER SEPERATOR AND
6.2' OF 15" C.M. PIPE REO'D.
TOP OF CASllNG ELEV. 821.68
STR. NO'jUPSTREAM) 15
STR. NO. DOWNSTREAM) 26
INVERT E VAll0NS:
UPSTREAM 817.15
DOWNSTREAM 817.10
STR. NO, 17
INLET TYPE "M-10" AND
51.0' OF 12" R.C. PIPE REO'D.
TOP OF CASllNG ELEV. 821.16
STR. NO. (UPSTREAM) 12
STR. NO. (DOWNSTREAM) 18
INVERT ELEVAll0NS:
UPSTREAM 817.69
DOWNSTREAM 817.51
STR. NO. 1 B
INLET TYPE "M-l0" AND
60.0' OF 12" R.C. PIPE REO'D.
TOP OF CASllNG ELEV. 820.65
STR. NO. (UPSTREAM) 17
STR. NO. (DOWNSTREAM) 19
INVERT ELEVAll0NS:
UPSTREAM 817.51
DOWNSTREAM 817.30
<""'G ..........J;"".,
g~~ \STE'H;:6'~\
f 0:/1 NO. .~ %
~ *! 16003 j'* ~
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~ ~s!.~~!!:.~~-~&~,f
/'fll"II'~~~~~\\;\'\\\\'\'"
STR. NO. 20
OIL / WATER SEPERA TOR AND
5.5' OF 15" R.C. PIPE REO'D.
TOP OF CASllNG ELEV. 820.56
STR. NO. (UPSTREAM) 19
STR. NO. (DOWNSTREAM) 26
INVERT ELEVAll0NS:
UPSTREAM 817.14
DOWNSTREAM 817.10
STR. NO, 21
EXIST. INLET
NO CHANGE REO'D
TOP OF CASllNG ELEV. NA
STR. NO. jUPSTREAM) NA
STR. NO. DOWNSTREAM) NA
INVERT E VAll0NS:
UPSTREAM EXIST.
DOWNSTREAM EXIST.
STR. NO, 22
EXIST. INLET
NO CHANGE REO'D.
TOP OF CASllNG ELEV. NA
STR. NO. (UPSTREAM) NA
STR. NO. (DOWNSTREAM) NA
INVERT ELEVAll0NS:
UPSTREAM EXIST.
DOWNSTREAM EXIST.
STR. NO. 23
MOD. MANHOLE TYPE "K-4" AND
30.0' OF 18" R.C. PIPE REO'D.
TOP OF CASllNG ELEV. 821.04
STR. NO. ~PSTREAM) 26
STR. NO. DOWNSTREAM) 24
INVERT E A 110NS:
UPSTREAM 814.59
DOWNSTREAM 814.50
STR. NO. 24
EXIST. MANHOLE
CONNECll0NS FROM STRUCTURE
TOP OF CASllNG ELEV. EXIST.
STR. NO. jUPSTREAM) 23
STR. NO. DOWNSTREAM) NA
INVERT E VAll0NS:
UPSTREAM EXIST,
DOWNSTREAM EXIST.
STR. NO. 25
REMOVE 10' OF EXIST. PIPE
AND PLUG IN.PLACE
TOP OF CASllNG ELEV. EXIST.
STR. NO. ~PSTREAM) NA
STR. NO. DOWNSTREAM) NA
INVERT EL A TlONS:
UPSTREAM EXIST.
DOWNSTREAM EXIST.
STR. NO. 26
UNDERGROUND DETENll0N SYSTEM
42.1' OF 10" C.M. PIPE REO'D.
TOP OF CASTING ELEV. NA
STR. NO'jUPSTREAM) 16 & 20
STR. NO. DOWNSTREAM) 23
INVERT E VAll0NS:
UPSTREAM 814.75
DOWNSTREAM 814.63
STR. NO. 27
EXIST. MANHOLE
CONNECll0NS FROM STRUCTURE
TOP OF CASTING ELEV. EXIST.
STR. NO. (UPSTREAM) 11
STR. NO. (DOWNSTREAM) 24
INVERT ELEVATIONS:
UPSTREAM EXIST.
DOWNSTREAM EXIST.
SCALE:
HOR.: I" = 20'
VER.: NA
DATE: 12/07/06 C14110
PROJECT NO.
06-2366
DRAWING NO.
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DATE: 12/07/06
PROJECT NO.
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DATE: 12/07/06
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REVISIONS
DESIGN BY:
!~I ~!N. !H~!~~~D~!!~~N~!A 1~5~.
[;] [.I] TEL. (317) 293-3542 FAX: (317) 293-4737
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STORM SEWER PLAN AND PROFILES
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MEDICAL DRIVE SHOPS
SBP
BCP
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PROJECT NO.
06-2366
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DESIGN INFORMATION
CASE 1
INVERT ELEVATION = 814.30
CROWN ELEVATlON= 819.30
STORAGE AVAILABLE = 12919 ftJ
ORIFICE 1 ELEVATION = 814.75 ft
ORIFICE 1 OPENING SIZE = 1 In
ORIFICE 2 ELEVATION = 817.8 ft
ORIFICE 2 OPENING SIZE '" 3.5 in
EMERGENCY OVERFLOW WEIR ELEV. = 818.75
10 YR STORM
STORAGE USED = 7862.68 ftJ
PEAK STAGE = 817.41 ft
ALLOWABLE oumow DISCHARGE = 0.053 cfs
PEAK oumow DISCHARGE = 0.043 'cfs
PEAK INFLOW DISCHARGE = 3.368 cfs
100 YR STORM
STORAGE USED = 11680.22 ftJ
PEAK STAGE'" 818.72 ft
ALLOWABLE oumow DISCHARGE = 0.408 cfs
PEAK oumow DISCHARGE = 0.363 cfs
PEAK INFLOW DISCHARGE = 5.903 cfs
NOTES:
CASE 1:
CASE 2
INVERT ELEVATION'" 814.30
CROWN ELEVATlON= 819.30
STORAGE AVAILABLE '" 11780 ftJ
ORIFICE 1 ELEVATION = 814.75 ft
ORIFICE 1 OPENING SIZE = 6 In
ORIFICE 2 ELEVATION'" 817.8 ft (NOT ACTIVATED IN 100 YR EVENT)
ORIFICE 2 OPENING SIZE = 3.5 in (NOT ACTIVATED IN 100 YR EVENT)
EMERGENCY OVERFLOW WEIR ELEV. = 818.75
10 YR STORM J
STORAGE USED'" 3412.02 ft
PEAK STAGE'" 815.85 ft
ALLOWABLE oumow DISCHARGE = 0.053 cfs
PEAK oumow DISCHARGE '" 1.025 cfs
PEAK INFLOW DISCHARGE = 3.368 cfs
100 YR STORM J
STORAGE USED = 6361.23 ft
PEAK STAGE = 816.77 ft
ALLOWABLE oumow DISCHARGE = 0.408 cfs
PEAK oumow DISCHARGE '" 1.389 cfs
PEAK INFLOW DISCHARGE'" 5.903 cfs
CASE 1 IS SIZED. ASSUMING THAT AN ORIFICE SIZE SMALLER THAN 6" 'MLL BE USED TO
RESTRICT FLOW LEAVING THE DETENTION BASIN. THE DETENTION BASIN WAS SIZED USING
CASE 1
CASE 2; CASE 2 IS CALCULATED FOLLO'MNG CITY CARMEL ORDINANCE STATING THAT THE MINIMUM
ORIFICE SIZE ALLOWABLE IS 6". CASE 2 'MLL BE CONSTRUCTED.
DESIGN BY:
I~ Y.!N !~~~~!!~~,~, I~,~'
I [I] TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY;
CHECKED BY:
APPROVED BY:
NRJ
TEB
SSP
DETENTION SYSTEM DETAILS
MEDICAL DRIVE SHOPS
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A~I~IU..rAU8
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STORMWA~ --....
'--- SOLUTIONS IIIC.
6011f(J UNDERGROUND DETENTION SYSTEM
MEDICAL DRIVE SHOPS
CARMEL, IN
...
3
2. 01/03/07
1 11/1 :;/06
NO. DATE
REVISED PRElJMIHARY LAYOUT
PREUNINARY LAYOUT
DESCRIP1lON
RlF
RlF
DRAWN BY APPRO'IED BY
lNDE:.X:
COVE"; SHEET
2 ASSEMBl.Y
3 DETAILS
4 CONSTRUCTION DE i AiLS
SPECIFICATIONS FOR ALUMINIZED TYPE 2 SlEEL:
SCQE.E:...
THIS SPEOFlCATION COVERS THE MANUFAClURE AND INSTALLATION OF THE
CORRUGAlED SlEEL PIPE (CSP) DETAILED IN THE PROJECT PLANS.
MAlERIAL:
THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE
REQUIREMENTS OF AASHTO 114 274 OR ASTM A 929.
~
THE CSP SHALL BE MANUFAClURED IN ACCORDANCE WITH THE APPLICABLE
RECUIREMENTS OF AASHTO 114-36 OR ASTM 11.760. THE PIPE SIZES, GAUGES AND
CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS.
ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE UNITED STATES.
1
HANDLING & ASSEMBL~
SHALL BE IN ACCORDANCE WITH NCSPA'S (NATIONAL CORRUGATED STEEL PIPE
ASSOCIAllON) RECOMMENDATIONS.
INSTALLATION:
SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY
BRIDGES. SECTION 26. DIVISION II OR ASTM A 798 AND IN CONFORMANCE WITH
THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES
OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE
PROJECT ENGINEER. IT IS ALWAYS THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW
OSHA GUIDELINES fOR SAFE PRACTICES.
CONSTRUCTION LOADS:
CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS. fOLLOW THE
MANUFAClURER'S OR NCSPA GUIDELINES.
NRJ
PRELIMINARY
NOT APPROVED FOR
FABRICATION OR CONSTRUCTION
NOTE:
1. LOCATION Of ALL MANHOLES, STUBS, INlETS,
OUTLETS AND OUTLET CONTROL STRUClURE5. TO
BE SPECIFIED BY PROJECT ENGINEER OF RECORD
PRIOR TO FABRICATION.
2. ALL RECOMMENDED REINFORCING ON THE SYSlEM
WILL BE DESIGNED BY MANUFACTURER TO CONFORM
TO ASTM A998 AFTER PURCHASE ORDER IS ISSUED.
INSTALLAllON SPECIFlCAllON
PRE-CONSTRUCllON MEETING
PRIOR TO INSTALLATION OF THE DElENTION SYSlEM A PRE-CONSTRUCTION
MEETING SHALL BE CONDUCTED. THOSE REQUIRED TO ArlEND ARE THE
SUPPUER OF THE DETENTION SYSlEM. THE GENERAL CONTRACTOR. SUB
CONTRACTORS AND THE ENGINEER.
fOUNDATION /BEDDING PREPARATION
PRIOR TO PLACING THE BEDDING. THE fOUNDATION MUST BE CONSTRUCTED TO
A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE
FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION. THEY SHALL
BE REMOVED AND BROUGHT BACK TO THE GRADE WITH A FILL MATERIAL AS
APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS
COMPLETE, THE 4 INCHES Of A ~LL-GRADED GRANULAR MATERIAL SHALL BE
PLACED AS THE BEDDING.
BACKFILL
THE BACKFILL SHALL BE AN AI, A2 OR A3 GRANULAR FILL PER AASHTO
M-145 OR A WELL-GRADED GRANULAR FILL AS APPROVED BY THE ENGINEER
(SEE INSTALLATION GUIDEUNES). THE MATERIAL SHALL BE PLACED IN B-INCH
LOOSE LIFTS AND COMPACTED TO 90% AASHTO T99 STANDARD PROCTOR
DENSITY. WHEN PLACING THE fiRST LIFTS Of BACKFILL IT IS IMPORTANT TO
MAKE SURE THAT THE BACKFILL IS PROPERLY COMPAClED UNDER AND
AROUND THE PIPE HAUNCHES. BACKFILL SHALL BE PLACED SUCH THAT THERE
IS NO MORE THAN A TWO un DifFERENTIAL BETWEEN ANY OF THE PIPES AT
ANY TIME DURING THE BACKFILL PROCESS. THE BACKFILL SHALL BE
ADVANCED ALONG THE LENGTH OF THE DETENTION SYSlEM AT THE SAME RAlE
TO AVOID DIFFERENTIAL LOADING ON THE PIPE.
OTHER ALTERN AlE BACKFILL MATERIAL MAY BE ALLO~D DEPENDING ON SllE
SPECIFIC CONDITIONS. REFER TO TYPICAL BACKFILL DETAIL WITHIN THIS SET OF
PLANS FOR TYPE OF MAlERIAL REQUIRED.
MINIMUM COVER
BACKFILL SHALL BE PLACED TO THE PROPER ELEVATION OVER THE SYSTEM AS
OUTLINED IN THE PLANS. MINIMUM COVER FOR CONSTRUCTION LOADING
NEEDS TO BE DETlERMINED BASED ON THE TYPE OF EQUIPMENT THAT IS
PLANNED FOR CONSTRUCllON. PROPER COVER FOR CONSTRUC110N EQUIPMENT
SHALL BE DETlERMINED PRIOR TO THE PRE-CONSTRUCTION MEEllNG BY THE
ENGINEER. CONTECH PROJECT ID # 9816
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SCALE:
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DA TE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
TEB
BCP
DETENTION SYSTEM DETAILS
BY CONTECH STORMWATER SOLUTIONS
MEDICAL DRIVE SHOPPS
C20.0
THE UNOERSIGNED HEREBY APPROVES THE ATTACHED (4) PAGES.
~
B
:>
.,
CUSTOMER
DATE
NOTES:
1> ALL ELEVATIONS, DIMENSIONS AND LOCATIONS OF RISlERS AND INLETS.
SHALL BE VERIFIED BY THE ENGINEER PRIOR TO RELEASING FOR fABRICATION.
2) IN SllUATlONS WHERE A FINE-GRAINED BACKFILL MATERIAL IS USED
ADJACENT TO THE PIPE SYSTEM. AND ESPECIALLY IN SITUATIONS INVOLVING
HIGH GROUNDWAlER TABLES, CONSIDERATION SHOULD BE GIVEN TO THE
USE OF GASKETEO PIPE JOINTS. AT THE VERY LEAST. THE PIPE JOINTS
SHOULD BE WRAPPED IN A SUITABLE, NON-WOVEN GEOTEXTlLE FABRIC TO
PREVENT INFILTRATION OF FINES INTO THE PIPE SYSlEM.
3) ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTM A998.
4) SYSTEM MADE fROM: 60" Ill. S"x1", ALT2. 16go.. CMP.
5) MINIMUM COVER HEIGHT FOR PIPE DESCRIBED IN NOTE #4 IS 12".
6) CONSIDERATIONS FOR CONSTRUCTION EQUIPMENT LOADS MUST BE TAKEN
INTO ACCOUNT. SEE DETAIL 3, PAGE 4.
7) ALL PIPE DIMENSIONS ARE SUBJECT TO MANUFACTURERS TOLERANCES.
B) ALL RISERS AND SlUBS ARE 2 %" X ~" CORRUGATION AND 16 GAGE.
UNLESS OTHERWISE NOTED.
9) RISERS TO BE FJELD TRIMMED TO FINAL GRADE.
10) SYSlEM IS DESIGNED FOR H20 AND H25 LOADING.
DESIGN BY:
l!i~1 ~~N. !H~C!~~~D~!!~~N~!A 1~5~.
-11Il TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY:
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15"' INV.= 817.09'
60"' INV.= TBO
STUB
18"' INV.= 814.75'
60"' INV.... 180
PRELIMINARY
NOT APPROVED fOR
FABRICATION OR CONSTRUCTION
4
J
2
1
NO.
01/03/07
11 /15/ll6
DATE
REVISED PRWMINARY LAYOUT
PRalWlNARY LAYOUT
DESCRlP1lON
R1F
R1F
DRAVItl BY APPROVED BY
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DATE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
C21110
l!i(j). V4!N. !H~C!~~~D~!!~~N~!A 1~5~.
-I [I] TEL. (317) 293-3542 FAX: (317) 293-4737
F
F
F
F
F
RISER
30"~ RIM= TeD
60"eIl INV.= TBD
CONTECH 60'" S"Xl", 1690. AlT2,
CMP. (3.0' SPACING TYPICAL)
B
33' -6"
H12 HUGGER BAND
SEE DETAil EB
.
o
'"
3
ASSEMBLY
SCALE: ," = 20'
STORAGE VOLUME PROVIDED = 12.134.40 C.F.
NOTE:
1. LOCA nON Of ALL MANHOLES, STUBS, INLETS,
OUTLETS AND OUTlET CONTROL STRUClURES. TO
BE SPECIFIED BY PROJECT ENGINEER OF RECORD
PRIOR TO fABRICATION.
2 ALL RECOMMENDED REINFORCING ON THE SYSTEM
. WILL BE DESIGNED BY MANUFAcruRER TO CONFORM
TO ASTM A998 AfTER PURCHASE ORDER IS ISSUED.
CONTECHS
~RMWA~
--sDWTlDNS_
TBD TO BE DETERMINED
"~E CEU1P.f P~.lE aRliE, !llJlIT L!XI
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CONTECH IDtI 98.1.8
DESIGN BY:
NRJ
1Il1S PIIIHf II DWNED BY
ClONIECH lJI'ORMWATER
SOUlllONll, INC. ANI)
_E RElIIRIIIIl
UPON IIEIIUBI'. NI7f 111
E COPIED.
ASSEMBLY
eoD. UNDERGROUND DETENTlON SYSTEM
MEDICAL DRIVE SHOPS
CARMEL, IN
DRAWN BY:
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DETEN110N SYSTEM DEl AILS
BY CONTECH STORMWATER SOLUTIONS
MEDICAL DRIVE SHOPPS
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EXISTING
GROUND
1.) RIGID OR FLEXIBLE PAVElAENT
2.) GRANULAR ROAD BASE
3.) NORt.lAL ROADWAY ElABANKt.lENT FILL
PLACED IN 8" LIFTS AND COMPACTED
TO MIN. 90:1 STANDARD DENSITY PER
AASHTO T-99.
7.) 54"fIl THRU 144"fIl 3" X 1w OR 5" X 1" CSP
GAGE PER AASHTO SECTION 12.
8.) STANDARD SPACING IN TABLE, SPECIAl
SPACING IS SUBJECT TO APPROVAl BY
CONlECH CONSTRUCTION PRODUCTS INC.
SPACING CHART PER AISI
AND NCSPA GUIDELINES
DIAMETER REQUIRED SPACING
UP TO 24" 12w
24" - 72" 1/2 PIPE DIA
72" AND UP .36"
9.) CONTECH C40 NON-WOVEN GEOlEXTlLE AS
REQUIRED TO PREVENT SOIL MIGRATION.
10.) RELATIVELY LOOSE GRANULAR BEDDING.
ROUGHL Y SHAPED TO fiT BOTTOM Of
PIPE, 4w TO 6" IN DEPTH. <#57 OR fI8
OR OTHER SUITABLE GRANULAR)
U'
12-1/8"
4.) 12" MIN. FOR DIAMETERS THROUGH 96"
18" MIN. FOR DIAMETERS FROM 102"
AND UP MEASURED FROM TOP OF RIGID
OR BOTT. OF FLEXIBLE PAVEMENT.
5.) SElECT GRANULAR FILL PER AASHTO M145
A-1, A-2 OR A-3 OR APPROVED EQUAl.
(COMPACTED TO MIN. 90K STANDARD
DENSITY PER AASHTO T-99.)
6.) 12". THRU 84". 2 2/3" X 1/2"
CSP. GAGE PER AASHTO SECTION 12.
1 TYPICAL BACKFILL DETAIL
3 SCALE: N. T.S.
PRELIMINARY
NOT APPROVED FOR
FABRICATION OR CONSTRUCTION
NOlE:
1. LOCATION OF ALL MANHOLES, STUBS, INLETS,
OUTLETS AND OUTLET CONTROL STRUClURES. TO
BE SPECIFIED BY PROJECT ENGINEER OF RECORD
PRIOR TO fABRICATION.
2. All RECOMMENDED REINFORCING ON THE SYSTEM
WILL BE DESIGNED BY MANUFAClURER TO CONFORM
TO ASTM A998 AflER PURCHASE ORDER IS ISSUED.
O-RING
GASKET
H-12 HUGGER
BAND
..
3
2 01/DJ/07
11/15/06
NO. OA 1E
.J'
O-RING GASKET
BOLT, BAR &: STRAP
CONNECTOR
H-12
HUGGER
7/8". BAR
1/2". BOLT
1 3/8" THK. 7"
WIDE FLAT
NEOPRENE GASKET
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1111
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H-12 HUGGER
BAND
CONNECTION DETAIL
SIt:ffiI.E.
BOl~ BAR &: STRAP
NO GASKET
GASKETED
SECTION
GENERAL NOlES:
1. REFER TO CONTlECH BAND SELECTION GUIDE FOR BAND WIDTH. GAGE. AND FASTENER TYPES.
2 BANDS FOR PIPE-ARCH ARE THE SAME AS FOR EQUIVALENT DIAMETER ROUND PIPE.
3. BANDS ARE NORMALLY FURNISHED AS FOLLOWS:
12" THRU 48" 1-PIECE
54" THRU 96" 2-PIECE
102" THRU 144" 3-PIECES.
4. BAND FASTlENERS ARE ATTACHED WITH SPOT WELDS. RIVETS OR HAND WELDS. ALL ALUMINUM
BANDS. BOTH SINGLE AND DOUBLE BB&:S. ARE FURNISHED Vt1TH A 14 GAGE ALUMINUM
BACK-UP PLATE WELDED TO THE BAND AND THE STRAP.
5. REROLlED ANNULAR END CORRUGATIONS ARE NORMAllY 2-2/3" X 1/2". DIMENSIONS
ARE SUBJECT TO MANUFACTURING TOLERANCES.
6. ORDER SHALL DESIGNATE GASKET OPTION.
2 H12 HUGGER BAND DETAIL
3 SCALE: N. T.S.
RlF
RlF
DRAWN BY APPROVED BY
CONIICHS
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II COPIIII.
DETAILS
eo". UNDERGROUND DE1'EN11ON SYSTEM
MEDICAL DRIVE SHOPS
CARMB.,IN
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DATE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
I;> V~;?, ~"I'!,~~~~~!1~~,~, I~p.
I [I] lEL. (317) 293-3542 FAX: (317) 293-4737
DETENllON SYSTEM DETAILS
BY CONTECH STORMWATER SOLUTIONS
MEDICAL DRIVE SHOPPS
C22.0
RE\IISEO PREUIIINAR'l' LA 'l'lXJT
PRElIlIINARY LAYCllT
DESCRlpnON
TBD = TO BE DETlERMINED
CONTECH IDt 9ti8
DESIGN BY: NRJ
DRAWN BY: TEB
CHECKED BY: BCP
APPROVED BY:
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TRAFFIC RATED MANHOLE
OR CATCH BASIN (BY
CONTRACTOR)
VlEHICULAR WEARING SURFACE
(BY CONTRACTOR)
j);::~~
!...L-t.....I..f\~ ,
, iff:) 1
RA TE FRAME INSIDE
DIAMETER SHOULD
EQUAL APPROXIMATELY
(RISER III + 3")
noes
FINISHED GRADE
;
/
COMPACTED
SUB GRADE
CUT RISER TO FINAL
ELEVATION IN FlELO
IZE. REINFORCING
BY ENGINEER
CONSTRUCTION LOADS:
FOR TEMPORARY CONSTRUCTION VEHICLE LOADS. AN EXTRA AMOUNT OF COMPACTED COVlER MAY BE REQUIRED OVER THE TOP
OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF
HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVlER MINIMUMS
FOR NORMAL HIGHWAY TRAF1FIC.
ACCESS LADDER
(TYPICALLY BY OTHERS)
SECTION IrA
ASE COLLAR ISLAS
(BY CONTRACTOR)
USE FLEXIBLE JOINT
MATERIAL TO PREVENT
CONCRETE FROM
CONTACTING THE
RISER IN ANY WAY
PIPE SPAN
INCHES
AXLE LOADS (kips)
A-A
12-42 2.0
48-72 3.0
76-120 3.0
126-144 3.5
3.0
4.0
4.0
4.5
.IMNIMlJMCOVER MllYVARY, ~ ON L~ CONOITIONS. THE CONTRACTOR MUST PROVIDE THEADDITIONAL COval REQUIRED TO
AVOID 0AMA6E TO THE PIPE. Irf1NIMlJM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE IlA/lllTAINED CONSTRUCTION
ROADWAY SURFACE.
REINfORCED CONCRETE MANHOLE
t:mIES;.. CAP DESIGNED BY ENGINEER
1. THE CONCRETE CAP SHALL BE SIZED AND DESIGNED BY OTHERS SO THAT THE LOADS ARE
TRANSMITTED TO THE SOIL. AND NOT THE RISER.
2. THE CONCRETE CAP SHALL BE SIZED TO PROVIDE AN ADEQUATE BOTTOM AREA BASED ON THE
ALLOWABLE BEARING CAPACITY OF THE SOIL
3. THE FLEXIBLE JOINT MATERIAL (RECYCLED VINYL OR EQ.) TO BE STIFF ENOUGH SO THAT THE
CONCRETE CAN NEVER ENGAGE WITH THE RISER CORRUGATIONS.
CD =~N~T~:' CAP DETAIL
CONlECHC
~RMWA1lR____
~SOwnONS.
CONSTRUCTION DETAILS
60"11 UNDERGROUND DETEN110N SYSTEM
MEDICAL DRIVE SHOPS
CARMEL, IN
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:3.5
4-.0
(]) CONSTRUCTION LOADING DIAGRAM
4 SCALE: N. T.S.
PRELIMINARY
NOT APPROVED FOR
FABRICATION OR CONSTRUCTION
NOTE:
1. LOCATION Of ALL MANHOLES, STUBS, INLETS,
OUTLETS AND OUTLET CONTROL STRUCTURES. TO
BE SPECIFIED BY PROJECT ENGINEER OF RECORD
PRIOR TO FABRICATION.
2. ALL RECOMMENDED REINFORCING ON THE SYSTEM
WILL BE DESIGNED BY MANUFACTURER TO CONFORlA
TO ASTM A996 AFTER PURCHASE ORDER IS ISSUED.
1111& PRINT ISlIWIlED 1ft"
0lINTICII11lIR_
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4
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01 /07
11 /15/06
DA1E
REVISED PRElJIIINARV LA VllUT
PRELlMlNARV LA 'I'OIIT
DESCRIP1ION
R1F
RTF
DRAYm BV APPROVED BY
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w(Sr CHESOt a,r" 45069
PH! 1.B::JO.;s;se.1l:U: F.-X: ~lJ.64
DETENTION SYSTEM DETAILS
BY CONTECH STOAMWATER SOLlmONS
MEDICAL DRIVE SHOPPS
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NO.
TBD TO BE DETERMINED
CONnCH 1M 9818
SCALE:
HOR.: NA
VER.: NA
DATE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
DESIGN BY: NRJ
!(;). ~~N. !H~C!!~~~D~!!~~N~!A I!!~.
!:J[I] TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY: TES
CHECKED BY: Bep
APPROVED BY:
11'
10' B"TYP.
S"TYP. 1'-6"
1'.2"
a"TYP.
rr= r---
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1//
5' 4'
lli
~
PLAN VIEW
SCAlE: 114" = 1'..(}"
<" I
rF K-~-;'-
c:l> i, $ .
II I 1 I I
6' 5' + :: ~ +
ilL 1\ I II ~ I
2'''' 1\ 1 II ~II I
I', / II 2 II I
L__~~~~~______ll_LJJ____J
MANHOLE FRAMES AND COVERS ARE
PROVIDED BY CONTECH STDRMWATER
SOLUTIONS. RISERS, GRADE RING,OR
BLOCK REQUlRED TO BRING THE
MANHOLE COVERS UP TO FINISHED
GRADE ARE NOT PROVIDED BY
CONTECH STORMWATER SOLUTIONS
0"
8'-2"
r-
12I2'-C)"TYP
INLET/OUTLET
I-
3'-4112"TYP
INLETJOUTLET
12'
2'-6"
PLAN VIEW
SCAlE: 114" = 1'..(}"
MANHOLE FRAMES AND COVERS ARE
PROVIDED BY CONTECH STDRMWATER
SOLUTIONS. RISERS, GRADE RING,OR
BLOCK REQUIRED TO BRING THE
MANHOLE COVERS UP TO FINISHED
GRADE ARE NOT PROVIDED BY
CONTECH STORMWATER SOLUTIONS
1/2" GAP TO BE
FILLED WITH BUTYL
MASTIC SEALANT
0"
-',-"--1
6" 11/- ',\1
L~t+-t
I r ~1 ,_~"/I
I II I
I II I
I I II I
I I 4'-10" II I
: 1111 I
I O' : I I I
l___________t=~~ JJ____J
ELEVATION VIEW
(SWIRL CHAMBER NOT SHOWN FOR ClARITY)
SCALE: 1/4" = 1'-0"
This CAOa file Is for the purpose of specifying stormwater treatment equipment to be furnished by CONTECH Stormwater Solutions and
may only be transferred to other documents exactly as provIded by CONTECH Stormwater Solutions. Title block Information, excluding
the CONTECH Stormwater Solutions logo and the Vortechs Stormwater Treatment System designation and patent nwnber, may be
deleted If necessary. Revisions to any part of this CAOO file without prior coordination with CDNTECH Stormwater Solutions shall be
considered unauthorized use of proprietary information.
MEDICAL DRIVE SHOPPS
INDIANAPOLIS, IN
STORMWATER TREATMENT SYSTEM for SYSTEM: 20
VORTECH~ MODEL 2000 U.S. PATENT No. 5,759.415
CATE: 11/16106 SCALE: AS NOTED
FILE NAME: 241010020
DRAWN: JBS
CHECKED: JKR
SCALE:
HOR.: NA
VER.: NA
DATE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
C24110
r
6"
PROJECT No. 24101 SYSTEM INFORMATION:
RIM ELEVATION =821.68' +/-
OlITSIDE TOP OF TANK ELEVATION = 821.07'
INLET PIPE INVERT ELEVATION" 817.15'
INLET PIPE = 15" RCP
OunET PIPE INVERT ELEVATION = 817.15'
OUTLET PIPE" 15" RCP
OUTSIDE BOTTOM OF TANK ELEVATION = 812.90'
(3) 24" DIA Jt 4~ H MANHOLE FRAMES AND PERFORATED
COVERS SHALL BE PROVIDED BY CONTECH
STORMWATER SOLUTIONS AND SHALL BE CAMPBELL
CASTING 1#1009A
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REVISIONS
112~ GAP TO BE
FILLED WITH BUTYL
MASTIC SEALANT
O'
STR. NO. 20
I!Ir V,~, !~~~~!,~!l~~~!' I!I~C.
I [I] TEL. (317) 293-3542 FAX: (317) 293-4737
DETENTION SYSTEM DETAILS
BY CONTECH STORMWATER SOLUTIONS
MEDICAL DRIVE SHOPS
",,\\\\\\\\\\IN"ClffIIJIIII/
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I II III I
I 10" II I I I
l_____________t=~~_ JJ____J
1ZS2'..C)"TYP
INLET/OUTLET
8'.2"
7'
6"
ELEVATION VIEW
(SWlRL CHAMBER NOT SHOWN FOR CLARITY)
SCALE: 1/4- = 1'-0"
PROJECT No. 24101 SYSTEM INFORMATION:
RIM ELEVATION =820.56' +/-
OUTSIDE TOP OF TANK ELEVATION = 819.98'
INLET PIPE INVERT ELEVATION'" 817.14'
INLET PIPE = 15- RCP
OUTLET PIPE INVERT ELEVATION = 817.14'
OUTLET PIPE = 15" RCP
OUTSIDE BOTTOM OF TANK ElEVATION = 811.81'
This CACD file Is for the purpc:5eJ of specifying stormwater treatment equipment to be furnished by CONTEa-t Stormwater Solutions and
may only be transferred to other documents exactly as provided by CONTECH Stormwater Solutions. Tille block Information, excuding
the CONTECH Stormwster Solutions logo and the Vortechs Stormwater Treatment System designation and patent number, may be
deleted If necessary. RevIsIons to any part of this CADD file without prior coordination with CONTECH Stormwater $ohJtJons shall be
considered unauthorized use of proprietary Information.
(2)24" OIA x 4" H MANHOLE FRAMES AND PERFORATED
COVERS SHALL BE PROVIDED BY CONTECH
STORMWATER SOLUTIONS AND SHAlL BE CAMPBELL
CASTING 1#1009A.
MEDICAL DRIVE SHOPPS
INDIANAPOLIS, IN
STORMWATER TREATMENT SYSTEM for SYSTEM: 16
VORTECH~ MODEL 3000 U.S. PATENT No 5.759,415
A~u..-r...u"
V~~iVi i liivn
~RMWATE~
-----------SOLUTIONS.
DATE; 11/16J06 SCALE: AS NOTED
FILE NAME: 241010016
DRAWN: JBS
contechstormwatar.com
CHECKED: JKR
STR. NO. 16
DESIGN BY:
NRJ
DRAWN BY:
TEB
CHECKED BY:
SBP
APPROVED BY:
BCP
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10'
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10'
DIA. TRUSS RO
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POST........... ;50..0 ~ Iii Q."j
s.;:: .., .., ifi'" ___ END POST
4. ~_ I 15'---
l
~~
\
\
\
\
845
840
835
830
825
820
815
810
DRAWING NO.
C25.0
~
=r
9 GAUGE CHANLlNK FABRIC
CONCRETE
CAP
STRETCHER BAR <.;<
ill"x!"f~Tv v v' '><
7BRACE
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0.177" DIA.
TENSION WIRE
'yyy
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.~
NOM. WEIGHT
DIA. LB/FT
(IN.)
END, CORNER, 2
AND PULL POSTS
3.65
NOTES:
1. HEIGHT OF FENCE = 5'
2. ALL FENCE ITEMS SHALL HAVE A BLACK VINYL COATING
LINE POSTS
BRACE
1 !"
1 !"
2.27
2.27
RETAINING WALL FENCE DETAIL
SCALE: NONE
r STEEL FENCE POST
PAVEMENT\
////////~
/
EXIST. GROUND LINE: \
KEYSTONE MINI CAP UNITl /' - -
(18"Wx8"Hx12"D) lL SW:E~_ -::d -- <
~~"
-~~
KEYSTONE COMPAQ UNIT, ~ T
(18"Wx8"Hx12"D) f--- b-T AJ,.."j LOW PERMEABILITY
_ H1::{ H1::{ ~~ SOIL
GEOGRID AS REQ'D. -........ f!, ~.r..~J~ljr~Q:w
BY MANUFACTURER --=:::..~ ~
w ~ r: 71 3/4" CLEAN ANGULAR
~~~~l CRUSHEO STON~
~~ ro 840
- "1~ 1f1 835
/ 830
LDRAINAGE PIPE PER 825
SPECIFICATIONS (OUTlET
DRAIN PIPE TO STR. NO. 23) 820
815
810
16" MIN. WALL
EMBEDMENT DEPTH /
6" COMPo AGG. #53
COMPACTED TO 95%
MAX. DENSITY
REVISIONS
SECTION A-A
SCALE: NONE
9 4 STEPS <<>> 7 STEPS STEP
~ 12.75 = 51 <<>> 3.75 <<>> 5.2E
~ ",,".""0 10.t:
. . ;., ;" .
0 EL 826.18, ~ ~ Ii
01 g
ft'
END POST 0 42.17' ,I ~
~EL. 8"350
/ 55.00'
EL 822.27
--
~ I- " EXIST. G OUND LINE
~~,..: ALUNG t "\,;t. ur WALL-
;5n. ~ rCORNER ~ EL. 833.55l
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I 116.88',
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EL. 820.49
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100
127.17'
EL. 52".5
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L. 823.89 '-EL. 8~ !.50
PROP. GROl 0 LINE
"'LV'''' r "'''' -oF ~
139.5'
200
333 39'
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o
50
DESIGN BY:
NRJ
IT ~!N. !H~!!~~~D~!!~~N~!A 1~5~D
[:::J [.I] TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY:
TEB
CHECKED BY:
APPROVED BY:
SBP
BCP
308..
~, nn_ n. EL 82 .46
244.05' I b
EL. 824.00 ~
10
N
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300
350
150
250
,
RETAINING WALL DETAILS
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SCALE:
HOR.: 1" = 20'
VER.: 1" = 2'
DATE: 12/07/06
PROJECT NO.
06 2366
MEDICAL DRIVE SHOPS
N
~
;-
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~
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~"
,
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~
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GENERAL NOTES
I) ENVIROPOD BY STORMWATER360. PORTlAND. OREGON (/lOO) 548-4667.
2) ENVIROPOD CAN BE USED IN DROP IN OR CURB INlET APPLICATIONS.
3) STANDARD fRAME SIZES IN STOCK, CUSTOM SIZES AVAIlABLE.
4) STANDARD BAGS RETAIN PARTICLES 1000 MICRONS OR lARGER.. BAGS ARE ALSO AVAIlABLE IN ALTERNATE MESH SIZES.
5) BOTTOM Of BAG MUST BE HIGHER THAN CROWN Of OUTLET/INlET PIPES. STANDARD UNIT ALLOWS 24', SHALLOW UNITS
AVAIlABLE.
6) REPlACEABLE OIL ABSORBENT POUCHES STANDARD IN EVERY BAG.
7) ALL ENVIROPODS REQUIRE REGUlAR MAINTENANCE TO PERfORM AT SPECifiED fLOW RATES. REfER TO OPERATION AND
MAINTENANCE GUIDELINES fOR MORE INFORMATION.
UV RESISTANT
DIVERTER PANELS
. '.4 . ...:
.... :'. ";{ r- ~TAlNLESS STEEL
. / FRAME
I Ii
~
\.U
~
I
~
- "--"
PLAN
FRAME AND COVER AS SPECIFIED ""
PRECAST CONC. '\
ADJUSTER RING
~" CEMENT MORTAR
ECCENTRIC CONE,
CONCENTRIC CONE,
OR PRECAST COVER
iF~.
4" MIN. 't-1- 24" DIA. 0 x
.I ~ BUTYL RUBBER BASE
. EXTERIOR BACKPLASTER
MATERIAL Y4" MINIMUM
~ ~ lHlCKNESS FROM 2" BELOW
- '~ , TOP OF CONE TO CASTING,
. . ~ N PER SPECS.
-.. >
.
CD
-- :::
.
o
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----
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.
CD
f--
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FLOW
6"
3'-0"
6"
I
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f
4" MIN.
4" MIN.
-
-
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STR's. NO. 17 & 18
INLETTYPEM
.
CD
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PLAN
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6"
3'-0"
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6"
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4
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-
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6"
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CONCRETE CATCH BASIN
(BY OTHERS)
/'NlET GRATE
.A:' "
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PRECAST MANHOLE ____ ' "
SECTION --.... ",
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O-RING GASKET BETWEEN
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SECllONS, PLUS ~.
EXTRUDABLE GASKET
(KENT SEAL OR EQUAL)
=-- - = - - -~l-
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STR. NO. 19
INLET TYPE M
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11,4,
11.6 .,4'4
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'11
II
II
A
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PLAN
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--
4'
-'
-
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.A'
6"
DRAWING NO.
C26.0
STAINLESS STEEL fRAME --... -< .......
STAINLESS STEEL
EXTERNAL BAG fRAME - '-;.
SCREENING BAG ~.......
INLET PIPE ~ .
~
" . '-- UV RESISTANT
. . DIVERTER PANELS
~ - BYPASS OPENING
2'-2' MIN
=r
6
.. -!-.
. ',4.'
.. ,," "!. ....
ENVIROPOD - SECTION J1f~ G)
UNIT CATCH BASIN SIZES DEBR.lS CAPACITY
EPDI1818 18" X 18' TO 24' X 24' I . I CU fT
EPDI2424 24' X 24' TO 34' X 34' 2.8 CU fT
EPDI2436 24' X 36' TO 36' X 48' 3.9 CU. fT
EPDI3535 35' X 35" TO 48' X 48" 5.4 CU fT
STOCK UNITS SHOWN; OTHERS AVAIlABLE.
PEAK BYPASS FLOW RATE
2.6 CFS
3.9 Cf5
4.8 CfS
5.8 CfS
WATER QUAUTY fLOW RATE
1.8Cf5
3.2 Cf5
4.0 CfS
5.4 Cf5
gp.!:.mwate8
ENVIROPOD - DROP-IN CATCH BASIN INSERT
PLAN AND SECTION VIEWS
STANDARD DETAIL
www.stonnwater380.com
DRAWN: MJW T CHECKED: Ba
OATE:09J21105 SCALE: NONE
FILE NAME: EP-C-DTL
DESIGN BY:
" ~!?N. !H~C!~~-:~!!~~N~~A 1~5~a
r:l [I] TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY:
CHECKED BY:
APPROVED BY:
48" DIA.
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1-
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LIFT HOOKS -
114 @ 6" O.C.
BOlHWA YS
6" BEDDING
#2 STONE
MANHOLE TYPE .C"
NOTES: NTS
MANHOLE CONFORMS TO ASTM.C-478
JOINT CONFORMS TO ASTM C-443.
ALL MANHOLES SHALL BE COATED
PER CITY OF CARMEL ORDINANCES.
NRJ
TEB
,
STORM STRUCTURE DETAILS
SBP
MEDICAL DRIVE SHOPS
BCP
<t '4
Z
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=-=- f" ~
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SCALE:
HOR.: AS NOTED
VER.: NA
DA TE: 12/07/06
PROJECT NO.
06-2366
~
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1" 1'-10" 1"
5" 2'-0" 5"
2'-10"
3' 6"
3 3/4"- 17'-11 1/~ ~ 3/4"
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NOTE:
RING AND COVER TO BE MACHINED
TO SECURE UNIFORM BEARING
CASTING TYPE 2
NTS
70
A A
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6" 22" 6"
,
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SECTION A-A
INLET TYPE A
SCALE: 1"=1'
DESIGN BY:
I' V.,~, !N,,"C!'~~~!,~~~, I~p.
I [I] TEL. (317) 293-3542 FAX: (317) 293-4737
,
OJ
I
N
~~~~ ~~ ~~
~~~~~~~~~~~
D~
PLAN
'-
2"
SECTION 0-0
C
J
70
3 3/4"
3/4"
VI
w
0:
:;
,
00
SCALE:
HOR.: AS NOTED
VER.: NA
DA TE: 12/07/06
PROJECT NO.
06-2366
DRAWING NO.
C27.0
2'_6"
. ~.~,:. ~
b
VII
~N
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...:....
>70
I
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DRAWN BY:
CHECKED BY:
APPROVED BY:
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SECTION C-C
CASTING TYPE 7
* IN SPECIAL CASES OR WHERE INLET PIPE IS REQ'D. DIMENSION A & B
SHALL BE INCREASED OR DECREASED 12", AS DIRECTED.
** 2" PIPE DRAIN FROM BOTTOM OF CURB TO INLET.
*"** 3" MIN. DIA PIPE TO BE KEPT OPEN FOR DRAINAGE OF SUBGRADE OR
BASE UNTIL SURFACE IS PLACED.
NRJ
TEB
SBP
BCP
NTS
"-
".,
".,
~
"-
~A
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N 6"
N
A
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2-#5 BARS
3'-0" LONG
4"
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3' -0" LONG
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~.
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SECTION A-A
INLET TYPE F
NTS
REVISIONS
2 1/4"
70 2 1/4"
I
N
2'-6"
~
".,
".,
PLAN
J J/'~~
21/4"
3'-6"
2'-10 1/2"
2'-6"
,
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SECTION A-A
INLET TYPE E
STORM STRUCllJRE DETAILS
MEDICAL DRIVE SHOPS
j
~. .
NTS
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holes on a 29 1/8"
4 reqd.
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tJ
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la' 5/32"
3/8"
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STANOARD INDOT TYPE 4
RING AND COVER
1/2" CEMENT
MORTAR
WEIR ELEV. 818.75
O!r'TLET CONTROL ASSEMBLY
6 INV. 818.13
O!r'TLET CONTROL ASSEMBLY
6 INV. 815.08
PRECAST CONC. MH
OUTLET CONTROL STRUCTURE NOTES:
OUTLET CONTROL ASSEMBLIES CONSIST OF
HARCO SDR-35 PVC GASKETED SEWER FITTINGS
AS FOLLOWS:
CAP PART NO. 249-060 6"
ELBOW PART NO. 218-0S0 S"
OUTLET PIPE 7" SDR-35 PVC
AN EQUAL PRODUCT MAY BE USED
GENERAL NOTES
CD ALL GRATES AND MANHOLE COVERS SHALL BE CAST
OF DUCTILE IRON OR STEEL AND ALL FRAMES, RINGS
AND CURB BOXES SHALL BE CAST OF GRAY IRON, UNLESS
OTHERWISE SPECIFIED. SEE SECTION 909.05 OF THE
"STANDARD SPECIFICATIONS".
<ID BOLTS CONNECTING CURB CASTINGS TO CASTING FRAME
SHALL BE TORQUED TO A MIN. OF 120 FT.-LBS.
· GALVANIZED OR STAINLESS 3/4"-10 UNC x 3 1/2"
ROUND HEAD, SQUARE SHOULDERED BOLTS WITH 1 FLAT
WASHER, 1 LOCK WASHER AND 1 NUT EACH.
CASTING TYPE 4
NlS
I' ~!?N. !~C!~~~D~!!~~N~!A 1~5~.
[:=l [I] TEL. (317) 293-3542 FAX: (317) 293-4737
DESIGN BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
NRJ
CURB CASTING SECTION
CASTINGS TYPE 8 & 10
8
J
SECTION A-A
CASllNG TYPE 10
NlS
SECTION 8-8
OPENING ADDIT10NALL Y
REINFORCED WITH THE
EQUIVALENT OF
0.20 SQ. IN./FT. 0 90'
"
'"
I
",.
"
'"
I
~
CD
"
o
..
CD
MIN. STEEL AREA 0.12 SQ
IN./LIN. FT. OF WIDTH IN
BOTH DIRECTIONS.
3" HOLE DRILLED IN CAP
2-12" x 1/2" THREADED
BOLTS EMBEDDED IN WALL t
STEEL PLATE 24"xS"x1/2" \\
BOLTED TO TOP OF WALL -.. \ \ ./ r,-
\ \ I -----r
'\------- ~
14-#4 x IS" (7 EA. SIDE)
DRILL AND GROUT BARS INTO
WAlL OF STRUCTURE 1123.
CASTING ELEV. 821.04
NO CAP IN THIS OUTLET CONTROL
ASSEMBLY. IF REQUIRED. A CAP
WITH A I" DRILLED HOLE MAY
BE INSERTED TO CONTROL OUTFLOW
IN FUTURE BY OWNER.
fW ~~J
x 12" - V
12" - +-
I--
I ~Qf)
I
I 3" DRILL
I I HOLE
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x
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I
4-#4
S-#4 x
7-#4 x IS"
DRILL AND GROUT BARS INTO
WALL OF STRUCTURE 1123.
/
I
1
~~
co
,..,:1:
S"
STR. NO. 23
MANHOLE TYPE K-4. MODIFIED
OUTLET CONTROL STRUCTURE NTS
7-14 x s' -S"
o 12 SPA. MAX.
MEDICAL DRIVE SHOPS
...,,\\\\\\\\lIIN"ClllllllfJ/ll/
..' (,~........, ~ .....
$''...~ ~G\STE'.fe-.<f"..~
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\. ~.s.s~~p.!.~~~.-~&~ I
;.'1/llfll/ IONAL 't.: \\\\'''''~
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C28.0
SCALE:
HOR.: AS NOTED
VER.: NA
DATE: 12/07/06
PROJECT NO.
06-2366
TEB
STORM STRUCTURE DETAILS
DRAWING NO.
SBP
BCP
THRUST BLOCK DIMENSIONS
D A B C E F G H I J
4" 4 3/4" 1'-3" a" 11" 11" 3'-0" 2'-6" 2'-6" 6 1/2"
u.. 6" 51/4" 1'-3" a" 1'-0" 1'-1" 3'-0" 2'-6" 2'-6" a"
----- a" g" 1'-a" a" 1'-1" 1'-2" 4'-0" 3'-0" 2'-9" g"
10" 11" 2'-1" 10" 1'-2" l' -3" 4'-6" 4'-0" 3'-0" 11M
u..
12" l' -0" 2'-6" 1'-0" 1'-3" l' -6" 4'_gM 4'-6" 3'-6" 1'_OM
24" 1'_3M 2'-0" 1'-10" 1'-10" 1'-10M
~ARRY CONCRETE
a TO rlOUND
NOTES:
1. BEARING AREA TO BE SYMETRICAL ABOUT { OF PIPE
2. POUR THRUST BLOCKS AGAINST UNDISTURBED SOIL.
3. PREVENT MASS CONCRETE FROM TOUCHING M.Jo'S.
4. PROVIDE THRUST BLOCKS AT ALL BURIED ENDS, TEES,
PLUGS AND VALVES OF WATER MAINS AND FORCE MAINS.
-
2/3 D (a"MIN.)
E' ,
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CARRY CONCRETE
TO SOLID GROUND
SECTION
VERTICAL ELBOW
</~
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DBL. ACTING
STEEL WEDGE
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SECTION
HORIZONTAL BEND
.
o
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~
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II,
4
EMBED NO. 6 BARS-22M
& PAINT WITH TWO COATS
OF BITUMINOUS PAINT.
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~CARRY CONCRETE
TO SOLID GROUND
SECTION
TEE
G
TRENCH SCHEDULE
SIZE "W" nu".. liT"
s" 2'-S" 2'-0" 4"
a" 2'-S" 2'-1" 4"
10" 2'-s" 2'-3" 4"
12" 2'-9" 2'-5" 4"
15" 3'-0" 2'-a" 5"
IS" 3'-3" 2'-10" 5"
la" 3'-S" 3'-0" 5"
21" 3'-11" 3'-4" s"
24" 4'-3" 3'-a" s"
27" 5'-S" 3'-11" s"
30" 5'-9" 4'-4" S"
3S" S'-3" 5'-2" s"
42" 6'-11" a"
48" 7'-4" g"
54" a'-o" g"
so" a'-s" g"
SS" 9'-1" g"
72" g'-a" 10"
7a" 10'-3" 10"
SECTION
VERTICAL 1 /16 & 1 /8 BEND
THRUST BLOCKS
NOT TO SCALE
1 1/2M HMA SURFACE TYPE MA" ON
3" HMA INTERMEDIATE TYPE MA" ON
6" COMPo AGGR. aASE NO. 53 ON
3" COMPo AGGR. NO.2
BITUMINOUS MATERIAL
FOR PRIME COAT
ELEV. AS SHOWN
ON GRADING PLAN
5'-0"
if\,
I(;ELEV' AS SHOWN
ON GRADING PLAN
LA.,.
EXIST. CONC.
2.0" ~ -l CURB AND GUTTER
\ \ 4" PCCP SIDEWAJ---~~~~]
BITUMINOUS MATERIAL ~GRANULAR FILL
STRAIGHT
CONC. CURB
~IL
VA IES
VA'tE~J<
3:1 A.
COMPACTED SUBGRADE OR FILL
COMPACTED IN 8M LIFTS WHERE REO'D.
'-
FOR TACK COAT
COMPACTED TO 95% OF
ITS MAXIMUM DRY DENSITY
TYPICAL SIDEWALK SECTION AT STREET
NOT TO SCALE
..
~
OUTSIDE OF - r-
aUILDING WALL--....",
'-..... I r~LEV. AS SHOWN
BITUMINOUS MATERIA~ (fOMBINED CONC. CURB & V ON GRADING PLAN
FOR TACK COAT SIDEWALK ~
2" .,.
BITUMINOUS MATERIAL SLOPE .Jf-
FOR PRIME COAT LJAVARI:S ~-4M ~CCP\IDEWALK
'-1 1/2" HMA SURFACE TYPE "A" ON
COMPACTED SUB GRADE OR FILL 3" HMA INTERMEDIATE TYPE "A" ON GRANULAR FILL
COMPACTED IN a" L '6" COMPo AGGR. BASE NO. 53 ON COMPACTED TO 95" OF
IFTS WHERE REO D. 3" COMP, AGGR. NO. 2 ITS MAXIMUM DRY DENSITY
COMPACTED.J
AGGREGATE
..4
ELEV. AS SHOWN
ON GRADING PLAN
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TYPICAL SIDEWALK SECTION AT BUILDING
NOT TO SCALE
CONCRETE ROLL CURB & GUTTER
NOT TO SCALE
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REVISIONS
DESIGN BY:
NRJ
TEB
,
MISCELLANEOUS DETAILS
DRAWING NO.
IT ~~, !N=!~~~~~~,~, I!,~.
I [I] TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY:
CHECKED BY:
SBP
MEDICAL DRIVE SHOPS
APPROVED BY:
BCP
1'-0" MIN MATCH EXIST. PAVEMENT
UNDISTURBED (!MATERIAL AND lHlCKNESS
EXIST. PAVEMENT, SAW GROUND
CUT STRAIGHT EDGE '\f- I /:PPROVED EXCAVAlED MATERIAL IN UNPAVED
I AREAS UNLESS OlHERWlSE DIREClED.
I
- - - ~~t'0~""""'\jJ."~<<<'~~<
- r- - "'-'{,"'-"j-.J / / / ,.' '.' ..... ~~
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REfLECTIVE TAr;'F;~ .( .( , " y~~QR FLEXIBLE PIPE WllH SOUD OR PROFILE
1a ABOVE .(;< .(.( .( " .:: .... ;.;(WALLS, SAND SHALL BE PLACED AND HAND
NEW PIPE ~~. ,> ~TAMPED IN S" LAYERS TO A MINIMUM OF
~, .(.(.(.( I"',~:"" ~1'-0" ABOVE PIPE.
'0%' .(.(.(.( t: ;'" "y/",
~ nn .....'0?~ 1'-0"
>>")5. .(.(.(.( ,i ", y/\ .--:---=-
V, .(.(.(.( , '.;' .. V"
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~ :::::::- j-::::~ .>>BED PIPE IN SAND HAND TAMPED IN 6"
"r I ' 0-'Y..,;...'f0-'Y..,;...~~LAYERS TO 12" ABOVE PIPE. BEDDING MATERIAL
~ .\: ~)>*>0 Y SHALL CONFORM TO INDOT 903.02, SIZE NO. 8
MW' OR MU" AT
TOP OF PIPE
SEE SPECIRCA liONS FOR
REQUIREMENTS WllHlN S'
OF PAVEMENT OR WllHlN
CITY OF CARMEL,
RIGHT-OF-WAY
.. TABLE IS FOR ASlM D-3034,
WALL THICKNESS CLASS SDR 35
FOR 6"-15" AND AS1M F-S79 WALL
lHlCKNESS CLASS T-1 FOR 18"-36".
FOR OlHER FLEXIBLE PIPES, MINIMUM
lRENCH WlDlH "U" SHALL MEET
MANUFACTURER'S REQUIREMENTS.
FOR STORM SEWERS, SANITARY SEWERS, WATER/FIRE MAINS
TRENCH DETAIL AND TRENCH SCHEDULE
NOT TO SCALE
NOTES:
1. UNDER EXlSllNG SEWERS, WATER UNES, GAS UNES, TELEPHONE CABLES AND ELEClRlCAL CONDUITS, BACKRLL
WllH SAND TO lHE CENTERUNE OF lHE EXISlING UlIUTY UNE5.
2. "vr IS lHE MAXIMUM WlDlH FOR RIGID PIPES.
"U" IS lHE MINIMUM WIDTH FOR FLEXIBLE PIPES IN ACCORDANCE WllH ASlM D-2321.
CURB NOTES:
INTEGRAL CURB WITH CONCRETE PAVEMENT AND/OR SIDEWALK
SHALL BE SIMILAR SHAPE.
ALL WORK ASSOCIATED WITH THE INSTALLAll0N OF THIS CURBING
SHALL CONFORM TO THE LA TESE REVISION OF THE CITY OF CARMEL
~ CONCRETE CURB POLICY. (SEE SPECIFICATIONS) S" r~ONCRETE SIDEWALK
J 4.5" / OR 3" TOP SOIL
11= ~ ~~n
L'l .~ ~
\ ....~ //q~. d~.
~CLASS "A" Ll ~ ~
CONCRETE ~)
/ -:0(,...........
CLASS "A"./ ~ ~ COMPACTED
CONCRETE ~~ AGGREGATE
Ll~
W STRAIGHT CURB DETAIL
NOT TO SCALE
24"
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SCALE:
HOR.: AS NOTED
VER.: NA
DATE: 12/07/06
PROJECT NO.
06-2366
C29.0
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CORPORATION STOP
MUELlER H-1S008
WATER MAIN
TAPPED SERVICE ClAMP
.....
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· SERVICE ClAMP MUST BE OMITTED FOR SERVICES 1. ANO SMALLER AND
DIRECT TAPS MADE TO DUCTILE IRON PIPE, ClASS 350 OR GREATER.
(VERIFY WITH OWNER FOR PRESSURE ClASS DIP)
.. FOR ALL 2. SERVICE LINES INSTALLED UNDER PAVEMENT INSTALL
3. HOPE SLEEVE.
CONTRACTOR TO FIELD STAKE LOCATION
OF END OF SERVICE LINE USING
A 6' PIECE OF PVC PIPE
NOTES
1. 1 1/2. AND 2. SERVICE LINES SHALL USE 'bRAP AROUND
ClAMPS. SMITH BLAIR 226 OR EQUIVALENT.
2. SERVICE LINE TAP SHALL BE INSTALLED WITH A MIN. HORIZONTAL
SEPARATION OF 24..
3. 2. TAPS AND SMALLER SHALL NOT BE INSTALLED WITHIN
18. OF MECHANICAL JOINT BELLS.
CONTRACTOR TO FIELD STAKE LOCATION
OF END OF SERVICE LINE USING
A 6' PIECE OF PVC PIPE
WATER SERVICE DETAIL
NOT TO SCALE
. .1-
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lJ
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6. TEE OR W'IE
AS SPECIFIED
6. CONNECTION
SCALE:
HOR.: AS NOTED
VER.: NA
DA TE: 12/07/06
PROJECT NO.
06 2366
DRAWING NO.
C30.0
96. TAPER
LENGTH
1 ,,"
INSIDE
1. CONTRACTOR SHALL NOT BACKFILL SERVICE
CONNECTION UNTIL THE CITY HAS INSPECTED
AND TAKEN MEASUREMENTS, ELEVATIONS AND OTHER
INFORMATION REQUIRED FOR PURPOSE OF RECORD.
2. ALL TEE AND W'IE BRANCHES IN THE MAIN SEWER
LINE ROTATED MORE THAN 30' FROM HORIZONTAL
SHALL BE ENCASED IN 6" MIN. OF ClASS "B"
CONCRETE.
3. TEE BRANCHES MAY BE USED IN LIEU OF W'IE
BRANCHES FOR CONNECTIONS TO MAIN SEWERS
18" AND LARGER,
SEWER CONNECTION DETAIL
NOT TO SCALE
Z
':i
.
U)
I
..
NOTES
SPECIFIED BEDDING MATERIAL
CONFORMING TO INDOT
903.02, SIZE NO. 8
ENCASE IN CLASS "B. CONC, (6" MIN.)
MAIN SEWER AS
SHOWN ON PLANS
34 NOTCHES EQUALLY SPACED ON 7 S/8" DIA. NOTCH PROFlLE.
3/16. DIA. WITH 1/32" BLEND RADII WITH 7 S/8" DIA. RAISED 1/8.
ABOVE CAP FROM 7 5/8" DIA. TO 7 7/8" DIA. TAPERED ON CENTER
LINE ON OUTER SURFACE OF CAP (7 5/8" DIA.) FOR S/8" LENGTH
TO FLUSH WITH CAP.
POSI-CAP VALVE
BOX ALIGNER 45158
NOT TO SCALE
N
1.9"
1r
~
DEGREE OF
BEND
MOUNTING
SURFACE
. .
.1 . <r . .
.. .
7.S" 7.S"
BIKE RACK DETAIL
NOT TO SCALE
PRESSURE PIPE JOINT RESTRAINT TABLE
LENGTH OF PIPE TO BE RESTRAINED
IN EACH DIRECTION FROM 1/4 OF BEND
BASED ON 150 PSI TEST PRESSURE
6" 8" 10" 50' 14" 16" 18" 20" 24" 30"
27' 35' 42' 50' 58' 65' 73' 80' 95' 115'
7' 9' 11' 13' IS' 17' 19' 21' 24' 29'
3' 4' 5' 6' 7' 8' 9' 10' 12' 14'
2' 2' 3' 3' 4' 4' 4' 5' 6' 7'
~
Cl
Z
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I
~
90', TEES
AND PLUGS
45'
22 1/2'
11 1/4'
REVISIONS
DESIGN BY:
NRJ
TEB
" ~!?N. ~H~C!~~~D~!!~~N~~A 1~5~.
I::J [I] TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY:
CHECKED BY:
SBP
APPROVED BY:
BCP
MISCELLANEOUS DETAILS
MEDICAL DRIVE SHOPS
~",\\\\\\\\\\IN'''Cllllfll''/I''
~~~~""",,'I:>',<
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%~ ... 'NOU.~" .... ~ ~
"'- $$ ~'".",.".".~<J' ".
~IIJIIIII~~~~~\\~\'\\\\'\'\
4" PCCP SIDEWALK
5' 3' 5'
~~
RECEiVED
. - '] G""l(j_
{, t.Ut}/
Co
822.09 TC
821.59 BC
822.53 TC
822.03 BC
822.17 TC
822.09 TC
821.59 BC
CONCRETE CURB RAMP, TYPE 4
SCALE: NONE
11I1111111 I 1111111 I I I
SCALE: NONE
CONCRETE CURB RAMP, TYPE 3
SCALE: NONE
)
CONCRETE CURB RAMP, TYPE 2
-------
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... .... ..... ... .... ... ... .... ~
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... .... .... ..... ..... .... ... .... .... .... ... ... ... ...
... .... .... .... .... + .... ... ... ,j,-\", + '" '"
.... '" '" + .... '" + 6' .... 't .... ,6' '" '"
... .... .... .... ... .... .... ... ... .... .... .... .... ....
~ .... ... .... .... ...
... .... ... .... ... ... ...
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... .6'.... '" '" .... 6'... ..... .... + +
4" PCCP SIDEWALK
~~ffi
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in:I:1-
in
4" PCCP SIDEWALK
.
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.... .... .... .... .... ....
in
819.02
~
LEXIST. CONCRETE ROLL
CURB AND GUTTER .... ........ '" '" .... '" .... ... '" .... + .... .... .... ...
* ... .... +' ...
__________----*~____>l<____>Io
-------------------=========-=================~. ========
. MEDICAL DRIVE \
...-
~
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~ ~
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CONCRETE CURB RAMP, TYPE 1
SCALE: NONE
MEDICAL DRIVE SHOPS
\,\\\\\11111111/11/
~~"\';~.~..f. i;',,~
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~ :J!"/"~ ""'C ~
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'\.~"...!.NOI"~"...... ~ f
<'_ Ss ..........- ~G .'
"'II/IIII~e~~~\\;\\\\\\'\\'
SCALE:
HOR.: AS NOTED
VER.: NA
DA TE: 12/07/06
PROJECT NO.
06 2366
DRAWING NO.
DESIGN BY:
NRJ
TEB
CONCRETE CURB RAMP DETAILS
ii' V.!, ~~~~~~~!~~~,~, I!!~.
I [I] TEL. (317) 293-3542 FAX: (317) 293-4737
DRAWN BY:
CHECKED BY:
APPROVED BY:
SBP
C31.0
BCP