HomeMy WebLinkAboutDrainage Report 11-22-19
TECHNICAL REPORT
Carmel Elementary Reconstruction
101 4th Avenue SE, Carmel, Indiana 46032
Karen K. Collins, PE
Indiana registration No. 10404538
PREPARED FOR
CARMEL CLAY SCHOOLS
5201 EAST MAIN STREET
CARMEL, IN 46033
November 2019
8365 Keystone Crossing, Suite 201 Indianapolis, Indiana 46240 Phone: (317) 202-0864 Fax: (317)202-0908
CARMEL ELEMENTARY SCHOOL
TABLE OF CONTENTS TECHNICAL BRIEF Includes maps:
FEMA FIRM (Flood Insurance Rate Map) Flood Zone Map
Zoning Map
Land Classification Map
Soils Map
Retention Table PROPOSED DRAINAGE AREA MAP Appendix A
STORM WATER SEWER INLET CALCULATIONS Appendix B
STORM WATER SEWER HYDRAULIC CALCULATIONS Appendix C
EXISTING DRAINAGE MODEL (8 SUB-BASINS) Appendix D PROPOSED DRAINAGE MODEL (8 SUB-BASINS) INCLUDING DETENTION CALCULATIONS Appendix E
WATER QUALITY CALCULATIONS Appendix F
DETAILS OF AQUASWIRL AS-6 & AS-7 & DETENTION STRUCTURE Appendix G
EXHIBIT: 100-YEAR PONDING LIMITS Appendix H
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ABSTRACT
This Technical Brief pertaining to storm water drainage has been prepared for the purposes of
demonstrating governmental compliance with the current technical rules, regulations and
requirements of the governing authorities, in particular elements applicable to storm water
management including detention, water quality treatment and / or best management practices
(BMPs). The City of Carmel is taking the lead as the primary governing jurisdictional body (as well
as also having jurisdictional authority governing potable water and sanitary sewer to this site).
The total area of the site is 16.09 acres. The existing site is already in-use as an elementary school
and owned by Carmel Clay Schools (CCS). CCS proposes to improve this land with a new
elementary school to replace the existing one, and to retire the existing baseball fields named
Wodock Fields. There is one existing and proposed entrance on 4th Avenue. A future second
proposed entrance may be coming from the south, from Lincoln Court. The four (4) baseball
fields to be retired are to be replaced by four (4) proposed little league baseball fields at the new
elementary school proposed at 12025 Clay Center Road.
The storm water detention pond is designed as an underground structure consisting of 7-foot
diameter perforated CMP pipes.
Storm water topics which shall be addressed and demonstrated in compliance include drainage
area delineation, retention calculations, hydraulic grade line calculations, water quality
calculations, and inlet calculations.
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FLOOD MAP ZONE
The FIRM Map Panel No. 18057C0226G dated November 11, 2019 indicates that this watershed
falls entirely within Flood Zones X. Flood Hazard zone X includes areas that are determined to be
outside the 0.2% annual chance of flood.
FEMA FIRM Map 18057C0226G
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ZONING
The project is in the R-2 residential zoning district, as shown in the below map, taken from the
Carmel GIS Viewer.
City of Carmel Zoning Map
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SOILS
The existing soils include two primary classifications: Crosby Silt Loam (0 to 2 percent slopes) and
Miami Silt Loam (2 to 6 percent slopes). The two soils account for 100% of the site area, with
Crosby Silt Loam dominating (95%).
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The hydrologic soil group designation is our interest here. We have C /D and C soils, with C/D
being 95% or more of this development. The standard engineering protocol is to downgrade to
the lowest possible class if there is a choice to make, and the lowest is hydrologic soil group D.
For simplicity and to be conservative, Class / type D soil causes the most runoff and is therefore
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accepted as being the most conservative class / type to select for engineering studies /
calculations such as these.
Detailed Descriptions of the primary site soil types are as follows:
CrA Crosby silt loam, 0 to 2 percent slopes
This is a somewhat poorly drained soil with a seasonal high water table at 0.5 to 2.0 ft. This soil
is located on rises on till plains; slopes are 0 to 2 percent. The native vegetation is hardwood
forest. The surface layer is silt loam and has moderately low to moderate organic matter
content (1.0 to 3.0 percent). Permeability is very slow (<0.06 in/hr) in the most restrictive layer
above 60 inches. Available water capacity is moderate (6.2 inches in the upper 60 inches). The
pH of the surface layer in non-limed areas is 5.1 to 6.5. Droughtiness and wetness are concerns
for crops production. This soil responds well to tile drainage; it is designated potentially highly
erodible (class 2) in the Highly Erodible Land (HEL) classification system.
MmB2 Miami silt loam, 2 to 6 percent slopes, eroded
This is a moderately well drained soil with a seasonal high water table at 2.0 to 3.5 feet and is
on side slopes and rises on uplands. Slopes are 2 to 6 percent. The native vegetation is
hardwoods. The surface layer is silt loam and has moderately low organic matter content (1.0
to 2.0 percent). Permeability is very slow (<0.06 in/hr) in the most restrictive layer above 60
inches. Available water capacity is low (5.7 inches in the upper 60 inches). The pH of the
surface layer in non-limed areas is 5.1 to 6.0. Droughtiness and water erosion are management
concerns for crop production.
STORM WATER SEWERS AND INLETS
Storm water sewer inlet calculations and hydraulic grade line calculations have been prepared
which demonstrate that the proposed storm water sewer system (inlets and pipes) has been
properly designed to both intercept and convey the rational method 10-year storm event and
therefore is compliant per City of Carmel standards.
CAPACITY AND ACCEPTANCE OF DOWNSTREAM RECEIVING STORM WATER
SYSTEM
It is proposed that the detention basin will discharge to the north by pipe to an existing closed
storm sewer system that leads to Main Street and ultimately to Cool Creek. This does not connect
directly to a Hamilton County regulated drain.
There are 8 sub-basins considered for the purposes of storm water modelling as it relates to
detention. All 8 sub-basins appear to drain to Cool Creek watershed. Per meeting and pre-
approval with the City of Carmel Engineering personnel, the retention basin allowable release
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rate is based upon not increasing actual existing flows to all points of consideration. This means
that the 0.1 cfs / acre 10-year storm and 0.3 cfs / acre 100-year storm are not applicable. It
should be noted that a small section of the overall catchment will drain to White River – Carmel
Creek. This area will be reduced in the proposed condition as shown in the detention results.
USGS Map: FISHERS (CARMEL USGS map is immediately west of this map)
It is proposed that this development will connect to an existing 18-inch pipe that is heading
through the Library property to the north and thence toward Main Street and ultimately to Cool
Creek.
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WATER QUALITY
The storm water for the site will be treated by a treatment train. Three Aqua-Swirls are proposed
to treat 3 separate pipe systems, as well as a detention (isolator row qualifies and a second
treatment BMP).
Storm water sewer water quality calculations have been prepared which demonstrate that the
proposed storm water sewer system (inlets and pipes) including water quality devices (Best
Management Practices)(BMPs) has been properly designed to treat the 1-inch 24-hour Type 2
SCS / NRCS rainfall event and therefore is compliant per City of Carmel standards. Proposed site
disturbance is approximately 15 acres. Water quality devices are able to be employed to treat
the maximum extent practicable. Approximately 2.0 acres of disturbed area (of the 15.0 acres to
be disturbed) is proposed to be released without treatment due to site grading constraints and
grandfather-clause equivalency of classification as it relates to existing improvements being
modified.
DETENTION INCLUDING MODELING AND RELEASE
Detention is provided with a maximum release rate of as currently developed, as pre-approved
in a meeting with Carmel Engineering. A bottom of detention pipe system is planned with an
elevation of 843.8 feet (existing pipe flowline to be connected to). 7.72 feet above that, 850.52
is proposed as the 100-year (1% annual chance) high water surface elevation. An outlet structure
has been determined to not be required because the existing 18-inch outlet pipe restricts the
flow sufficiently to stay under the maximum release rates, and to safeguard against causing
flooding to the maximum extent practicable. HydroCAD was used to model the detention.
SUMMARY
All inlets pipes, and detention basin have been designed in accordance with the most current
requirements. Detailed detention results are shown on the following table. It has been
demonstrated that every point of consideration has been designed in a way to cause less flow to
occur. This applies to all 8 drainage points of consideration.
At the outfall point called “Piped North”, in the existing model the 100-year flow rate is 63.68 cfs.
In the proposed model the flow rate is 21.27 cfs. This is 1/3 of the original amount piped north.
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CARMEL ELEMENTARY SCHOOL
APPENDIX A: PROPOSED DRAINAGE AREA MAP
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0.16 AC IMP0.04 AC PERV0.04 OFFSITE IMP0.28 AC IMP0.84 AC PERV0.04 OFFSITE IMP0.28 AC IMP0.22 AC PERV0.00 AC IMP0.32 AC PERV0.00 AC IMP0.33 AC PERVSHEET No.SCALE:Date:PROJECT:TITLE:Job No.8365 Keystone Crossing, Suite 201
Indianapolis, IN. 46240 (317) 202-0864
PROPOSED
DRAINAGE AREASP111-12-191"= 120'
CARMEL ELEMENTARY SCHOOL
APPENDIX B: EXISTING DRAINAGE AREA MAP
4TH AVENUE
0.06 AC IMP1.99 AC PERV0.08 AC IMP2.55 AC PERV0.02 AC IMP2.81 AC PERV0.00 AC IMP0.71 AC PERV
4.58 AC IMP1.60 AC PERV0.04 AC OFFSITE IMP0.38 AC IMP0.15 AC PERV0.06 AC IMP0.40 AC PERV0.49 AC IMP0.17 AC PERVPIPEDTONORTHPIPEDNORTHTOOFFSITEINLETTOONSITEINLETTO 4TH AVEESSWNWSHEET No.SCALE:Date:PROJECT:TITLE:Job No.8365 Keystone Crossing, Suite 201
Indianapolis, IN. 46240 (317) 202-0864
EXISTING
DRAINAGE AREASE111-12-191"= 120'
CARMEL ELEMENTARY SCHOOL
APPENDIX C: STORM WATER SEWER INLET CALCULATIONS
CARMEL ELEMENTARY SCHOOL
APPENDIX D: STORM WATER SEWER HYDRAULIC CALCULATIONS
CARMEL ELEMENTARY SCHOOL
APPENDIX E: EXISTING DRAINAGE MODEL (8 SUB-BASINS)
CARMEL ELEMENTARY SCHOOL
APPENDIX F: PROPOSED DRAINAGE MODEL (8 SUB-BASINS) INCLUDING DETENTION CALCULATIONS
CARMEL ELEMENTARY SCHOOL
APPENDIX G: WATER QUALITY CALCULATIONS
CARMEL ELEMENTARY SCHOOL
APPENDIX H: DETAILS OF AQUASWIRL AS-6 & AS-7 & DETENTION POND
™ Phone (888) 344-9044 Fax (423) 826-21122705 Kanasita Drive, Chattanooga, TN 37343STORMWATER TREATMENT SOLUTIONS www.aquashieldinc.comAqua-Swirl Concentrator Model AS-6 CFD PCS Standard DetailAS-6 PCS STD01/20/11Scale:Drawn By:Document:Date:JCW1:20U.S. Patent No. 6524473 and other Patent Pending* Please see accompanied Aqua-Swirl specification notes.* See Site Plan for actual system orientation.Backfill shall extend at least 18inches [457 mm] outward fromSwirl Concentrator and for thefull height of the SwirlConcentrator (including riser)extending laterally toundisturbed soils. (See MHDetail Below)STORMWATER TREATMENT SOLUTIONSPhone (888) 344-9044 www.aquashieldinc.com™ArchedBafflesSlide riser over top ringand bolt in 4 placesRiserSwirl Inlet/OutletBeddingUndisturbed SoilBackfillSection A-AGrade (Rim)Rim elevations to match finishedgrade. PCS risers should NOT be fieldcut by Contractor.Manhole Frame andCover by Manufacturer.(See Details)Plan ViewOutletAArched BafflesOctagonal Base PlatePipe couplingby Contractor.12" [305 mm]long Stub-outby Manufacturer.4.50"" [114 mm]0.50"" [13 mm]1.00"" [25 mm]Manhole Frame & Cover DetailNTSFor Non-Traffic Areas OnlySoil1.00"" [25 mm]Unless other traffic barriers are present,bollards shall be placed around access riser(s)in non-traffic areas to prevent inadvertentloading by maintenance vehicles.SoilPlace small amount ofconcrete [3,000 psi [20MPa] (min)] to supportand level manhole frame.DO NOT allow manholeframe to rest upon riser.RiserFrameCover4'" [1219 mm] Min.1'" [305 mm]Wrap Compressible ExpansionJoint Material to a minimum1-inch [25 mm] thickness aroundtop of riser to allow transfer ofinadvertent loading frommanhole cover to concrete slab.Backfill (90%Proctor Density)ConcreteConcrete8.00"" [203 mm]Gravel BackfillGravel BackfillCoverFrame1" [25 mm] ThickExpansion JointMaterial30" [762 mm]Riser#4 [13 mm] Rebar@ 6" [152 mm]Each Way3,000 psi [20 MPa](min) ConcreteManhole Frame & Cover DetailFor Traffic Loading AreasNTSIf traffic loading (H-20) is required or anticipated, a 4-foot [1.22 m]diameter, 14-inch [356 mm] thick reinforced concrete pad must beplaced over the Stormwater Treatment System Riser to support andlevel the manhole frame, as shown. The top of riser pipe must bewrapped with compressible expansion joint material to a minimum1-inch [25 mm] thickness to allow transfer of wheel loads frommanhole cover to concrete slab. Manhole cover shall bear on concreteslab and not on riser pipe. The concrete slab shall have a minimumstrength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm]reinforcing steel as shown. Minimum cover over reinforcing steel shallbe 1-inch [25 mm]. Top of manhole cover and concrete slab shall belevel with finish grade.Backfill (90%Proctor Density)Aqua-Swirl Polymer Coated Steel (PCS) StormwaterTreatment SystemAInlet
™ Phone (888) 344-9044 Fax (423) 826-21122705 Kanasita Drive, Chattanooga, TN 37343STORMWATER TREATMENT SOLUTIONS www.aquashieldinc.comAqua-Swirl Concentrator Model AS-7 CFD PCS Standard DetailAS-7 PCS STD01/20/11Scale:Drawn By:Document:Date:JCW1:30U.S. Patent No. 6524473 and other Patent Pending* Please see accompanied Aqua-Swirl specification notes.* See Site Plan for actual system orientation.4.50"" [114 mm]0.50"" [13 mm]1.00"" [25 mm]Manhole Frame & Cover DetailNTSFor Non-Traffic Areas OnlySoil1.00"" [25 mm]Unless other traffic barriers are present,bollards shall be placed around access riser(s)in non-traffic areas to prevent inadvertentloading by maintenance vehicles.SoilPlace small amount ofconcrete [3,000 psi [20MPa] (min)] to supportand level manhole frame.DO NOT allow manholeframe to rest upon riser.RiserFrameCover4'" [1219 mm] Min.1'" [305 mm]Wrap Compressible ExpansionJoint Material to a minimum1-inch [25 mm] thickness aroundtop of riser to allow transfer ofinadvertent loading frommanhole cover to concrete slab.Backfill (90%Proctor Density)ConcreteConcrete8.00"" [203 mm]Gravel BackfillGravel BackfillCoverFrame1" [25 mm] ThickExpansion JointMaterial30" [762 mm]Riser#4 [13 mm] Rebar@ 6" [152 mm]Each Way3,000 psi [20 MPa](min) ConcreteManhole Frame & Cover DetailFor Traffic Loading AreasNTSIf traffic loading (H-20) is required or anticipated, a 4-foot [1.22 m]diameter, 14-inch [356 mm] thick reinforced concrete pad must beplaced over the Stormwater Treatment System Riser to support andlevel the manhole frame, as shown. The top of riser pipe must bewrapped with compressible expansion joint material to a minimum1-inch [25 mm] thickness to allow transfer of wheel loads frommanhole cover to concrete slab. Manhole cover shall bear on concreteslab and not on riser pipe. The concrete slab shall have a minimumstrength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm]reinforcing steel as shown. Minimum cover over reinforcing steel shallbe 1-inch [25 mm]. Top of manhole cover and concrete slab shall belevel with finish grade.Backfill (90%Proctor Density)VentArchedBafflesSlide riser over top ringand bolt in 4 placesRiserSwirl Inlet/OutletGrade (Rim)Rim elevations to match finishedgrade. PCS risers should NOT be fieldcut by Contractor.Manhole Frame andCover by Manufacturer.(See Details)STORMWATER TREATMENT SOLUTIONSPhone (888) 344-9044 www.aquashieldinc.com™Backfill shall extend at least 18inches [457 mm] outward fromSwirl Concentrator and for thefull height of the SwirlConcentrator (including riser)extending laterally toundisturbed soils. (See MHDetail Below)BeddingUndisturbed SoilBackfillSection A-APlan ViewOutletAVentArched BafflesOctagonal Base PlatePipe couplingby Contractor.12" [305 mm]long Stub-outby Manufacturer.Aqua-Swirl Polymer Coated Steel (PCS) StormwaterTreatment SystemAInlet
7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAX20 MIL PE84"Ø BULKHEADTYP.120°45°120°84"Ø WEIR PLATE TYP.284'-0"97'-6"3'-0" TYP.
50'-0"18'-6"38'-6"38'-6"4'-6"30"Ø STUB J212'-6"36"Ø RISER P185'-0"36"Ø RISER W285'-0"30"Ø STUB W35'-6"30"Ø STUB E113'-0"36"Ø RISER K111'-6"12"Ø STUB L13'-0"12"Ø STUB J1C3x4.1
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97'-0" MAKCHECKED:DRAWN:MAKDESIGNED:APPROVED:I:\MERLIN\PROJECT\ACTIVE\631000\631048\631048-10-CMP DETENTION\DRAWINGS\631048-010-CMP CONFAB.DWG 11/13/2019 11:34 AM
SHEET NO.:OFP1 DATE:PROJECT No.:631048SEQ. No.:010PROPOSALCONTECHDRAWING84"Ø UNDERGROUND DETENTION SYSTEM - 631048-010CARMEL ELEMETARYINDIANAPOLIS, INSITE DESIGNATION:The design and information shown on this drawing is providedas a service to the project owner, engineer and contractor byContech Engineered Solutions LLC ("Contech"). Neither thisdrawing, nor any part thereof, may be used, reproduced ormodified in any manner without the prior written consent ofContech. Failure to comply is done at the user's own risk andContech expressly disclaims any liability or responsibility forsuch use.If discrepancies between the supplied information upon whichthe drawing is based and actual field conditions are encounteredas site work progresses, these discrepancies must be reportedto Contech immediately for re-evaluation of the design. Contechaccepts no liability for designs based on missing, incomplete orinaccurate information supplied by others.www.ContechES.com4REVISION DESCRIPTIONDATEMARKBY BAND, TYPICALSEE DETAIL SHEET P3NOTES·ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE.·ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIEDBY THE ENGINEER OF RECORD (EOR) PRIOR TO RELEASING FOR FABRICATION.· ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTM A998.· ALL RISERS AND STUBS ARE 223" x 12" CORRUGATION AND 16 GAGE UNLESS OTHERWISENOTED.·RISERS TO BE FIELD TRIMMED TO GRADE AS REQUIRED, BY CONTRACTOR.·QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TOEXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINALINLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IFADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR.·ALL ACCESS CASTINGS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE NOTSUPPLIED BY CONTECH.ASSEMBLYSCALE: 1" = 50'PIPE STORAGE: 73,717 CFSTRUCTURAL BACKFILL STORAGE: PER EOR CFTOTAL STORAGE PROVIDED: PER EOR CFLOADING: H20PIPE INV. = 843.8'±11/13/19THE UNDERSIGNED HEREBY APPROVES THE ATTACHED(4) PAGES INCLUDING THE FOLLOWING:CUSTOMER·PIPE STORAGE = 73,717 CF·MAINLINE PIPE GAGE = 14·WALL TYPE = SOLID/PERFORATED·DIAMETER = 84"·FINISH = ALT2·CORRUGATION = 5x1DATESTUB INFORMATIONPIECESTUB INVERTSYSTEMINVERT30"Ø STUB E1847.30843.8012"Ø STUB J1847.30843.8030"Ø STUB J2847.30843.8012"Ø STUB L1847.30843.8030"Ø STUB W3847.30843.80RISER INFORMATIONPIECERIM ELEV.SYSTEMINVERT36"Ø RISER K1855.00843.8036"Ø RISER P1855.00843.8036"Ø RISER W2855.00843.80KEY SOLIDPERFORATED
1.75" CCTYPCOIL WIDTHOPEN AREA = 3.33 SQ IN/SQ FT2.711"9@2.711" = 24.399"EDGE SPACING EQUAL ON BOTH SIDESNOTES:1.PERFORATIONS MEET AASHTO AND ASTM SPECIFICATIONS.2.PERFORATION OPEN AREA PER SQUARE FOOT OF PIPE IS BASEDON THE NOMINAL DIAMETER AND LENGTH OF PIPE.3.DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES.4.ALL HOLES 3/8"Ø.EXFILTRATION AREASTANDARD PERFORATION PATTERNSAPPROXIMATE AREA PER LINEAR FOOT OF PIPEPIPECORRUGATION PATTERN2 2/3" x 1/2"3" x 1"5" x 1"ULTRA FLO84"Ø85.5 SQ. IN.90.3 SQ. IN.87.9 SQ. IN.NOTES:·GAGE AND COATING LIMITATIONS APPLY. 5" x 1" IS NOT AVAILABLE INALUMINUM.·DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES.TYPICAL PERFORATION DETAILNOT TO SCALETYPICAL SECTION VIEWNOT TO SCALENOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THEPROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THEGEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THEPOTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THESURROUNDING ENVIRONMENT OVER A PERIOD OF TIME. PLEASE REFER TO THECORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL INFORMATION.84" TYP.36"TYP.27" SEE TYPICALBACKFILL DETAILNOTESLIMITS OFREQUIREDBACKFILL20 MIL PEIMPERMEABLELINER OVERTOP OF PIPE(IF REQUIRED)1MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE. THE TRENCH WIDTH IS THE MINIMUM AMOUNT REQUIRED FOR PROPER INSTALLATION AND TO SUPPORT HORIZONTAL PRESSURE FROMTHE PIPE. THE MANUFACTURER'S SUGGESTED MINIMUM VALUE IS: 1.5D + 12".1aMINIMUM EMBANKMENT WIDTH (IN FEET) FOR INITIAL FILL ENVELOPE:3.0D BUT NO LESS THAN D + 4'0".2FOUNDATION SHALL BE WELL CONSOLIDATED & STABLE, CAPABLE OF SUPPORTING FILL MATERIAL LOAD.3OPEN-GRADED GRANULAR BEDDING MATERIAL SHALL BE A RELATIVELY LOOSE MATERIAL THAT IS ROUGHLY SHAPED TO FIT THEBOTTOM OF THE PIPE, 4" TO 6" IN DEPTH. SUGGESTED PARTICLE SIZE OF 1/2 CORRUGATION DEPTH.4CORRUGATED STEEL PIPE (CSP / HEL-COR).5HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION.5aTHE BACKFILL MATERIAL SHALL BE A FREE-DRAINING, ANGULAR, WASHED-STONE PER AASHTO M 43 SIZE #3 WITH A ½” - 2” PARTICLESIZE OR APPROVED EQUAL. MATERIAL SHALL BE PLACED IN 12" MAXIMUM LIFTS AND SHALL BE WORKED INTO THE PIPE HAUNCHES BYMEANS OF SHOVEL-SLICING, RODDING, AIR-TAMPER, VIBRATORY PLATE OR OTHER EFFECTIVE METHODS. COMPACTION IS CONSIDEREDADEQUATE WHEN A DENSITY EQUIVALENT TO 90% STANDARD PROCTOR IS ACHIEVED OR WHEN NO FURTHER YIELDING OF THEMATERIAL IS OBSERVED UNDER THE COMPACTOR OR UNDER FOOT. THE PROJECT ENGINEER OR HIS REPRESENTATIVE MUST BESATISFIED WITH THE LEVEL OF COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE PIPE DEFLECTIONS ANDSETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO-LIFTDIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BEADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM.6INITIAL OPEN GRADED GRANULAR BACKFILL ABOVE PIPE MAY INCLUDE ROAD BASE MATERIAL (AND RIGID PAVEMENT IF APPLICABLE).SEE TABLE ABOVE.6aTOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE TO BOTTOM OFFLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT.7FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONSPER THE ENGINEER OF RECORD.NOTES:·GEOTEXTILE SHOULD BE USED TO PREVENT SOIL MIGRATION INTO VARYING SOIL TYPES (PROJECT ENGINEER).·FOR MULTIPLE BARREL INSTALLATIONS THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE RUNS SHALL BE PIPE DIA. / 2 BUT NO LESS THAN12", OR 36" FOR PIPE DIAMETERS 72" AND LARGER.·CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING (TABLE C12.6.7-1).FINAL BACKFILLGRANULAR BACKFILL DIA
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)IN SITUDIAMETERMIN.COVERCORR.PROFILE6"-10"12"1 1/2" x 1/4"12"-48"12"2 2/3" x 1/2"54"-96"12"3" x 1", 5" x 1"102"-144"18"3" x 1", 5" x 1"LIMITS OF DRAIN ROCK MAY BEPLACED BELOW PIPE AS DEFINEDBY ENGINEER OF RECORD.FOUNDATION SPEC STILLAPPLIES AND BEDDING WILL BETHE FIRST 4" TO 6" BELOWINVERT4TYPICAL BACKFILL DETAILNOT TO SCALEEMBANKMENT CONDITIONTRENCH CONDITION66aBEDDINGFOUNDATIONPIPE EMBEDMENT
5a7532INITIAL FILL ENVELOPE 1 1a7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAX MAKCHECKED:DRAWN:MAKDESIGNED:APPROVED:I:\MERLIN\PROJECT\ACTIVE\631000\631048\631048-10-CMP DETENTION\DRAWINGS\631048-010-CMP CONFAB.DWG 11/13/2019 11:34 AM
SHEET NO.:OFP2 DATE:PROJECT No.:631048SEQ. No.:010PROPOSALCONTECHDRAWING84"Ø UNDERGROUND DETENTION SYSTEM - 631048-010CARMEL ELEMETARYINDIANAPOLIS, INSITE DESIGNATION:The design and information shown on this drawing is providedas a service to the project owner, engineer and contractor byContech Engineered Solutions LLC ("Contech"). Neither thisdrawing, nor any part thereof, may be used, reproduced ormodified in any manner without the prior written consent ofContech. Failure to comply is done at the user's own risk andContech expressly disclaims any liability or responsibility forsuch use.If discrepancies between the supplied information upon whichthe drawing is based and actual field conditions are encounteredas site work progresses, these discrepancies must be reportedto Contech immediately for re-evaluation of the design. Contechaccepts no liability for designs based on missing, incomplete orinaccurate information supplied by others.www.ContechES.com4REVISION DESCRIPTIONDATEMARKBY PIPE Ø
2'-6"PIPE Ø2'-6"PIPE Ø
FRONTTYPICAL MANWAY DETAILNOT TO SCALE1'-0" MIN.48"Ø to 90"Ø FITTING REINFORCEMENTMAY BE REQUIRED BASED ON HEIGHT OFCOVER AND LIVE LOAD CONDITIONPLAN11/13/19
FLAT GASKETFLAT GASKETHUGGERBANDCONNECTION DETAIL(SBBS)2 2/3"x1/2" RE-ROLLED END HEL-COR PIPEH-12 HUGGER BAND DETAILNOT TO SCALEGENERAL NOTES:1.JOINT IS TO BE ASSEMBLED PER AASHTO BRIDGE CONSTRUCTION SPECIFICATION SEC 26.4.2.4.2.BAND MATERIALS AND/OR COATING CAN VARY BY LOCATION. CONTACT YOUR CONTECH REPRESENTATIVE FOR AVAILABILITY.3.BANDS ARE SHAPED TO MATCH THE PIPE-ARCH WHEN APPLICABLE.4.BANDS ARE NORMALLY FURNISHED AS FOLLOWS:·12" THRU 48" 1-PIECE·54" THRU 96" 2-PIECES·102" THRU 144" 3-PIECES5.BAND FASTENERS ARE ATTACHED WITH SPOT WELDS, RIVETS OR HAND WELDS.6.ALL CMP IS REROLLED TO HAVE ANNULAR END CORRUGATIONS OF 2 2/3"x1/2"7.DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES.8.ORDER SHALL DESIGNATE GASKET OPTION, IF REQUIRED (SEE DETAILS ABOVE).SINGLE BAR,BOLT AND STRAP (SBBS)12 1/8"10 1/4"12" TECHCO BAND ANGLES 1/2" DIA. BOLT12" RISER BAND DETAILNOT TO SCALEPLAIN END CMP RISER PIPECONNECTION DETAIL7 1/2" TECHCO SHOWN - MAY VARYSTUB HEIGHT2'-0" RECOMMENDED12" MIN.MAINLINEPIPERISEREXTENSIONFLAT BAND SHOWN,MAY VARY (NOGASKET)GENERAL NOTES:1.DELIVERED BAND STYLE AND FASTENER TYPE MAY VARY BY FABRICATION PLANT.2.JOINT IS TO BE ASSEMBLED PER AASHTO BRIDGE CONSTRUCTION SPECIFICATION SEC 26.4.2.4.3.BAND MATERIAL AND GAGE TO BE SAME AS RISER MATERIAL.4.IF RISER HAS A HEIGHT OF COVER OF 10' OR MORE, USE A SLIP JOINT.5.BANDS ARE NORMALLY FURNISHED AS FOLLOWS:·12" THRU 48" 1-PIECE·54" 2-PIECES6.ALL RISER JOINT COMPONENTS WILL BE FIELD ASSEMBLED.7.MANHOLE RISERS IN APPLICATIONS WHERE TRAFFIC LOADS ARE IMPOSED REQUIRE SPECIAL DESIGN CONSIDERATIONS.8.DIMENSIONS SUBJECT TO MANUFACTURING TOLERANCES.ELEVATION VIEWOF CMP AND RISER7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAX MAKCHECKED:DRAWN:MAKDESIGNED:APPROVED:I:\MERLIN\PROJECT\ACTIVE\631000\631048\631048-10-CMP DETENTION\DRAWINGS\631048-010-CMP CONFAB.DWG 11/13/2019 11:34 AM
SHEET NO.:OFP3 DATE:PROJECT No.:631048SEQ. No.:010PROPOSALCONTECHDRAWING84"Ø UNDERGROUND DETENTION SYSTEM - 631048-010CARMEL ELEMETARYINDIANAPOLIS, INSITE DESIGNATION:The design and information shown on this drawing is providedas a service to the project owner, engineer and contractor byContech Engineered Solutions LLC ("Contech"). Neither thisdrawing, nor any part thereof, may be used, reproduced ormodified in any manner without the prior written consent ofContech. Failure to comply is done at the user's own risk andContech expressly disclaims any liability or responsibility forsuch use.If discrepancies between the supplied information upon whichthe drawing is based and actual field conditions are encounteredas site work progresses, these discrepancies must be reportedto Contech immediately for re-evaluation of the design. Contechaccepts no liability for designs based on missing, incomplete orinaccurate information supplied by others.www.ContechES.com4REVISION DESCRIPTIONDATEMARKBY 11/13/19
MANHOLE CAP DETAILNOT TO SCALE8"11" TYP.2" COVER
TYP.1" GAP (TYP. ALL
SIDES)NOTES:1.DESIGN IN ACCORDANCE WITH AASHTO, 17thEDITION AND ACI 350.2.DESIGN LOAD HS25.3.EARTH COVER = 1' MAX.4.CONCRETE STRENGTH = 4,000 psi5.REINFORCING STEEL = ASTM A615, GRADE 60.6.PROVIDE ADDITIONAL REINFORCING AROUNDOPENINGS EQUAL TO THE BARS INTERRUPTED,HALF EACH SIDE. ADDITIONAL BARS TO BE IN THESAME PLANE.AA 2" COVER(TYP)SECTION VIEWROUND OPTION PLAN VIEWSQUARE OPTION PLAN VIEWØ CMP RISERINTERRUPTED BARREPLACEMENT,SEE NOTE 6.STANDARDREINFORCING,SEE TABLEOPENING INPROTECTIONSLAB FORACESS#4 DIAGONAL TRIMBAR (TYP. 4 PLACES),SEE NOTE 7.AINTERRUPTED BARREPLACEMENT, SEENOTE 6.BOPENING INPROTECTIONSLAB FORACCESS#4 DIAGONAL TRIMBAR (TYP. 4 PLACES),SEE NOTE 7.STANDARDREINFORCING,SEE TABLEGASKET MATERIALSUFFICIENT TO PREVENTSLAB FROM BEARING ONRISER TO BE PROVIDED BYCONTRACTOR.2" COVER(TYP.)ØBREINFORCING TABLEØ CMPRISERAB ØREINFORCING**BEARINGPRESSURE(PSF)24"4'Ø4'x4'26"#5 @ 10" OCEW#5 @ 10" OCEW2,5401,90030"4'-6"Ø4'-6" x 4'-6"32"#5 @ 10" OCEW#5 @ 9" OCEW2,2601,67036"5'Ø5' x 5'38"#5 @ 9" OCEW#5 @ 8" OCEW2,0601,50042"5'-6"Ø5'-6" x 5'-6"44"#5 @ 8" OCEW#5 @ 8" OCEW1,4901,37048"6'Ø6' x 6'50"#5 @ 7" OCEW#5 @ 7" OCEW1,2101,270** ASSUMED SOIL BEARING CAPACITY1'-0"A2
"
COVER
(
TYP
.
)
2
"
COVER
(
TYP
)7.TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS AMINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIREDTO MAINTAIN BAR COVER.8.PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED ANDINSTALLED BY CONTRACTOR.9.DETAIL DESIGN BY DELTA ENGINEERS, ARCHITECTS AND LANDSURVEYORS, ENDWELL, NY.ØB36"Ø MAX., HS-25 ACCESS CASTINGWITH GRADE RINGS AS REQUIRED, TOBE PROVIDED AND INSTALLED BYCONTRACTOR. MAY BE TOP MOUNTED(AS SHOWN) OR RECESSED.CMPPROTECTIONSLABVARIESRIM/FINISHEDGRADEACCESS CASTING NOT SUPPLIED BY CONTECH7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAX MAKCHECKED:DRAWN:MAKDESIGNED:APPROVED:I:\MERLIN\PROJECT\ACTIVE\631000\631048\631048-10-CMP DETENTION\DRAWINGS\631048-010-CMP CONFAB.DWG 11/13/2019 11:34 AM
SHEET NO.:OFP4 DATE:PROJECT No.:631048SEQ. No.:010PROPOSALCONTECHDRAWING84"Ø UNDERGROUND DETENTION SYSTEM - 631048-010CARMEL ELEMETARYINDIANAPOLIS, INSITE DESIGNATION:The design and information shown on this drawing is providedas a service to the project owner, engineer and contractor byContech Engineered Solutions LLC ("Contech"). Neither thisdrawing, nor any part thereof, may be used, reproduced ormodified in any manner without the prior written consent ofContech. Failure to comply is done at the user's own risk andContech expressly disclaims any liability or responsibility forsuch use.If discrepancies between the supplied information upon whichthe drawing is based and actual field conditions are encounteredas site work progresses, these discrepancies must be reportedto Contech immediately for re-evaluation of the design. Contechaccepts no liability for designs based on missing, incomplete orinaccurate information supplied by others.www.ContechES.comCONSTRUCTION LOADSFOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVERTHE 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 FINISHEDGRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC.PIPE SPAN,INCHES18-50MINIMUM COVER (FT)AXLE LOADS(kips)50-7575-110110-15012-422.02.53.03.04.03.53.048-723.03.078-1203.54.04.04.54.54.0126-1443.5*MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONALCOVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TOTHE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. HEIGHT OFCOVERTEMPORARY COVER FORCONSTRUCTION LOADSFINISHEDGRADE CONSTRUCTION LOADING DIAGRAMNOT TO SCALESCOPETHIS SPECIFICATION COVERS THE MANUFACTURE ANDINSTALLATION OF THE CORRUGATED STEEL PIPE (CSP) DETAILED INTHE PROJECT PLANS.MATERIALTHE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THEAPPLICABLE REQUIREMENTS OF AASHTO M274 OR ASTM A929.PIPETHE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THEAPPLICABLE REQUIREMENTS OF AASHTO M36 OR ASTM A760. THEPIPE SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ONTHE PROJECT PLANS.ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THEUNITED STATES.HANDLING AND ASSEMBLYSHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THENATIONAL CORRUGATED STEEL PIPE ASSOCIATION (NCSPA)INSTALLATIONSHALL BE IN ACCORDANCE WITH AASHTO STANDARDSPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION IIOR ASTM A798 AND IN CONFORMANCE WITH THE PROJECT PLANSAND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES ORCONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVEWITH THE SITE ENGINEER.IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TOFOLLOW OSHA GUIDELINES FOR SAFE PRACTICES.SPECIFICATION FOR CORRUGATED STEEL PIPE-ALUMINIZED TYPE 2 STEELMATERIAL SPECIFICATIONNOT TO SCALE4REVISION DESCRIPTIONDATEMARKBY 11/13/19
CARMEL ELEMENTARY SCHOOL
APPENDIX I: EXHIBIT: 100-YEAR PONDING LIMITS
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C.O.730RIM=855.10726RIM=855.10788RIM=855.10717RIM=853.00758RIM=855.00742RIM=854.60772RIM=855.00722RIM=854.80712RIM=855.00752RIM=854.70759RIM=854.50729RIM=854.30779RIM=854.10725RIM=854.75721RIM=854.10728RIM=854.00727RIM=854.00751RIM=853.20719RIM=854.20762RIM=854.80724RIM=853.00723RIM=853.50716RIM=853.00748RIM=854.50753RIM=853.10750RIM=852.70715RIM=851.50720RIM=852.90718RIM=852.90776RIM=852.55749RIM=852.50778RIM=852.40786RIM=852.50745RIM=853.10747RIM=853.10760RIM=852.25746RIM=852.20744RIM=852.00777RIM=851.90761RIM=851.80714RIM=851.50757RIM=851.30756RIM=851.30713RIM=851.00743RIM=851.50780RIM=851.00787RIM=851.50783RIM=851.50782RIM=851.00775RIM=851.00773RIM=851.00781RIM=851.50785RIM=851.00784RIM=851.00731RIM=855.90735RIM=854.60736RIM=854.00DETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW100= 850.7
C.O.
C.O.
C.O.
C.O.FUTURE LIBRARY DRIVEPROPOSED BMP & ACCESS EASEMENTPROPOSED ACCESS EASEMENT
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Project Number:Drawing Number:Certified By:Checked ByDrawn ByIssue DateRevisions:PROJECT:Scope Drawings:CARMEL, INDIANA
FOR
CARMEL CLAY SCHOOLS
NEW ELEMENTARY SCHOOLSDrawing Title:11-19-19SOMK19012LSCALE: 1" = 40'GRADING PLAN(100-YEARINUNDATIONWITH DESIGNSYSTEMBLOCKED)C303100-YEAR INUNDATION LIMITS