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Home My WebLink AboutADLS Civil Combined465 37 37 32 38 19 38 38 47 19 213 37 13 32 465 238431 31 31 31 69 69 421 334 13 36 32 128 37 13 32 421 38 LOCATION MAP VICINITY MAP CONSTRUCTION PLANS FOR CARMEL, INDIANA THE BRIDGES MULTI-FAMILY SOILS MAP FEMA MAP C001 TITLE SHEET 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:42 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: JRODGERSDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C001.TS.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL BENCHMARK DATA EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:42 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/10/2021EDITED BY: DWELCHDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C002.GN.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL GENERAL NOTES DEMOLITION NOTES SITE NOTES GRADING NOTES UTILITY NOTES EROSION CONTROL NOTES EXISTING TOPOGRAPHY NOTES C002 GENERAL NOTES 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:42 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/16/2021EDITED BY: JDEVALKDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C003.SPECS.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C003 SPECIFICATIONS C004 CARMEL PAVING POLICY 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:42 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/16/2021EDITED BY: JDEVALKDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C003.SPECS.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C005 CARMEL CURBING POLICY 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:42 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/16/2021EDITED BY: JDEVALKDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C003.SPECS.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL I L L INO IS S TR E E T W 111th StreetSpring Mill RdBENCHMARK DATA EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:43 AMPLOT SCALE: 1:2.5849EDIT DATE: 10/19/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C100.XTP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C100 EXISTING TOPOGRAPHY PLAN “” LEGAL DESCRIPTION W 111th StreetSpring Mill RdEXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:43 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: JDEVALKDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C110.DP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C110 DEMOLITION PLAN KEYNOTES DEMOLITION LEGEND I L L INO IS S TR E E T W 111th StreetSpring Mill RdEXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:43 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C200.OSP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C200 OVERALL SITE PLAN SITE LEGEND SITE DATA TABLE Spring Mill RdEXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:43 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C201.SP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C201 SITE PLAN KEYNOTES SITE LEGEND SITE DATA TABLE W 111th Street EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:44 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C201.SP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C202 SITE PLAN KEYNOTES SITE LEGEND DETAIL ENLARGEMENT - 01 DETAIL ENLARGEMENT - 02 DETAIL ENLARGEMENT - 03 DETAIL ENLARGEMENT - 04 SITE DATA TABLE I L L INO IS S TR E E T W 111th StreetSpring Mill RdBENCHMARK DATA EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:44 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: DWELCHDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C300.OGP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C300 OVERALL GRADING PLAN GRADING LEGEND ³ ³ Spring Mill RdBENCHMARK DATA EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:44 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C301.GP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C301 GRADING PLAN GRADING LEGEND W 111th Street BENCHMARK DATA EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:45 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C301.GP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C302 GRADING PLAN GRADING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:45 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C301.GP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C303 STORM STRUCTURE DATA TABLE I L L INO IS S TR E E T W 111th StreetSpring Mill RdEXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:45 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C400.OUP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C400 OVERALL UTILITY PLAN UTILITY LEGEND Spring Mill RdEXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:45 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C401.UP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C401 UTILITY PLAN KEYNOTES UTILITY LEGEND W 111th Street EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:46 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C401.UP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C402 UTILITY PLAN UTILITY LEGEND EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:46 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C410.SANPP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL BENCHMARK DATA C410 SANITARY SEWER PLAN & PROFILE PLAN & PROFILE LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:46 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C420.WATPP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL BENCHMARK DATA EXISTING LEGEND C420 WATER MAIN PLAN & PROFILE KEYNOTES BENCHMARK DATA EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:47 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C430.STMPP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C430 STORM PLAN AND PROFILE PLAN & PROFILE LEGEND BENCHMARK DATA EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:47 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C430.STMPP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C431 STORM PLAN AND PROFILE PLAN & PROFILE LEGEND C432 STORM PLAN AND PROFILE BENCHMARK DATA EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:47 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C430.STMPP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL PLAN & PROFILE LEGEND C433 STORM PLAN AND PROFILE BENCHMARK DATA EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:47 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C430.STMPP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL PLAN & PROFILE LEGEND Spring Mill RdC434 STORM PLAN AND PROFILE BENCHMARK DATA EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:47 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C430.STMPP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL PLAN & PROFILE LEGEND Spring Mill RdC435 STORM PLAN AND PROFILE BENCHMARK DATA EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:48 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C430.STMPP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL PLAN & PROFILE LEGEND Spring Mill RdEXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:48 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: DWELCHDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C501.ECP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C501 EROSION CONTROL PLAN EROSION CONTROL LEGEND W 111th Street EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:48 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: DWELCHDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C501.ECP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C502 EROSION CONTROL PLAN EROSION CONTROL LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:48 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: DWELCHDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C510.SWPPP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · ·· ·· ·· ·· ·· ·· ·· ·· ·· ·· C510 STORM WATER POLLUTION PREVENTION PLAN · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · ·· ·· ·· ·· · · · · · ·· ·· · · · · · · · · · · · · · · · · · · · · · · · · · · · 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:49 AMPLOT SCALE: 1:2.5849EDIT DATE: 10/13/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C520.ECD.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C520 EROSION CONTROL DETAILS · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · ·· ·· · · · · · · · · · · · · · · · · · · 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:49 AMPLOT SCALE: 1:2.5849EDIT DATE: 10/13/2021EDITED BY: PDOTTERYDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C520.ECD.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C521 EROSION CONTROL DETAILS 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:49 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: JDEVALKDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C600.SD.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C600 SITE DETAILS 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:49 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: JDEVALKDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C600.SD.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C601 SITE DETAILS 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:49 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: JDEVALKDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C600.SD.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C602 SITE DETAILS 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:49 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: JDEVALKDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C600.SD.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL C603 SITE DETAILS Drainage Computations Summary For The Bridges Multi-Family 111th Street and Springmill Road Carmel, Indiana Prepared For: Cityscape Residential 8335 Keystone Crossing #220 Indianapolis, Indiana 46240 Prepared By: American Structurepoint, Inc. 9025 River Road, Suite 200 Indianapolis, Indiana 46240 (317) 547-5580 Submitted by: Joshua Rodgers, PE David Welch, EIT Submitted: November 17, 2021 Table of Contents PROJECT NARRATIVE Project Description Existing Conditions Proposed Conditions Intermediate Conditions Stormwater Quality Summary and Conclusions APPENDICES Appendix A Maps · Soils Map and Data · Flood Insurance Rate Map (FIRM) Appendix B Existing Conditions · Existing Conditions Map Appendix C Proposed Conditions-Storm Sewer · Proposed Storm Sewer Basins Map · Municipality Rainfall Data · Runoff Coefficient (c) and Curve Number (CN) Calculations · 10-Year Rational Method Storm Sewer Calculations · Structure Data Table · Hydraulic Grade Line (HGL) Calculations · Casting Capacity Calculations Appendix D Proposed Conditions-Wet Pond Design · Overall Proposed Basin Map · CN Calculations · ICPR Model · Emergency Spillway Design Appendix E Proposed Conditions-Water Quality · Water Quality Volume Calculations · Water Quality Curve Number Appendix F Existing Conditions-Past Report Appendix G Intermediate Conditions ICPR Model · Overall Intermediate Basin Map · Time of Concentration Calculation · ICPR Model DRAINAGE COMPUTATIONS SUMMARY For The Bridges Multi-Family 111th Street and Springmill Road Carmel, Indiana PROJECT DESCRIPTION The proposed project is located at the northeast corner of 111th Street and Springmill Road in Carmel, Hamilton County, Indiana. The ±12.83-acre site is currently an undeveloped site that was mass graded during Phase I of The Bridges Commercial Amenity Use Block project. The developed site will consist of new six building multi-family development, interior access drives, parking lots and structures, and a new detention pond. The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates approximately 45% distribution of Brookston silty clay loam (Br), 41% distribution of Crosby silt loam soils (CrA), and 14% distribution of existing pond surface at normal pool elevation. Refer to Appendix A for the Soils Map. The site is not located within any special flood hazard zone as indicated on the Flood Insurance Rate Map (FIRM) #18057C0208G for Hamilton County, Indiana, dated November 19, 2014. Refer to Appendix A for the FIRM. The adjacent land uses for this site have been included below: North: Commercial South: Residential East: Commercial West: Residential EXISTING CONDITIONS The existing property currently consists of mostly undeveloped land that was mass graded during the construction of The Bridges Commercial Amenity Use Block Phase I project; as well as, the master planned detention pond for The Bridges development. Existing vegetated swale on the eastern side of the proposed site and conveys water from the existing developments on northern portions of The Bridges development to the existing master planned detention pond. The Bridges Commercial Amenity Use Block Phase I Drainage Report (dated March 30, 2013), which is referred to as the Master Planned Drainage Report, should be referenced for existing runoff conditions and can be found in Appendix F of this report. Refer to Appendix B for Existing Drainage Conditions. Allowable release rates for this project are based on drainage basins contributing to the existing master plan pond. Information on these basins can be found in Master Planned Drainage Report (Appendix F). An 8.89 ± acre area on the southeast portion of the ‘Future Commercial Use Basin’ is excluded from consideration of proposed drainage design; detention for runoff contributed from this portion of the existing basin is to be accounted for in the construction of a concurrent project planned to take place within that portion of the existing basin. The area of the basins that will contribute to proposed drainage totals approximately 40.45 ± acres. Allowable release rates for this project are based on 0.1 cfs/acre for a ten-year storm event and 0.3 cfs/acre for a one-hundred-year storm event, as specified by City of Carmel Stormwater Technical Standards. Table 1 contains the allowable release rates for this site. Refer to Appendix F for Existing Drainage Report. Area (acres) 40.45 Allowable Release Rate (Q10) 4.04 cfs Allowable Release Rate (Q100) 12.13 cfs Table 1. Site Allowable Release Rates PROPOSED CONDITIONS The proposed development includes the construction of a new six building multifamily housing development, interior access roads, associated utilities, and an interior access road. Runoff from the proposed site will be conveyed to a new detention pond via three separate storm sewer systems. The new detention pond will be located on the southern portion of the site and is to have two separate pond surfaces that are linked by a 72” RCP equalizer pipe that is to run beaneath a proposed local access road. The detained runoff will then exit the site through an outlet control structure located in within the footprint of the eastern most of the two pond surfaces. The discharged runoff will then be coinveyed to the existing Illinois Street storm sewer located at the intersection of 111th Street and Illinois Street. The ‘STM100’ basin – which contains an area of approximately 5.24 acres – captures the western half of the proposed multifamily development. A weighted curve number of 96 was calculated for this basin based on the impervious cover of the site and the next less infiltrating soil class. A time of concentration of 8.41 minutes was calculated based on 5-minute time to inlet and travel time based on calculated velocities and length of travel through designed pipe system. The ‘STM200’ basin – which contains an area of approximately 3.21 acres – captures the eastern half of the proposed multifamily development. A weighted curve number of 97 was calculated for the basin based on the impervious cover of the site and the next less infiltrating soil class. A time of concentration of 8.53 minutes was calculated based on 5-minute time to inlet and travel time based on calculated velocities and length of travel through designed pipe system. The ‘North Dev & 300’basin – which contains an area of approximately 28.59 acres – captures an area on the eastern side of the proposed development that contains a local access road running north from 111th Street through the site., as well as the runoff conveyed to the existing pond via storm sewer and drainage swale from the developed site to the north of the proposed development. A curve number of 96 was used based on an assumption of 90% impervious area. A time of concentration of 14.77 minutes was calculated based on a 5-minute time to inlet and travel time based on calculated velocities and length of travel through designed pipe system. The ’Direct to Pond’ basin –which contains an area of approximately 3.43 acres – captures the surface area of the detention pond on the southern portion of the proposed development; as well as, the areas surrounding the pond surfaces where runoff flows directly to the pond. A weighted curve number of 93 was calculated for this basin based on the area covered by the pond surface and the next less infiltrating soil class. A time of concentration of 5 minutes was used for this basin. Refer to Appendix C for storm sewer calculations. The proposed basins were modeled in ICPR using the unit hydrograph method and the NRCS Type II storm distribution. Table 2 contains the proposed release rates. Refer to Appendix D for the ICPR model. 10-Year 100-Year Stage Allowable Release Rate Proposed Release Rates Stage Allowable Release Rate Proposed Release Rate Pond 840.70 4.04 cfs 3.81 cfs 843.46 12.13 cfs 11.96 cfs Table 2. Release Rate Summary INTERMEDIATE CONDITIONS An additional version of the ICPR model was produced to show analyze the intermediate condition of the site. This model adds an additional basin named ‘SE Intermediate’ that models the southeast portion of the ‘Future Commercial Basin’ from the Master Planned Drainage Report. While this portion of the overall site is planned for development that will provide detention for this portion of the overall site alone, there will be some period of time in which the undeveloped condition of this lot will drain to the proposed detention pond. The purpose of this model is to ensure that during this period of time a 100-year storm event could be detained by proposed pond without overtopping the emergency spillway berm. The ‘SE Intermediate’ basin – which contains an area of approximately 8.89-acre area – captures the area east of the proposed development that currently drains to the existing Master Planned pond. A curve number of 70 was used to model the undeveloped side. A time of concentration of 22.56 minutes was calculated based on 100 feet of sheet flow and 264 feet of shallow concentrated flow. Refer to Appendix G for ICPR Model of Intermediate Condition. STORMWATER QUALITY Each of the three storm sewer systems will treat runoff utilizing diversion structure and a flow through water quality unit. Each structure has been sized using by calculating the water quality treatment rate required by each sewer. The series 100 storm sewer has a calculated water quality treatment rate of 6.09 cfs, requiring a XC-8 AquaSwirl water quality unit. The series 200 storm sewer has a calculated water quality treatment rate of 3.82 cfs, requiring a XC-6 AquaSwirl water quality unit. The series 300 storm sewer has a calculated water quality treatment rate of 1.17 cfs, requiring a XC-4 AquaSwirl water quality unit. The developed area north of site that utilizes the 300 series for through drainage provides water quality through an existing AquaSwirl unit. Please see Appendix E for water treatment rate calculations. A second water quality BMP measure will be provided detention at the proposed pond. The volume below normal pool of the new detention pond is appropriately sized to meet the water quality volume required for the site. Please see Appendix E for water quality volume calculations. SUMMARY AND CONCLUSIONS The proposed storm sewer and site improvements have been designed in accordance with The City of Carmel Stormwater Technical Standards Manual. We believe the proposed improvements will not adversely affect this site, adjacent developments, the City of Carmel, or Hamilton County. APPENDIX A MAPS Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/6/2021 Page 1 of 4442239044224404422490442254044225904422640442269044227404422440442249044225404422590442264044226904422740571260571310571360571410571460571510571560571610571660571710571760 571260 571310 571360 571410 571460 571510 571560 571610 571660 571710 571760 39° 57' 6'' N 86° 9' 57'' W39° 57' 6'' N86° 9' 34'' W39° 56' 55'' N 86° 9' 57'' W39° 56' 55'' N 86° 9' 34'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,510 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 22, Sep 9, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/6/2021 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI UbaA Urban land-Brookston complex, 0 to 2 percent slopes 0.2 0.7% UcfA Urban land-Crosby silt loam complex, fine- loamy subsoil, 0 to 2 percent slopes 0.3 1.1% W Water 2.1 9.1% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 9.9 42.4% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 10.9 46.6% Totals for Area of Interest 23.3 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/6/2021 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/6/2021 Page 4 of 4 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 10/22/2021 at 10:41 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°10'9"W 39°57'13"N 86°9'31"W 39°56'46"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 APPENDIX B EXISTING CONDITIONS ILLINOIS STREETILLIN O I S S T R E E TW 111th StreetSpring Mill Rd ILLIN O I S S T R E E T 2.4KPLOT DATE (24"x36"): 11/16/2021 9:19 PMDRAWING FILE: P:\2021\00998\E. Reports_Specs\Civil\Drainage\Current Drainage Report\Appendix\B-Existing Condition\2021.00998.CE.ExistingDrainageAreaMap.dwgEXISTING DRAINAGE AREA MAPTHE BRIDGES MULTI-FAMILYNovember 16, 20212021.009980'80'NSCALE:1"=80'CARMEL, IN APPENDIX C PROPOSED CONDITIONS-STORM SEWER I L L INO IS S TR E E T ILLINOIS STREETSpring Mill RdILLINOIS STREETPLOT DATE (36"x24"): 11/17/2021 6:50 AM DRAWING FILE: P:\2021\00998\E. Reports_Specs\Civil\Drainage\Current Drainage Report\Appendix\C-Proposed Conditions - Storm Sewer\2021.00998.CE.StormSewerBasinMap.dwg Storm Sewer Basin Map The Bridges Multi-Family Carmel, INNovember 17, 2021 2021.00998 0'40' NSCALE:1"=40' Description:The Bridges Multi-Family Reviewing Entity:City of Carmel Job #:2021.00998 Date:10/06/21 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 4.63 5.43 6.12 7.17 8.09 9.12 10 0.167 3.95 4.63 5.22 6.12 6.90 7.78 30 0.5 2.46 2.88 3.25 3.81 4.29 4.84 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 0.83 0.95 1.11 1.37 1.60 1.87 180 3 0.59 0.72 0.84 1.04 1.22 1.42 360 6 0.35 0.43 0.50 0.62 0.72 0.85 720 12 0.20 0.24 0.29 0.35 0.41 0.48 1440 24 0.11 0.14 0.16 0.20 0.23 0.27 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 0.39 0.45 0.51 0.60 0.67 0.76 10 0.167 0.66 0.77 0.87 1.02 1.15 1.30 30 0.5 1.23 1.44 1.63 1.91 2.15 2.42 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 1.66 1.90 2.22 2.74 3.20 3.74 180 3 1.77 2.16 2.52 3.12 3.66 4.26 360 6 2.10 2.58 3.00 3.72 4.32 5.10 720 12 2.40 2.88 3.48 4.20 4.92 5.76 1440 24 2.64 3.36 3.84 4.80 5.52 6.48 RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Rainfall Intensity (in/hr) City of Carmel Data Job Information The Bridges Multifamily City of Carmel 2021.00998 - Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.30 85 Pavement 0.85 98 Water 1.00 100 Roof Area Pervious Area Pavement Area Water Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres) (acres) (acres) (acres) (acres) C CN Pond 1 101 - - 0.29 -0.29 0.85 98 Pond 2 102 - - 0.13 -0.13 0.85 98 Pond 3 103 - - 0.16 -0.16 0.85 98 Pond 4 104 - - 0.24 -0.24 0.85 98 Pond 5 105 - - 0.26 -0.26 0.85 98 Pond 6 106 - - 0.00 -- - - Pond 7 107 - - 0.25 -0.25 0.85 98 Pond 8 108 - - 0.13 -0.13 0.85 98 Pond 9 109 - - 0.16 -0.16 0.85 98 Pond 10 110 - - 0.00 -- - - Pond 11 111 - - 0.23 -0.23 0.85 98 Pond 12 112 - - 0.15 -0.15 0.85 98 Pond 13 113 - - 0.06 -0.06 0.85 98 Pond 14 114 - - 0.13 -0.13 0.85 98 Pond 15 115 - - 0.14 -0.14 0.85 98 Pond 16 116 - - 0.00 -- - - Pond 17 117 - - 0.16 -0.16 0.85 98 Pond 18 118 - - 0.15 -0.15 0.85 98 Pond 19 119 - - 0.02 -0.02 0.85 98 Pond 20 120 - - 0.14 -0.14 0.85 98 Pond 21 121 - - 0.17 -0.17 0.85 98 Pond 22 122 - - 0.00 -- - - Pond 23 123 - - 0.15 -0.15 0.85 98 Pond 24 124 - - 0.16 -0.16 0.85 98 Pond 25 125 - - 0.13 -0.13 0.85 98 Pond 26 126 - - 0.17 -0.17 0.85 98 Pond 27 127 - - 0.00 -- - - Pond 28 128 - 0.11 0.00 -0.11 0.30 85 Pond 29 129 - 0.09 0.02 -0.11 0.40 87 Pond 30 130 - 0.05 0.05 -0.10 0.58 92 Pond 31 131 - 0.13 0.12 -0.25 0.56 91 Pond 32 132 - 0.08 0.10 -0.18 0.61 92 Pond 33 133 - 0.05 0.05 -0.10 0.58 92 Pond 34 134 - 0.06 0.07 -0.13 0.60 92 Pond 35 135 - 0.07 0.08 -0.15 0.59 92 Pond 36 136 - 0.07 0.05 -0.12 0.53 90 Pond 37 137 - 0.05 0.01 -0.06 0.39 87 Pond 38 138 - 0.01 0.01 -0.02 0.58 92 Pond 39 139 - - 0.33 -0.33 0.85 98 Pond 40 140 - - 0.00 -- - - Pond 41 141 - - 0.00 -- - - Pond 42 142 - - 0.00 -- - - Pond 43 201 - - 0.24 -0.24 0.85 98 Pond 44 202 - - 0.14 -0.14 0.85 98 Pond 45 203 - - 0.14 -0.14 0.85 98 Pond 46 204A - - 0.10 -0.10 0.85 98 Pond 46 204 - - 0.00 -- - - Pond 47 205 - - 0.18 -0.18 0.85 98 Pond 48 206 - - 0.00 -- - - Pond 49 207 - - 0.13 -0.13 0.85 98 Pond 50 208 - - 0.13 -0.13 0.85 98 Pond 51 209 - - 0.14 -0.14 0.85 98 Pond 52 210 - - 0.13 -0.13 0.85 98 Pond 53 211 - - 0.08 -0.08 0.85 98 Pond 54 212 - - 0.10 -0.10 0.85 98 Pond 55 213 - - 0.13 -0.13 0.85 98 Pond 56 214 - - 0.18 -0.18 0.85 98 Pond 57 215 - - 0.00 -- - - Pond 58 216 - - 0.15 -0.15 0.85 98 Pond 59 217 - - 0.16 -0.16 0.85 98 Pond 60 218 - - 0.02 -0.02 0.85 98 Pond 61 219 - - 0.14 -0.14 0.85 98 Pond 62 220 - - 0.17 -0.17 0.85 98 Pond 63 221 - - 0.00 -- - - Pond 64 222 - - 0.08 -0.08 0.85 98 Pond 65 223 - - 0.00 -- - - Pond 66 224 - - 0.37 -0.37 0.85 98 Pond 67 225 - - 0.30 -0.30 0.85 98 Pond 68 226 - - 0.00 -- - - Pond 69 301 - - 0.00 -- - - Pond 70 302 - 0.05 0.06 -0.11 0.60 92 Pond 71 303 - 0.03 0.06 -0.09 0.67 94 Pond 72 304 - 0.01 0.03 -0.04 0.71 95 Pond 73 305 - - 0.04 -0.04 0.85 98 Pond 74 306 - - 0.03 -0.03 0.85 98 Pond 75 307 - 4.40 0.00 -4.40 0.30 85 Pond 76 308 - - 0.02 -0.02 0.85 98 Pond 77 309 - - 0.00 -- - - Pond 78 310 - 0.10 0.09 -0.19 0.56 91 Pond 79 311 - - 0.06 -0.06 0.85 98 Pond 80 312 - - 0.00 -- - - Pond 81 313 - 0.05 0.09 -0.14 0.65 93 Pond 82 314 - - 0.05 -0.05 0.85 98 Pond 83 315 - - 0.00 -- - - Pond 84 316 - 0.04 0.08 -0.12 0.67 94 Pond 85 317 - - 0.05 -0.05 0.85 98 Pond 86 318 - - 0.00 -- - - Pond 88 401 - 4.43 0.00 -4.43 0.30 85 Runoff Coefficient and Runoff Curve Number Calculation Job Information Basin Structure Description: Entity: Job #: Date: Description:The Bridges MultifamilyReviewing Entity:Job #:Date:10-yrEntity DataInvert Drop0.1INLET CASTING TO INLET CASTING INLETc AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET Q CUM. QU.S. D.S. U.S. D.S. U.S. D.S(ft)(acres)(acres)(min)(min)(CFS)(CFS)(inches)(%)(cfs)(%)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft)(ft)(ft)101 10236.6 RCP0.85 0.29- -0.25 0.25 0.255.005.00 6.12 6.12 1.50 1.5012 0.360.013 2.14 70% 2.72 0.62 2.95 0.22844.34844.85 839.73 839.60 3.44 4.08102 10367.0 RCP0.85 0.13- -0.11 0.11 0.365.005.22 6.12 6.08 0.69 2.1815 0.360.013 3.88 56% 3.16 0.67 3.25 0.35844.85844.85 839.50 839.26 3.91 4.15103 10631.3 RCP0.85 0.16- -0.14 0.14 0.495.005.58 6.12 6.02 0.83 2.9715 0.350.013 3.82 78% 3.11 0.83 3.44 0.17844.85845.19 839.16 839.05 4.25 4.70104 10563.2 RCP0.85 0.24- -0.20 0.20 0.205.005.00 6.12 6.12 1.25 1.2512 0.410.013 2.28 55% 2.90 0.53 2.97 0.36845.18844.84 841.60 841.34 2.41 2.33105 10645.0 RCP0.85 0.26- -0.22 0.22 0.435.005.36 6.12 6.05 1.35 2.5715 0.400.013 4.09 63% 3.33 0.72 3.52 0.23844.84845.19 841.24 841.04 2.16 2.71106 10756.1 RCP- -- -- - 0.925.005.75 6.12 5.99 - 5.5018 0.340.013 6.13 90% 3.47 1.11 3.92 0.27845.19844.79 838.95 838.76 4.53 4.32107 11050.7 RCP0.85 0.25- -0.21 0.21 1.135.006.01 6.12 5.94 1.30 6.7221 0.360.013 9.51 71% 3.95 1.09 4.28 0.21844.79844.93 838.66 838.48 4.15 4.47108 10925.0 RCP0.85 0.13- -0.11 0.11 0.115.005.00 6.12 6.12 0.68 0.6812 0.400.013 2.25 30% 2.87 0.38 2.51 0.15844.23844.23 840.73 840.63 2.33 2.43109 11051.6 RCP0.85 0.16- -0.14 0.14 0.255.005.15 6.12 6.09 0.83 1.5012 0.410.013 2.28 66% 2.90 0.59 3.10 0.30844.23844.93 840.53 840.32 2.53 3.44110 11140.0 RCP- -- -- - 1.385.006.23 6.12 5.90 - 8.1321 0.350.013 9.37 87% 3.90 1.26 4.39 0.17844.93844.64 838.38 838.24 4.57 4.42111 11358.8 RCP0.85 0.23- -0.20 0.20 1.575.006.40 6.12 5.87 1.20 9.2324 0.360.013 13.57 68% 4.32 1.21 4.65 0.23844.64844.94 838.14 837.93 4.25 4.76112 11339.2 RCP0.85 0.15- -0.13 0.13 0.135.005.00 6.12 6.12 0.78 0.7812 0.410.013 2.28 34% 2.90 0.40 2.63 0.22844.96844.94 841.40 841.24 2.39 2.53113 11641.0 RCP0.85 0.06- -0.05 0.05 1.755.006.63 6.12 5.83 0.31 10.2124 0.320.013 12.80 80% 4.07 1.35 4.52 0.17844.94845.24 837.83 837.70 4.86 5.29114 11565.9 RCP0.85 0.13- -0.11 0.11 0.115.005.00 6.12 6.12 0.69 0.6912 0.410.013 2.28 30% 2.90 0.38 2.54 0.38844.85844.85 841.35 841.08 2.33 2.60115 11630.9 RCP0.85 0.14- -0.12 0.12 0.235.005.38 6.12 6.05 0.73 1.4012 0.420.013 2.31 61% 2.94 0.56 3.08 0.17844.85845.24 840.98 840.85 2.70 3.22116 11997.5 RCP- -- -- - 1.985.006.79 6.12 5.80 - 11.5024 0.310.013 12.60 91% 4.01 1.50 4.54 0.41845.24845.61 837.60 837.30 5.39 6.06117 11861.0 RCP0.85 0.16- -0.14 0.14 0.145.005.00 6.12 6.12 0.83 0.8312 0.410.013 2.28 36% 2.90 0.42 2.68 0.35844.53844.53 841.00 840.75 2.36 2.61118 11969.5 RCP0.85 0.15- -0.13 0.13 0.265.005.35 6.12 6.06 0.78 1.6012 0.400.013 2.25 71% 2.87 0.62 3.11 0.40844.53845.61 840.65 840.37 2.71 4.07119 12238.7 RCP0.85 0.02- -0.02 0.02 2.265.007.20 6.12 5.72 0.10 12.9630 0.310.013 22.84 57% 4.65 1.35 4.80 0.14845.61845.20 837.20 837.08 5.62 5.33120 12167.0 RCP0.85 0.14- -0.12 0.12 0.125.005.00 6.12 6.12 0.73 0.7312 0.400.013 2.25 32% 2.87 0.39 2.56 0.39844.85844.85 841.35 841.08 2.33 2.60121 12242.3 RCP0.85 0.17- -0.14 0.14 0.265.005.39 6.12 6.05 0.88 1.5912 0.400.013 2.25 71% 2.87 0.62 3.11 0.25844.85845.20 840.98 840.81 2.70 3.22122 12555.5 RCP- -- -- - 2.535.007.34 6.12 5.70 - 14.4030 0.310.013 22.84 63% 4.65 1.44 4.92 0.20845.20844.94 836.98 836.81 5.43 5.34123 12454.0 RCP0.85 0.15- -0.13 0.13 0.135.005.00 6.12 6.12 0.78 0.7812 0.410.013 2.28 34% 2.90 0.40 2.63 0.31844.95844.95 841.45 841.23 2.33 2.55124 12556.0 RCP0.85 0.16- -0.14 0.14 0.265.005.31 6.12 6.06 0.83 1.6012 0.410.013 2.28 70% 2.90 0.62 3.14 0.32844.95844.94 841.13 840.90 2.65 2.87125 12659.5 RCP0.85 0.13- -0.11 0.11 2.905.007.54 6.12 5.66 0.68 16.4330 0.300.013 22.47 73% 4.58 1.59 5.00 0.22844.94844.99 836.71 836.53 5.44 5.67126 12753.4 RCP0.85 0.17- -0.14 0.14 3.055.007.75 6.12 5.62 0.88 17.1330 0.470.013 28.12 61% 5.73 1.41 6.01 0.16844.99845.85 836.43 836.18 5.77 6.88127 13934.8 RCP- -- -- - 3.055.007.91 6.12 5.60 - 17.0430 0.580.013 31.24 55% 6.36 1.32 6.50 0.09845.85845.35 836.08 835.88 6.98 6.68128 12946.1 RCP0.30 0.11- -0.03 0.03 0.035.005.00 6.12 6.12 0.20 0.2012 0.390.013 2.22 9% 2.83 0.20 1.76 0.27845.68845.74 842.35 842.17 2.16 2.40129 13044.2 RCP0.40 0.11- -0.04 0.04 0.085.005.27 6.12 6.07 0.27 0.4712 0.410.013 2.28 20% 2.90 0.31 2.28 0.25845.74845.74 842.07 841.89 2.50 2.68130 13165.6 RCP0.58 0.10- -0.06 0.06 0.135.005.52 6.12 6.03 0.35 0.8112 0.410.013 2.28 36% 2.90 0.41 2.66 0.38845.74845.92 841.79 841.52 2.78 3.23131 132166.2 RCP0.56 0.25- -0.14 0.14 0.285.005.90 6.12 5.96 0.86 1.6412 0.400.013 2.25 73% 2.87 0.63 3.13 0.97845.92846.31 841.42 840.75 3.33 4.39132 13348.6 RCP0.61 0.18- -0.11 0.11 0.385.006.87 6.12 5.78 0.67 2.2215 0.410.013 4.14 54% 3.37 0.65 3.43 0.24846.31845.94 840.65 840.45 4.22 4.05133 13479.7 RCP0.58 0.10- -0.06 0.06 0.445.007.11 6.12 5.74 0.35 2.5415 0.400.013 4.09 62% 3.33 0.71 3.51 0.40845.94845.91 840.35 840.03 4.15 4.44134 13573.2 RCP0.60 0.13- -0.08 0.08 0.525.007.51 6.12 5.67 0.47 2.9415 0.410.013 4.14 71% 3.37 0.78 3.66 0.36845.91845.86 839.93 839.63 4.54 4.79135 13693.1 RCP0.59 0.15- -0.09 0.09 0.615.007.87 6.12 5.60 0.54 3.4115 0.410.013 4.14 82% 3.37 0.86 3.76 0.46845.86845.20 839.53 839.15 4.89 4.61136 13731.6 RCP0.53 0.12- -0.06 0.06 0.675.008.33 6.12 5.52 0.39 3.7115 0.410.013 4.14 90% 3.37 0.92 3.81 0.16845.20846.37 839.05 838.92 4.71 6.01137 13863.3 RCP0.39 0.06- -0.02 0.02 0.705.008.48 6.12 5.49 0.14 3.8218 0.410.013 6.73 57% 3.81 0.81 3.93 0.28846.37845.23 838.82 838.56 5.84 4.96138 13993.7 RCP0.58 0.02- -0.01 0.01 0.715.008.76 6.12 5.44 0.07 3.8518 0.300.013 5.75 67% 3.26 0.90 3.49 0.48845.23845.35 838.46 838.18 5.06 5.46139 14012.0 RCP0.85 0.33- -0.28 0.28 4.035.009.24 6.12 5.36 1.72 21.6036 0.330.013 38.32 56% 5.42 1.61 5.58 0.04845.35844.91 835.78 835.74 6.24 5.84140 Pond43.6 RCP- -- -- - 4.035.009.28 6.12 5.35 - 21.5836 0.300.013 36.53 59% 5.17 1.66 5.38 0.14844.91- 835.64 835.50 5.94 -201 20236.6 RCP0.85 0.24- -0.20 0.20 0.205.005.00 6.12 6.12 1.25 1.2512 0.380.013 2.20 57% 2.80 0.54 2.89 0.22844.14844.85 839.97 839.83 3.00 3.85202 20367.0 RCP0.85 0.14- -0.12 0.12 0.325.005.22 6.12 6.08 0.73 1.9612 0.400.013 2.25 87% 2.87 0.72 3.23 0.39844.85844.85 839.73 839.56 3.95 4.12203 20430.4 RCP0.85 0.14- -0.12 0.12 0.445.005.61 6.12 6.01 0.73 2.6615 0.390.013 4.03 66% 3.29 0.74 3.51 0.15844.85845.14 839.46 839.24 3.95 4.46204A 20441.5 RCP0.85 0.10- -0.09 0.09 0.095.005.00 6.12 6.12 0.52 0.5212 0.410.013 2.28 23% 2.90 0.32 2.35 0.24845.85845.14 841.18 840.92 3.50 3.05204 20558.3 RCP- -- -- - 0.535.005.76 6.12 5.98 - 3.1515 0.340.013 3.77 84% 3.07 0.87 3.44 0.32845.14844.57 839.14 838.94 4.56 4.19205 20640.5 RCP0.85 0.18- -0.15 0.15 0.685.006.08 6.12 5.93 0.94 4.0318 0.350.013 6.21 65% 3.52 0.88 3.74 0.19844.57844.98 838.84 838.70 4.02 4.57206 21140.1 RCP- -- -- - 0.685.006.27 6.12 5.89 - 4.0118 0.350.013 6.21 64% 3.52 0.88 3.74 0.19844.98845.00 838.60 838.46 4.67 4.83207 20824.9 RCP0.85 0.13- -0.11 0.11 0.115.005.00 6.12 6.12 0.68 0.6812 0.400.013 2.25 30% 2.87 0.38 2.51 0.14844.24844.24 840.49 840.39 2.58 2.68208 21079.0 RCP0.85 0.13- -0.11 0.11 0.225.005.14 6.12 6.09 0.68 1.3512 0.400.013 2.25 60% 2.87 0.56 3.00 0.46844.24844.25 840.29 839.97 2.78 3.11209 21024.9 RCP0.85 0.14- -0.12 0.12 0.125.005.00 6.12 6.12 0.73 0.7312 0.400.013 2.25 32% 2.87 0.39 2.56 0.14844.25844.25 840.07 839.97 3.01 3.11210 21149.3 RCP0.85 0.13- -0.11 0.11 0.455.005.60 6.12 6.01 0.68 2.7115 0.410.013 4.14 65% 3.37 0.74 3.59 0.24844.25845.00 839.87 839.67 2.94 3.89211 21254.7 RCP0.85 0.08- -0.07 0.07 1.205.006.46 6.12 5.86 0.42 7.0224 0.350.013 13.38 52% 4.26 1.03 4.31 0.21845.00844.69 838.36 838.17 4.39 4.27212 21552.7 RCP0.85 0.10- -0.09 0.09 1.285.006.67 6.12 5.82 0.52 7.4724 0.300.013 12.39 60% 3.94 1.12 4.13 0.22844.69845.18 838.07 837.91 4.37 5.02213 21465.1 RCP0.85 0.13- -0.11 0.11 0.115.005.00 6.12 6.12 0.68 0.6812 0.400.013 2.25 30% 2.87 0.38 2.51 0.38844.85844.85 841.10 840.84 2.58 2.84214 21531.6 RCP0.85 0.18- -0.15 0.15 0.265.005.38 6.12 6.05 0.94 1.5912 0.410.013 2.28 70% 2.90 0.62 3.14 0.18844.85845.18 840.74 840.61 2.94 3.40215 21897.6 RCP- -- -- - 1.555.006.90 6.12 5.78 - 8.9424 0.310.013 12.60 71% 4.01 1.24 4.35 0.41845.18845.33 837.81 837.51 5.12 5.57216 21761.0 RCP0.85 0.15- -0.13 0.13 0.135.005.00 6.12 6.12 0.78 0.7812 0.390.013 2.22 35% 2.83 0.41 2.58 0.36844.53844.53 840.76 840.52 2.60 2.84217 21869.5 RCP0.85 0.16- -0.14 0.14 0.265.005.36 6.12 6.06 0.83 1.6012 0.400.013 2.25 71% 2.87 0.62 3.11 0.40844.53845.33 840.42 840.14 2.94 4.02218 22136.6 RCP0.85 0.02- -0.02 0.02 1.835.007.30 6.12 5.71 0.10 10.4324 0.300.013 12.39 84% 3.94 1.41 4.42 0.15845.33845.15 837.41 837.30 5.67 5.60219 22067.0 RCP0.85 0.14- -0.12 0.12 0.125.005.00 6.12 6.12 0.73 0.7312 0.400.013 2.25 32% 2.87 0.39 2.56 0.39844.85844.85 841.10 840.83 2.58 2.85220 22129.7 RCP0.85 0.17- -0.14 0.14 0.265.005.39 6.12 6.05 0.88 1.5912 0.400.013 2.25 71% 2.87 0.62 3.11 0.17844.85845.15 840.73 840.61 2.95 3.37221 22275.1 RCP- -- -- - 2.095.007.46 6.12 5.68 - 11.8724 0.350.013 13.38 89% 4.26 1.47 4.81 0.29845.15844.64 837.20 836.94 5.70 5.45222 22337.4 RCP0.85 0.08- -0.07 0.07 2.165.007.75 6.12 5.62 0.42 12.1430 0.350.013 24.40 50% 4.97 1.25 4.97 0.13844.64844.30 836.84 836.71 5.01 4.8022322466.5RCP- -- -- - 2.165.007.88 6.12 5.60 - 12.1030 0.350.013 24.27 50% 4.94 1.25 4.94 0.22844.30844.32 836.61 836.38 4.90 5.15224225114.8RCP0.85 0.37- -0.31 0.31 2.475.008.10 6.12 5.56 1.92 13.7630 0.350.013 24.27 57% 4.94 1.35 5.10 0.39844.32845.08 836.28 835.88 5.25 6.4122522612.0RCP0.85 0.30- -0.26 0.26 2.735.008.49 6.12 5.49 1.56 14.9930 0.330.013 23.56 64% 4.80 1.45 5.09 0.04845.08846.03 835.78 835.74 6.51 7.50226Pond44.3RCP- -- -- - 2.735.008.53 6.12 5.48 - 14.9730 0.320.013 23.20 64% 4.73 1.46 5.02 0.16846.03- 835.64 835.50 7.60 -301309168.9RCP- -0.85 27.6323.48 - 23.4813.3413.34 4.89 4.89 - 114.8660 0.250.013 130.22 88% 6.63 3.65 7.49 0.42846.31844.07 837.58 837.16 3.23 1.4130230325.0RCP0.60 0.11- -0.07 0.07 0.075.005.00 6.12 6.12 0.40 0.4012 0.400.013 2.25 18% 2.87 0.29 2.17 0.15843.94843.82 840.19 840.09 2.58 2.5630330463.3RCP0.67 0.09- -0.06 0.06 0.135.005.15 6.12 6.09 0.37 0.7712 0.400.013 2.25 34% 2.87 0.40 2.60 0.37843.82843.94 839.99 839.74 2.66 3.0330430912.0RCP0.71 0.04- -0.03 0.03 0.155.005.51 6.12 6.03 0.17 0.9312 0.500.013 2.52 37% 3.21 0.42 2.97 0.06843.94844.07 839.64 839.58 3.13 3.3230530625.0RCP0.85 0.04- -0.03 0.03 0.035.005.00 6.12 6.12 0.21 0.2112 0.400.013 2.25 9% 2.87 0.21 1.79 0.15843.82844.12 840.19 840.09 2.46 2.8630630863.3RCP0.85 0.03- -0.03 0.03 0.065.005.15 6.12 6.09 0.16 0.3612 0.400.013 2.25 16% 2.87 0.27 2.11 0.37844.12843.78 839.99 839.74 2.96 2.8730730817.4RCP0.30 4.40- -1.32 1.32 1.325.005.00 6.12 6.12 8.08 8.0818 0.980.013 10.40 78% 5.88 0.99 6.50 0.05843.78843.78 837.75 837.58 4.32 4.4930830912.0RCP0.85 0.02- -0.02 0.02 1.405.005.51 6.12 6.03 0.10 8.4218 0.670.013 8.60 98% 4.87 1.20 5.55 0.04843.78844.07 837.48 837.40 4.59 4.96309312262.0RCP- -- -- - 25.035.0013.76 6.12 4.85 - 121.4060 0.290.013 140.25 87% 7.14 3.59 8.04 0.61844.07843.85 837.06 836.30 1.51 2.0531031212.0RCP0.56 0.19- -0.11 0.11 0.115.005.00 6.12 6.12 0.65 0.6512 0.500.013 2.52 26% 3.21 0.35 2.69 0.06843.55843.85 840.20 840.15 2.18 2.5331131212.0RCP0.85 0.06- -0.05 0.05 0.055.005.00 6.12 6.12 0.31 0.3112 0.500.013 2.52 12% 3.21 0.24 2.18 0.06843.55843.85 840.20 840.15 2.18 2.5331231547.6RCP- -- -- - 25.195.0014.38 6.12 4.79 - 120.6566 0.250.013 167.90 72% 7.07 3.45 7.69 0.11843.85843.85 836.20 836.08 1.61 1.7331331512.0RCP0.65 0.14- -0.09 0.09 0.095.005.00 6.12 6.12 0.56 0.5612 0.500.013 2.52 22% 3.21 0.32 2.58 0.06844.69843.85 836.40 836.34 7.12 6.3431431512.0RCP0.85 0.05- -0.04 0.04 0.045.005.00 6.12 6.12 0.26 0.2612 0.500.013 2.52 10% 3.21 0.22 2.07 0.06844.39843.85 836.40 836.34 6.82 6.3431531885.0RCP- -- -- - 25.335.0014.49 6.12 4.78 - 121.0166 0.250.013 167.90 72% 7.07 3.46 7.69 0.20843.85844.44 835.98 835.77 1.83 2.6331631724.1RCP0.67 0.12- -0.08 0.08 0.085.005.00 6.12 6.12 0.49 0.4912 0.410.013 2.28 21% 2.90 0.31 2.31 0.14844.69844.39 841.00 840.90 2.52 2.3231731828.0RCP0.85 0.05- -0.04 0.04 0.125.005.14 6.12 6.10 0.26 0.7512 0.390.013 2.22 34% 2.83 0.40 2.55 0.16844.39844.44 840.80 840.69 2.42 2.58318Pond68.5RCP- -- -- - 25.455.0014.69 6.12 4.76 - 121.0966 0.250.013 167.90 72% 7.07 3.46 7.69 0.16844.44- 835.67 835.50 2.73 -401Pond53.5RCP0.30 4.43- -1.33 1.33 1.3322.5622.56 3.98 3.98 5.29 5.2915 0.930.013 6.23 85% 5.08 0.89 5.70 0.18841.00- 835.60 835.50 3.96 -DIRECT TO INLETFLOW DEPTHFLOW VELOCITYCAPACITY UTILIZATIONMANNING'S NENTITY DATAiPIPE DIAMETERPIPE SLOPE FULL PIPE CAPACITYPROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHODJob InformationCity of Carmel2021.0099810/06/21(in/hr)Design Storm:TO STR.DIRECT TO CASTINGPIPE MATERIALDesign ParametersIntensity Calculation Method:cAInvert Calculation Method:FLOWSTR.LENGTHDrop Amount:ELEV.ELEV.FULL FLOW VELOCITYCOVERINVERTRIMTRAVEL TIME Description:The Bridges Multifamily Reviewing Entity:City of Carmel Job #:2021.00998 Date:11/17/2021 STR. STRUCTURE CASTING GRADE CONNECT TO REMARKS NO.TYPE TYPE L.F.SIZE TYPE T.O.R.UPSTM DNSTM (%)STRUCT. 101 TYPE ''A'' INLET R-3010 37 12 RCP 844.34 839.73 839.60 0.36 102 102 TYPE ''C'' MANHOLE R-3472 67 15 RCP 844.85 839.50 839.26 0.36 103 103 TYPE ''C'' MANHOLE R-3472 31 15 RCP 844.85 839.16 839.05 0.35 106 104 TYPE ''A'' INLET R-3010 63 12 RCP 845.18 841.60 841.34 0.41 105 105 TYPE ''C'' MANHOLE R-3010 45 15 RCP 844.84 841.24 841.04 0.40 106 106 TYPE ''C'' MANHOLE R-1772 56 18 RCP 845.19 838.95 838.76 0.34 107 107 TYPE ''C'' MANHOLE R-3010 51 21 RCP 844.79 838.66 838.48 0.36 110 108 TYPE ''J'' INLET R-3287-SB10 25 12 RCP 844.23 840.73 840.63 0.40 109 109 TYPE ''M'' INLET R-3287-SB10 52 12 RCP 844.23 840.53 840.32 0.41 110 110 TYPE ''C'' MANHOLE R-1772 40 21 RCP 844.93 838.38 838.24 0.35 111 111 TYPE ''C'' MANHOLE R-3010 59 24 RCP 844.64 838.14 837.93 0.36 113 112 TYPE ''A'' INLET R-3010 39 12 RCP 844.96 841.40 841.24 0.41 113 113 TYPE ''C'' MANHOLE R-3010 41 24 RCP 844.94 837.83 837.70 0.32 116 114 TYPE ''A'' INLET R-3472 66 12 RCP 844.85 841.35 841.08 0.41 115 115 TYPE ''A'' INLET R-3472 31 12 RCP 844.85 840.98 840.85 0.42 116 116 TYPE ''C'' MANHOLE R-1772 98 24 RCP 845.24 837.60 837.30 0.31 119 117 TYPE ''A'' INLET R-3010 61 12 RCP 844.53 841.00 840.75 0.41 118 118 TYPE ''A'' INLET R-3010 69 12 RCP 844.53 840.65 840.37 0.40 119 119 TYPE ''J'' MANHOLE R-3010 39 30 RCP 845.61 837.20 837.08 0.31 122 120 TYPE ''A'' INLET R-3472 67 12 RCP 844.85 841.35 841.08 0.40 121 121 TYPE ''A'' INLET R-3472 42 12 RCP 844.85 840.98 840.81 0.40 122 122 TYPE ''J'' MANHOLE R-1772 55 30 RCP 845.20 836.98 836.81 0.31 125 123 TYPE ''A'' INLET R-3010 54 12 RCP 844.95 841.45 841.23 0.41 124 124 TYPE ''A'' INLET R-3010 56 12 RCP 844.95 841.13 840.90 0.41 125 125 TYPE ''J'' MANHOLE R-3472 60 30 RCP 844.94 836.71 836.53 0.30 126 126 TYPE ''J'' MANHOLE R-3010 53 30 RCP 844.99 836.43 836.18 0.47 127 127 TYPE ''J'' MANHOLE R-1772 35 30 RCP 845.85 836.08 835.88 0.58 139 128 TYPE ''A'' INLET R-4342 46 12 RCP 845.68 842.35 842.17 0.39 129 129 TYPE ''A'' INLET R-4342 44 12 RCP 845.74 842.07 841.89 0.41 130 130 TYPE ''A'' INLET R-4342 66 12 RCP 845.74 841.79 841.52 0.41 131 131 TYPE ''A'' INLET R-4342 166 12 RCP 845.92 841.42 840.75 0.40 132 132 TYPE ''C'' MANHOLE R-4342 49 15 RCP 846.31 840.65 840.45 0.41 133 133 TYPE ''C'' MANHOLE R-4342 80 15 RCP 845.94 840.35 840.03 0.40 134 134 TYPE ''C'' MANHOLE R-4342 73 15 RCP 845.91 839.93 839.63 0.41 135 135 TYPE ''C'' MANHOLE R-4342 93 15 RCP 845.86 839.53 839.15 0.41 136 136 TYPE ''C'' MANHOLE R-4342 32 15 RCP 845.20 839.05 838.92 0.41 137 137 TYPE ''C'' MANHOLE R-4342 63 18 RCP 846.37 838.82 838.56 0.41 138 138 TYPE ''C'' MANHOLE R-4342 94 18 RCP 845.23 838.46 838.18 0.30 139 139 TYPE ''K'' MANHOLE R-3472 12 36 RCP 845.35 835.78 835.74 0.33 140 140 TYPE ''J'' MANHOLE R-1772 44 36 RCP 844.91 835.64 835.50 0.30 Pond 201 TYPE ''A'' INLET R-3010 37 12 RCP 844.14 839.97 839.83 0.38 202 202 TYPE ''C'' MANHOLE R-3472 67 12 RCP 844.85 839.73 839.56 0.40 203 203 TYPE ''C'' MANHOLE R-3472 30 15 RCP 844.85 839.46 839.24 0.39 204 204A TYPE ''A'' INLET R-3010 42 12 RCP 845.85 841.18 840.92 0.41 204 204 TYPE ''C'' MANHOLE R-1772 58 15 RCP 845.14 839.14 838.94 0.34 205 205 TYPE ''C'' MANHOLE R-3010 41 18 RCP 844.57 838.84 838.70 0.35 206 206 TYPE ''C'' MANHOLE R-1772 40 18 RCP 844.98 838.60 838.46 0.35 211 FLAT TOP REQUIRED 207 TYPE ''J'' INLET R-3287-SB10 25 12 RCP 844.24 840.49 840.39 0.40 208 208 TYPE ''M'' INLET R-3287-SB10 79 12 RCP 844.24 840.29 839.97 0.40 210 209 TYPE ''J'' INLET R-3287-SB10 25 12 RCP 844.25 840.07 839.97 0.40 210 210 TYPE ''C'' MANHOLE R-3287-SB10 49 15 RCP 844.25 839.87 839.67 0.41 211 FLAT TOP REQUIRED 211 TYPE ''C'' MANHOLE R-3287-10V 55 24 RCP 845.00 838.36 838.17 0.35 212 FLAT TOP REQUIRED 212 TYPE ''C'' MANHOLE R-3010 53 24 RCP 844.69 838.07 837.91 0.30 215 213 TYPE ''A'' INLET R-3472 65 12 RCP 844.85 841.10 840.84 0.40 214 214 TYPE ''A'' INLET R-3472 32 12 RCP 844.85 840.74 840.61 0.41 215 215 TYPE ''C'' MANHOLE R-1772 98 24 RCP 845.18 837.81 837.51 0.31 218 216 TYPE ''A'' INLET R-3010 61 12 RCP 844.53 840.76 840.52 0.39 217 217 TYPE ''A'' INLET R-3010 69 12 RCP 844.53 840.42 840.14 0.40 218 218 TYPE ''C'' MANHOLE R-3010 37 24 RCP 845.33 837.41 837.30 0.30 221 219 TYPE ''A'' INLET R-3472 67 12 RCP 844.85 841.10 840.83 0.40 220 220 TYPE ''A'' INLET R-3472 30 12 RCP 844.85 840.73 840.61 0.40 221 221 TYPE ''C'' MANHOLE R-1772 75 24 RCP 845.15 837.20 836.94 0.35 222 222 TYPE ''J'' MANHOLE R-3010 37 30 RCP 844.64 836.84 836.71 0.35 223 223 TYPE ''J'' MANHOLE R-1772 67 30 RCP 844.30 836.61 836.38 0.35 224 224 TYPE ''J'' MANHOLE R-3472 115 30 RCP 844.32 836.28 835.88 0.35 225 225 TYPE ''J'' MANHOLE R-3472 12 30 RCP 845.08 835.78 835.74 0.33 226 226 TYPE ''J'' MANHOLE R-1772 44 30 RCP 846.03 835.64 835.50 0.32 Pond 301 TYPE ''M'' MANHOLE R-1772 169 60 RCP 846.31 837.58 837.16 0.25 309 302 TYPE ''J'' INLET R-3287-10V 25 12 RCP 843.94 840.19 840.09 0.40 303 303 TYPE ''M'' INLET R-3287-SB10 63 12 RCP 843.82 839.99 839.74 0.40 304 304 TYPE ''M'' INLET R-3287-10V 12 12 RCP 843.94 839.64 839.58 0.50 309 305 TYPE ''J'' INLET R-3287-10V 25 12 RCP 843.82 840.19 840.09 0.40 306 306 TYPE ''M'' INLET R-3287-SB10 63 12 RCP 844.12 839.99 839.74 0.40 308 307 TYPE ''C'' MANHOLE R-4342 17 18 RCP 843.78 837.75 837.58 0.98 308 308 TYPE ''C'' MANHOLE R-3287-10V 12 18 RCP 843.78 837.48 837.40 0.67 309 FLAT TOP REQUIRED 309 TYPE ''M'' MANHOLE R-1772 262 60 RCP 844.07 837.06 836.30 0.29 312 310 TYPE ''J'' INLET R-3287-10V 12 12 RCP 843.55 840.20 840.15 0.50 312 311 TYPE ''J'' INLET R-3287-10V 12 12 RCP 843.55 840.20 840.15 0.50 312 312 TYPE ''M'' MANHOLE R-1772 48 66 RCP 843.85 836.20 836.08 0.25 315 313 TYPE ''C'' MANHOLE R-3287-SB10 12 12 RCP 844.69 836.40 836.34 0.50 315 FLAT TOP REQUIRED 314 TYPE ''C'' MANHOLE R-3287-SB10 12 12 RCP 844.39 836.40 836.34 0.50 315 FLAT TOP REQUIRED 315 TYPE ''M'' MANHOLE R-1772 85 66 RCP 843.85 835.98 835.77 0.25 318 316 TYPE ''J'' INLET R-3287-10V 24 12 RCP 844.69 841.00 840.90 0.41 317 317 TYPE ''M'' INLET R-3287-10V 28 12 RCP 844.39 840.80 840.69 0.39 318 318 TYPE ''M'' MANHOLE R-1772 69 66 RCP 844.44 835.67 835.50 0.25 Pond 401 TYPE ''C'' MANHOLE R-4342 54 15 RCP 841.00 835.60 835.50 0.93 Pond *ALL CASTINGS SHALL READ "DUMP NO WASTE DRAINS TO WATERWAY" PROPOSED STORM SEWER SYSTEM STORM SEWER STRUCTURE DATA TABLE PIPE ELEVATIONSPIPE Job Information STORM SEWER - STRUCTURE DATA TABLE Description:The Bridges MultifamilyEntity:City of CarmelJob #:2021.00998Date:11/17/2110-yrEntity Data(dc+D)/2Structure Coefficient(ft) (ft) (ft) (ft) (min) (in/hr) (cfs) (in.) % (sq. ft) (ft.) (ft.) (ft.) (ft) (ft/s) (ft) (ft) (ft/s)(ft/s) (ft) (ft) (ft) (ft.) (ft.) (ft.)102 101 839.60 840.60 840.36 841.17 5.00 6.12 1.50 12 0.36 0.510 1.810 0.282 0.618 0.520 2.95 37 0.013 0.131 - - 1.25 3.25 - 0.169 0.300 841.47 844.34 840.73103 102 839.26 840.51 840.18 840.91 5.22 6.08 2.18 15 0.36 0.670 2.053 0.326 0.670 0.589 3.25 67 0.013 0.240 2.95 - 0.50 3.44 - 0.015 0.254 841.17 844.85 840.75106 103 839.05 840.30 840.02 840.79 5.58 6.02 2.97 15 0.35 0.863 2.378 0.363 0.828 0.693 3.44 31 0.013 0.109 3.25 - 0.50 3.92 - 0.010 0.119 840.91 844.85 840.41105 104 841.34 842.34 842.08 842.19 5.00 6.12 1.25 12 0.41 0.420 1.626 0.259 0.528 0.472 2.97 63 0.013 0.258 - - 1.25 3.52 - 0.171 0.429 842.62 845.18 842.60106 105 841.04 842.29 841.99 841.99 5.36 6.05 2.57 15 0.40 0.731 2.153 0.340 0.719 0.643 3.52 45 0.013 0.179 2.97 - 0.50 3.92 - 0.028 0.207 842.19 844.84 842.49107 106 838.76 840.26 839.96 840.58 5.75 5.99 5.50 18 0.34 1.403 3.108 0.451 1.110 0.904 3.92 56 0.013 0.190 3.44 - 0.50 4.28 - 0.027 0.217 840.79 845.19 840.45110 107 838.48 840.23 839.83 840.37 6.01 5.94 6.72 21 0.36 1.568 3.174 0.494 1.086 0.957 4.28 51 0.013 0.181 3.92 - 0.50 4.39 - 0.023 0.205 840.58 844.79 840.41109 108 840.63 841.63 841.30 841.32 5.00 6.12 0.68 12 0.40 0.270 1.320 0.204 0.376 0.343 2.51 25 0.013 0.099 - - 1.25 3.10 - 0.122 0.221 841.54 844.23 841.73110 109 840.32 841.32 841.08 841.08 5.15 6.09 1.50 12 0.41 0.484 1.756 0.276 0.592 0.519 3.10 52 0.013 0.210 2.51 - 0.50 4.39 - 0.026 0.236 841.32 844.23 841.53111 110 838.24 839.99 839.64 840.22 6.23 5.90 8.13 21 0.35 1.852 3.544 0.523 1.259 1.058 4.39 40 0.013 0.139 4.28 - 0.50 4.65 - 0.007 0.146 840.37 844.93 840.13113 111 837.93 839.93 839.47 840.00 6.40 5.87 9.23 24 0.36 1.987 3.564 0.558 1.210 1.085 4.65 59 0.013 0.210 4.39 - 0.50 4.52 - 0.018 0.228 840.22 844.64 840.14113 112 841.24 842.24 841.92 841.92 5.00 6.12 0.78 12 0.41 0.297 1.376 0.216 0.403 0.369 2.63 39 0.013 0.160 - - 1.25 4.52 - 0.134 0.294 842.22 844.96 842.40116 113 837.70 839.70 839.27 839.86 6.63 5.83 10.21 24 0.32 2.257 3.858 0.585 1.350 1.144 4.52 41 0.013 0.130 4.65 - 0.50 4.54 - 0.009 0.139 840.00 844.94 839.83115 114 841.08 842.08 841.75 841.75 5.00 6.12 0.69 12 0.41 0.270 1.321 0.205 0.376 0.345 2.54 66 0.013 0.268 - - 1.25 3.08 - 0.125 0.394 842.15 844.85 842.35116 115 840.85 841.85 841.60 841.60 5.38 6.05 1.40 12 0.42 0.454 1.695 0.268 0.562 0.501 3.08 31 0.013 0.129 2.54 - 0.50 4.54 - 0.024 0.152 841.75 844.85 841.98119 116 837.30 839.30 838.91 839.56 6.79 5.80 11.50 24 0.31 2.529 4.192 0.603 1.501 1.217 4.54 98 0.013 0.301 4.52 - 0.50 4.80 - 0.002 0.302 839.86 845.24 839.60118 117 840.75 841.75 841.44 841.44 5.00 6.12 0.83 12 0.41 0.311 1.406 0.221 0.418 0.382 2.68 61 0.013 0.249 - - 1.25 3.11 - 0.139 0.388 841.83 844.53 842.00119 118 840.37 841.37 841.14 841.14 5.35 6.06 1.60 12 0.40 0.513 1.816 0.282 0.621 0.536 3.11 69 0.013 0.276 2.68 - 0.50 4.80 - 0.020 0.296 841.43 844.53 841.65122 119 837.08 839.58 838.93 839.42 7.20 5.72 12.96 30 0.31 2.700 4.124 0.655 1.348 1.209 4.80 39 0.013 0.119 4.54 - 0.50 4.92 - 0.018 0.138 839.56 845.61 839.70121 120 841.08 842.08 841.76 841.77 5.00 6.12 0.73 12 0.40 0.285 1.351 0.211 0.391 0.356 2.56 67 0.013 0.267 - - 1.25 3.11 - 0.127 0.394 842.16 844.85 842.35122 121 840.81 841.81 841.58 841.58 5.39 6.05 1.59 12 0.40 0.512 1.815 0.282 0.621 0.536 3.11 42 0.013 0.168 2.56 - 0.50 4.92 - 0.024 0.192 841.77 844.85 841.98125 122 836.81 839.31 838.70 839.24 7.34 5.70 14.40 30 0.31 2.928 4.309 0.680 1.440 1.278 4.92 55 0.013 0.171 4.80 - 0.50 5.00 - 0.009 0.180 839.42 845.20 839.48124 123 841.23 842.23 841.91 841.92 5.00 6.12 0.78 12 0.41 0.297 1.376 0.216 0.403 0.369 2.63 54 0.013 0.220 - - 1.25 3.14 - 0.134 0.355 842.27 844.95 842.45125 124 840.90 841.90 841.67 841.67 5.31 6.06 1.60 12 0.41 0.508 1.807 0.281 0.617 0.537 3.14 56 0.013 0.228 2.63 - 0.50 5.00 - 0.023 0.251 841.92 844.95 842.13126 125 836.53 839.03 838.46 839.05 7.54 5.66 16.43 30 0.30 3.288 4.610 0.713 1.587 1.370 5.00 60 0.013 0.178 4.92 - 0.50 6.01 - 0.006 0.184 839.24 844.94 839.21127 126 836.18 838.68 838.13 838.72 7.75 5.62 17.13 30 0.47 2.851 4.246 0.671 1.409 1.400 6.01 53 0.013 0.250 5.00 - 0.50 6.50 - 0.086 0.336 839.05 844.99 838.93139 127 835.88 838.38 837.83 838.47 7.91 5.60 17.04 30 0.58 2.621 4.061 0.646 1.317 1.396 6.50 35 0.013 0.201 6.01 - 0.50 5.58 - 0.048 0.249 838.72 845.85 838.58129 128 842.17 843.17 842.76 842.76 5.00 6.12 0.20 12 0.39 0.115 0.936 0.123 0.204 0.184 1.76 46 0.013 0.179 - - 1.25 2.28 - 0.060 0.239 843.00 845.68 843.35130 129 841.89 842.89 842.53 842.55 5.27 6.07 0.47 12 0.41 0.205 1.175 0.174 0.307 0.283 2.28 44 0.013 0.180 1.76 - 0.50 2.66 - 0.016 0.196 842.75 845.74 843.07131 130 841.52 842.52 842.21 842.27 5.52 6.03 0.81 12 0.41 0.305 1.393 0.219 0.412 0.376 2.66 66 0.013 0.267 2.28 - 0.50 3.13 - 0.014 0.282 842.55 845.74 842.79132 131 840.75 841.75 841.52 841.59 5.90 5.96 1.64 12 0.40 0.524 1.841 0.285 0.633 0.544 3.13 166 0.013 0.661 2.66 - 0.50 3.43 - 0.021 0.682 842.27 845.92 842.42133 132 840.45 841.70 841.37 841.37 6.87 5.78 2.22 15 0.41 0.648 2.019 0.321 0.653 0.595 3.43 49 0.013 0.198 3.13 - 0.50 3.51 - 0.015 0.214 841.59 846.31 841.90134 133 840.03 841.28 840.97 840.97 7.11 5.74 2.54 15 0.40 0.723 2.140 0.338 0.713 0.638 3.51 80 0.013 0.317 3.43 - 0.50 3.66 - 0.004 0.321 841.30 845.94 841.60135 134 839.63 840.88 840.60 840.60 7.51 5.67 2.94 15 0.41 0.805 2.276 0.354 0.779 0.690 3.66 73 0.013 0.298 3.51 - 0.50 3.76 - 0.008 0.307 840.91 845.91 841.18136 135 839.15 840.40 840.15 840.15 7.87 5.60 3.41 15 0.41 0.906 2.456 0.369 0.865 0.745 3.76 93 0.013 0.380 3.66 - 0.50 3.81 - 0.006 0.386 840.53 845.86 840.78137 136 838.92 840.17 839.93 839.95 8.33 5.52 3.71 15 0.41 0.973 2.588 0.376 0.924 0.778 3.81 32 0.013 0.129 3.76 - 0.50 3.93 - 0.003 0.132 840.08 845.20 840.30138 137 838.56 840.06 839.68 839.68 8.48 5.49 3.82 18 0.41 0.973 2.476 0.393 0.810 0.747 3.93 63 0.013 0.258 3.81 - 0.50 3.49 - 0.007 0.265 839.95 846.37 840.32139 138 838.18 839.68 839.31 839.31 8.76 5.44 3.85 18 0.30 1.103 2.653 0.416 0.897 0.750 3.49 94 0.013 0.280 3.93 - 0.50 5.58 - 0.025 0.305 839.61 845.23 839.96140 139 835.74 838.74 837.99 838.34 9.24 5.36 21.60 36 0.33 3.870 4.936 0.784 1.612 1.494 5.58 12 0.013 0.039 6.50 - 0.50 5.38 - 0.086 0.126 838.47 845.35 838.78Pond 140 835.50 838.50 837.75 837.75 9.28 5.35 21.58 36 0.30 4.009 5.030 0.797 1.659 1.493 5.38 44 0.013 0.130 5.58 1.00 0.50 - 0.450 0.017 0.597 838.34 844.91 838.64202 201 839.83 840.83 840.57 840.80 5.00 6.12 1.25 12 0.38 0.433 1.651 0.262 0.540 0.472 2.89 37 0.013 0.138 - - 1.25 3.23 - 0.162 0.300 841.10 844.14 840.97203 202 839.56 840.56 840.36 840.51 5.22 6.08 1.96 12 0.40 0.608 2.032 0.299 0.722 0.598 3.23 67 0.013 0.267 2.89 - 0.50 3.51 - 0.016 0.283 840.80 844.85 840.73204 203 839.24 840.49 840.19 840.38 5.61 6.01 2.66 15 0.39 0.757 2.196 0.345 0.740 0.654 3.51 30 0.013 0.118 3.23 - 0.50 3.44 - 0.015 0.132 840.51 844.85 840.71204 204A 840.92 841.92 841.57 841.57 5.00 6.12 0.52 12 0.41 0.221 1.213 0.182 0.325 0.299 2.35 42 0.013 0.169 - - 1.25 3.44 - 0.107 0.277 841.85 845.85 842.18205 204 838.94 840.19 839.92 840.18 5.76 5.98 3.15 15 0.34 0.917 2.478 0.370 0.875 0.715 3.44 58 0.013 0.197 3.51 - 0.50 3.74 - 0.004 0.201 840.38 845.14 840.39206 205 838.70 840.20 839.83 840.02 6.08 5.93 4.03 18 0.35 1.077 2.617 0.412 0.880 0.768 3.74 41 0.013 0.141 3.44 - 0.50 3.74 - 0.017 0.158 840.18 844.57 840.34211 206 838.46 839.96 839.59 839.88 6.27 5.89 4.01 18 0.35 1.072 2.610 0.411 0.876 0.766 3.74 40 0.013 0.140 3.74 - 0.50 4.31 - 0.000 0.140 840.02 844.98 840.10208 207 840.39 841.39 841.06 841.19 5.00 6.12 0.68 12 0.40 0.270 1.320 0.204 0.376 0.343 2.51 25 0.013 0.099 - - 1.25 3.00 - 0.122 0.221 841.41 844.24 841.49210 208 839.97 840.97 840.72 840.86 5.14 6.09 1.35 12 0.40 0.450 1.685 0.267 0.557 0.491 3.00 79 0.013 0.314 2.51 - 0.50 3.59 - 0.021 0.335 841.19 844.24 841.29210 209 839.97 840.97 840.65 840.86 5.00 6.12 0.73 12 0.40 0.285 1.351 0.211 0.391 0.356 2.56 25 0.013 0.099 - - 1.25 3.59 - 0.127 0.226 841.08 844.25 841.07211 210 839.67 840.92 840.63 840.63 5.60 6.01 2.71 15 0.41 0.754 2.190 0.344 0.738 0.660 3.59 49 0.013 0.201 3.00 - 0.50 4.31 - 0.031 0.231 840.86 844.25 841.12212 211 838.17 840.17 839.64 839.66 6.46 5.86 7.02 24 0.35 1.628 3.199 0.509 1.029 0.940 4.31 55 0.013 0.190 3.74 - 0.50 4.13 - 0.036 0.226 839.88 845.00 840.36215 212 837.91 839.91 839.40 839.49 6.67 5.82 7.47 24 0.30 1.810 3.382 0.535 1.120 0.971 4.13 53 0.013 0.157 4.31 - 0.50 4.35 - 0.012 0.169 839.66 844.69 840.07214 213 840.84 841.84 841.51 841.53 5.00 6.12 0.68 12 0.40 0.270 1.320 0.204 0.376 0.343 2.51 65 0.013 0.259 - - 1.25 3.14 - 0.122 0.381 841.92 844.85 842.10215 214 840.61 841.61 841.38 841.38 5.38 6.05 1.59 12 0.41 0.508 1.805 0.281 0.616 0.536 3.14 32 0.013 0.129 2.51 - 0.50 4.35 - 0.028 0.157 841.53 844.85 841.74218 215 837.51 839.51 839.04 839.17 6.90 5.78 8.94 24 0.31 2.055 3.636 0.565 1.244 1.067 4.35 98 0.013 0.301 4.13 - 0.50 4.42 - 0.015 0.316 839.49 845.18 839.81217 216 840.52 841.52 841.20 841.21 5.00 6.12 0.78 12 0.39 0.302 1.388 0.218 0.409 0.369 2.58 61 0.013 0.237 - - 1.25 3.11 - 0.129 0.366 841.57 844.53 841.76218 217 840.14 841.14 840.91 840.91 5.36 6.06 1.60 12 0.40 0.513 1.816 0.282 0.621 0.536 3.11 69 0.013 0.276 2.58 - 0.50 4.42 - 0.023 0.300 841.21 844.53 841.42221 218 837.30 839.30 838.88 839.06 7.30 5.71 10.43 24 0.30 2.359 3.977 0.593 1.405 1.156 4.42 37 0.013 0.109 4.35 - 0.50 4.81 - 0.005 0.114 839.17 845.33 839.41220 219 840.83 841.83 841.51 841.52 5.00 6.12 0.73 12 0.40 0.285 1.351 0.211 0.391 0.356 2.56 67 0.013 0.267 - - 1.25 3.11 - 0.127 0.394 841.91 844.85 842.10221 220 840.61 841.61 841.38 841.38 5.39 6.05 1.59 12 0.40 0.512 1.815 0.282 0.621 0.536 3.11 30 0.013 0.118 2.56 - 0.50 4.81 - 0.024 0.143 841.52 844.85 841.73222 221 836.94 838.94 838.56 838.77 7.46 5.68 11.87 24 0.35 2.467 4.110 0.600 1.466 1.237 4.81 75 0.013 0.261 4.42 - 0.50 4.97 - 0.028 0.290 839.06 845.15 839.20223 222 836.71 839.21 838.54 838.63 7.75 5.62 12.14 30 0.35 2.446 3.920 0.624 1.246 1.169 4.97 37 0.013 0.132 4.81 - 0.50 4.94 - 0.012 0.144 838.77 844.64 839.34224 223 836.38 838.88 838.21 838.39 7.88 5.60 12.10 30 0.35 2.449 3.923 0.624 1.248 1.167 4.94 67 0.013 0.231 4.97 - 0.50 5.10 - 0.002 0.233 838.63 844.30 839.11225 224 835.88 838.38 837.75 837.98 8.10 5.56 13.76 30 0.35 2.699 4.123 0.655 1.348 1.248 5.10 115 0.013 0.400 4.94 - 0.50 5.09 - 0.012 0.412 838.39 844.32 838.78226 225 835.74 838.24 837.64 837.94 8.49 5.49 14.99 30 0.33 2.947 4.324 0.681 1.448 1.305 5.09 12 0.013 0.039 5.10 - 0.50 5.02 - 0.001 0.040 837.98 845.08 838.28Pond 226 835.50 838.00 837.40 837.40 8.53 5.48 14.97 30 0.32 2.979 4.351 0.685 1.461 1.304 5.02 44 0.013 0.141 5.09 1.00 0.50 - 0.392 0.005 0.537 837.94 846.03 838.14309 301 837.16 842.16 841.19 842.06 13.34 4.89 114.86 60 0.25 15.344 10.237 1.499 3.647 3.060 7.49 169 0.013 0.420 - - 1.25 8.04 - 1.088 1.508 843.57 846.31 842.58303 302 840.09 841.09 840.72 842.41 5.00 6.12 0.40 12 0.40 0.186 1.130 0.165 0.287 0.263 2.17 25 0.013 0.099 - - 1.25 2.60 - 0.091 0.191 842.60 843.94 841.19304 303 839.74 840.74 840.42 842.14 5.15 6.09 0.77 12 0.40 0.296 1.375 0.215 0.402 0.366 2.60 63 0.013 0.252 2.17 - 0.50 2.97 - 0.016 0.267 842.41 843.82 840.99309 304 839.58 840.58 840.28 842.06 5.51 6.03 0.93 12 0.50 0.314 1.412 0.222 0.421 0.405 2.97 12 0.013 0.060 2.60 - 0.50 8.04 - 0.016 0.076 842.14 843.94 840.64306 305 840.09 841.09 840.68 842.61 5.00 6.12 0.21 12 0.40 0.116 0.941 0.123 0.205 0.187 1.79 25 0.013 0.099 - - 1.25 2.11 - 0.062 0.162 842.77 843.82 841.19308 306 839.74 840.74 840.36 842.35 5.15 6.09 0.36 12 0.40 0.172 1.096 0.157 0.271 0.248 2.11 63 0.013 0.252 1.79 - 0.50 5.55 - 0.009 0.261 842.61 844.12 840.99308 307 837.58 839.08 838.88 842.35 5.00 6.12 8.08 18 0.98 1.242 2.852 0.436 0.994 1.101 6.50 17 0.013 0.170 - - 1.25 5.55 - 0.821 0.990 843.34 843.78 839.25309 308 837.40 838.90 838.71 842.06 5.51 6.03 8.42 18 0.67 1.518 3.326 0.456 1.202 1.124 5.55 12 0.013 0.080 2.11 - 0.50 8.04 - 0.204 0.284 842.35 843.78 838.98312 309 836.30 841.30 840.37 841.24 13.76 4.85 121.40 60 0.29 15.099 10.114 1.493 3.592 3.149 8.04 262 0.013 0.756 7.49 - 0.50 7.69 - 0.067 0.823 842.06 844.07 842.06312 310 840.15 841.15 840.82 841.24 5.00 6.12 0.65 12 0.50 0.242 1.260 0.192 0.347 0.336 2.69 12 0.013 0.060 - - 1.25 7.69 - 0.141 0.200 841.44 843.55 841.20312 311 840.15 841.15 840.77 841.24 5.00 6.12 0.31 12 0.50 0.143 1.019 0.140 0.238 0.230 2.18 12 0.013 0.060 - - 1.25 7.69 - 0.092 0.152 841.39 843.55 841.20315 312 836.08 841.58 840.35 841.08 14.38 4.79 120.65 66 0.25 15.691 10.057 1.560 3.451 3.049 7.69 48 0.013 0.118 8.04 - 0.50 7.69 - 0.043 0.161 841.24 843.85 841.70315 313 836.34 837.34 837.00 841.08 5.00 6.12 0.56 12 0.50 0.217 1.203 0.180 0.320 0.311 2.58 12 0.013 0.060 - - 1.25 7.69 - 0.129 0.189 841.27 844.69 837.40315 314 836.34 837.34 836.94 841.08 5.00 6.12 0.26 12 0.50 0.126 0.969 0.130 0.217 0.210 2.07 12 0.013 0.060 - - 1.25 7.69 - 0.083 0.143 841.22 844.39 837.40318 315 835.77 841.27 840.05 840.87 14.49 4.78 121.01 66 0.25 15.729 10.071 1.562 3.458 3.054 7.69 85 0.013 0.211 7.69 - 0.50 7.69 - 0.001 0.212 841.08 843.85 841.48317 316 840.90 841.90 841.55 841.55 5.00 6.12 0.49 12 0.41 0.212 1.191 0.178 0.315 0.290 2.31 24 0.013 0.098 - - 1.25 2.55 - 0.104 0.202 841.75 844.69 842.00318 317 840.69 841.69 841.37 841.37 5.14 6.10 0.75 12 0.39 0.292 1.368 0.214 0.399 0.361 2.55 28 0.013 0.109 2.31 - 0.50 7.69 - 0.009 0.118 841.49 844.39 841.80Pond 318 835.50 841.00 839.78 839.78 14.69 4.76 121.09 66 0.25 15.738 10.075 1.562 3.460 3.055 7.69 69 0.013 0.170 7.69 1.00 0.50 - 0.919 0.000 1.090 840.87 844.44 841.17Pond 401 835.50 836.75 836.59 836.59 22.56 3.98 5.29 15 0.93 0.929 2.500 0.372 0.885 0.933 5.70 54 0.013 0.495 - 1.00 1.25 - 0.504 0.630 1.629 838.22 841.00 836.85Intensity Calculation Method:Starting Elevation:Calculation Method:INTENSITYJob InformationDesign ParametersDesign Storm:PROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE (HGL) CALCULATIONSD.S. STR. U.S. STR.D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATAUPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER SLOPE AREAWETTED PERIMETERHYDRAULIC RADIUSFLOW DEPTH VELOCITY LENGTH MANNING'S NFRICTION LOSSTOTAL LOSSU.S. HGL ELEV.U.S. STR. CROWNOUTLET STRUCTURE COEFFICIENTUPSTREAM STRUCTURE COEFFICIENTEFFLUENT PIPE VELOCITYOUTLET STRUCTURE LOSSUPSTREAM STRUCTURE LOSSU.S. STR. T.R. Job Information Description: Reviewing Entity:City of Carmel Job #:2021.00998 Date:- 10-yr 50% Entity Data SPECIFIED SPECIFIED PIPE STRUCTURE CASTING CASTING CASTING ENTITY DATA CASTING ORIFICE FLOW WEIR FLOW PONDING DEPTH STR.STRUCTURE CASTING COVER DEPTH c A Tc i FLOW DEPTH DEPTH NO.TYPE TYPE (ft)(ft)(acres)(min)(in/hr)(cfs)(ft)(ft)(ft) 101 TYPE ''A'' INLET R-3010 3.44 4.61 0.85 0.29 5.00 6.12 1.50 0.39 0.36 0.39 102 TYPE ''C'' MANHOLE R-3472 3.91 5.35 0.85 0.13 5.00 6.12 0.69 0.05 0.17 0.17 103 TYPE ''C'' MANHOLE R-3472 4.25 5.69 0.85 0.16 5.00 6.12 0.83 0.07 0.19 0.19 104 TYPE ''A'' INLET R-3010 2.41 3.58 0.85 0.24 5.00 6.12 1.25 0.27 0.32 0.32 105 TYPE ''C'' MANHOLE R-3010 2.16 3.60 0.85 0.26 5.00 6.12 1.35 0.32 0.34 0.34 106 TYPE ''C'' MANHOLE R-1772 4.53 6.24 - - - - - - - 0.00 107 TYPE ''C'' MANHOLE R-3010 4.15 6.13 0.85 0.25 5.00 6.12 1.30 0.29 0.33 0.33 108 TYPE ''J'' INLET R-3287-SB10 2.33 3.50 0.85 0.13 5.00 6.12 0.68 0.04 0.20 0.20 109 TYPE ''M'' INLET R-3287-SB10 2.53 3.70 0.85 0.16 5.00 6.12 0.83 0.05 0.22 0.22 110 TYPE ''C'' MANHOLE R-1772 4.57 6.55 - - - - - - - 0.00 111 TYPE ''C'' MANHOLE R-3010 4.25 6.50 0.85 0.23 5.00 6.12 1.20 0.25 0.32 0.32 112 TYPE ''A'' INLET R-3010 2.39 3.56 0.85 0.15 5.00 6.12 0.78 0.11 0.24 0.24 113 TYPE ''C'' MANHOLE R-3010 4.86 7.11 0.85 0.06 5.00 6.12 0.31 0.02 0.14 0.14 114 TYPE ''A'' INLET R-3472 2.33 3.50 0.85 0.13 5.00 6.12 0.69 0.05 0.17 0.17 115 TYPE ''A'' INLET R-3472 2.70 3.87 0.85 0.14 5.00 6.12 0.73 0.05 0.17 0.17 116 TYPE ''C'' MANHOLE R-1772 5.39 7.64 - - - - - - - 0.00 117 TYPE ''A'' INLET R-3010 2.36 3.53 0.85 0.16 5.00 6.12 0.83 0.12 0.25 0.25 118 TYPE ''A'' INLET R-3010 2.71 3.88 0.85 0.15 5.00 6.12 0.78 0.11 0.24 0.24 119 TYPE ''J'' MANHOLE R-3010 5.62 8.41 0.85 0.02 5.00 6.12 0.10 0.00 0.07 0.07 120 TYPE ''A'' INLET R-3472 2.33 3.50 0.85 0.14 5.00 6.12 0.73 0.05 0.17 0.17 121 TYPE ''A'' INLET R-3472 2.70 3.87 0.85 0.17 5.00 6.12 0.88 0.08 0.20 0.20 122 TYPE ''J'' MANHOLE R-1772 5.43 8.22 - - - - - - - 0.00 123 TYPE ''A'' INLET R-3010 2.33 3.50 0.85 0.15 5.00 6.12 0.78 0.11 0.24 0.24 124 TYPE ''A'' INLET R-3010 2.65 3.82 0.85 0.16 5.00 6.12 0.83 0.12 0.25 0.25 125 TYPE ''J'' MANHOLE R-3472 5.44 8.23 0.85 0.13 5.00 6.12 0.68 0.05 0.17 0.17 126 TYPE ''J'' MANHOLE R-3010 5.77 8.56 0.85 0.17 5.00 6.12 0.88 0.13 0.26 0.26 127 TYPE ''J'' MANHOLE R-1772 6.98 9.77 - - - - - - - 0.00 128 TYPE ''A'' INLET R-4342 2.16 3.33 0.30 0.11 5.00 6.12 0.20 0.00 0.09 0.09 129 TYPE ''A'' INLET R-4342 2.50 3.67 0.40 0.11 5.00 6.12 0.27 0.00 0.11 0.11 130 TYPE ''A'' INLET R-4342 2.78 3.95 0.58 0.10 5.00 6.12 0.35 0.01 0.12 0.12 131 TYPE ''A'' INLET R-4342 3.33 4.50 0.56 0.25 5.00 6.12 0.86 0.03 0.22 0.22 132 TYPE ''C'' MANHOLE R-4342 4.22 5.66 0.61 0.18 5.00 6.12 0.67 0.02 0.19 0.19 133 TYPE ''C'' MANHOLE R-4342 4.15 5.59 0.58 0.10 5.00 6.12 0.35 0.01 0.12 0.12 134 TYPE ''C'' MANHOLE R-4342 4.54 5.98 0.60 0.13 5.00 6.12 0.47 0.01 0.15 0.15 135 TYPE ''C'' MANHOLE R-4342 4.89 6.33 0.59 0.15 5.00 6.12 0.54 0.01 0.16 0.16 136 TYPE ''C'' MANHOLE R-4342 4.71 6.15 0.53 0.12 5.00 6.12 0.39 0.01 0.13 0.13 137 TYPE ''C'' MANHOLE R-4342 5.84 7.55 0.39 0.06 5.00 6.12 0.14 0.00 0.07 0.07 138 TYPE ''C'' MANHOLE R-4342 5.06 6.77 0.58 0.02 5.00 6.12 0.07 0.00 0.05 0.05 139 TYPE ''K'' MANHOLE R-3472 6.24 9.57 0.85 0.33 5.00 6.12 1.72 0.30 0.30 0.30 140 TYPE ''J'' MANHOLE R-1772 5.94 9.27 - - - - - - - 0.00 201 TYPE ''A'' INLET R-3010 3.00 4.17 0.85 0.24 5.00 6.12 1.25 0.27 0.32 0.32 202 TYPE ''C'' MANHOLE R-3472 3.95 5.12 0.85 0.14 5.00 6.12 0.73 0.05 0.17 0.17 203 TYPE ''C'' MANHOLE R-3472 3.95 5.39 0.85 0.14 5.00 6.12 0.73 0.05 0.17 0.17 204A TYPE ''A'' INLET R-3010 3.50 4.67 0.85 0.10 5.00 6.12 0.52 0.05 0.19 0.19 204 TYPE ''C'' MANHOLE R-1772 4.56 6.00 - - - - - - - 0.00 205 TYPE ''C'' MANHOLE R-3010 4.02 5.73 0.85 0.18 5.00 6.12 0.94 0.15 0.27 0.27 206 TYPE ''C'' MANHOLE R-1772 4.67 6.38 - - - - - - - 0.00 207 TYPE ''J'' INLET R-3287-SB10 2.58 3.75 0.85 0.13 5.00 6.12 0.68 0.04 0.20 0.20 208 TYPE ''M'' INLET R-3287-SB10 2.78 3.95 0.85 0.13 5.00 6.12 0.68 0.04 0.20 0.20 209 TYPE ''J'' INLET R-3287-SB10 3.01 4.18 0.85 0.14 5.00 6.12 0.73 0.04 0.21 0.21 210 TYPE ''C'' MANHOLE R-3287-SB10 2.94 4.38 0.85 0.13 5.00 6.12 0.68 0.04 0.20 0.20 211 TYPE ''C'' MANHOLE R-3287-10V 4.39 6.64 0.85 0.08 5.00 6.12 0.42 0.01 0.15 0.15 212 TYPE ''C'' MANHOLE R-3010 4.37 6.62 0.85 0.10 5.00 6.12 0.52 0.05 0.19 0.19 213 TYPE ''A'' INLET R-3472 2.58 3.75 0.85 0.13 5.00 6.12 0.68 0.05 0.17 0.17 214 TYPE ''A'' INLET R-3472 2.94 4.11 0.85 0.18 5.00 6.12 0.94 0.09 0.20 0.20 215 TYPE ''C'' MANHOLE R-1772 5.12 7.37 - - - - - - - 0.00 216 TYPE ''A'' INLET R-3010 2.60 3.77 0.85 0.15 5.00 6.12 0.78 0.11 0.24 0.24 217 TYPE ''A'' INLET R-3010 2.94 4.11 0.85 0.16 5.00 6.12 0.83 0.12 0.25 0.25 218 TYPE ''C'' MANHOLE R-3010 5.67 7.92 0.85 0.02 5.00 6.12 0.10 0.00 0.07 0.07 219 TYPE ''A'' INLET R-3472 2.58 3.75 0.85 0.14 5.00 6.12 0.73 0.05 0.17 0.17 220 TYPE ''A'' INLET R-3472 2.95 4.12 0.85 0.17 5.00 6.12 0.88 0.08 0.20 0.20 221 TYPE ''C'' MANHOLE R-1772 5.70 7.95 - - - - - - - 0.00 222 TYPE ''J'' MANHOLE R-3010 5.01 7.80 0.85 0.08 5.00 6.12 0.42 0.03 0.16 0.16 223 TYPE ''J'' MANHOLE R-1772 4.90 7.69 - - - - - - - 0.00 224 TYPE ''J'' MANHOLE R-3472 5.25 8.04 0.85 0.37 5.00 6.12 1.92 0.38 0.32 0.38 225 TYPE ''J'' MANHOLE R-3472 6.51 9.30 0.85 0.30 5.00 6.12 1.56 0.25 0.28 0.28 226 TYPE ''J'' MANHOLE R-1772 7.60 10.39 - - - - - - - 0.00 301 TYPE ''M'' MANHOLE R-1772 3.23 8.73 - - - - - - - 0.00 302 TYPE ''J'' INLET R-3287-10V 2.58 3.75 0.60 0.11 5.00 6.12 0.40 0.01 0.14 0.14 303 TYPE ''M'' INLET R-3287-SB10 2.66 3.83 0.67 0.09 5.00 6.12 0.37 0.01 0.13 0.13 304 TYPE ''M'' INLET R-3287-10V 3.13 4.30 0.71 0.04 5.00 6.12 0.17 0.00 0.08 0.08 305 TYPE ''J'' INLET R-3287-10V 2.46 3.63 0.85 0.04 5.00 6.12 0.21 0.00 0.09 0.09 306 TYPE ''M'' INLET R-3287-SB10 2.96 4.13 0.85 0.03 5.00 6.12 0.16 0.00 0.08 0.08 307 TYPE ''C'' MANHOLE R-4342 4.32 6.03 0.30 4.40 5.00 6.12 8.08 2.81 0.88 2.81 308 TYPE ''C'' MANHOLE R-3287-10V 4.59 6.30 0.85 0.02 5.00 6.12 0.10 0.00 0.06 0.06 309 TYPE ''M'' MANHOLE R-1772 1.51 7.01 - - - - - - - 0.00 310 TYPE ''J'' INLET R-3287-10V 2.18 3.35 0.56 0.19 5.00 6.12 0.65 0.02 0.19 0.19 311 TYPE ''J'' INLET R-3287-10V 2.18 3.35 0.85 0.06 5.00 6.12 0.31 0.00 0.12 0.12 312 TYPE ''M'' MANHOLE R-1772 1.61 7.65 - - - - - - - 0.00 313 TYPE ''C'' MANHOLE R-3287-SB10 7.12 8.29 0.65 0.14 5.00 6.12 0.56 0.02 0.18 0.18 314 TYPE ''C'' MANHOLE R-3287-SB10 6.82 7.99 0.85 0.05 5.00 6.12 0.26 0.01 0.11 0.11 315 TYPE ''M'' MANHOLE R-1772 1.83 7.87 - - - - - - - 0.00 316 TYPE ''J'' INLET R-3287-10V 2.52 3.69 0.67 0.12 5.00 6.12 0.49 0.01 0.16 0.16 317 TYPE ''M'' INLET R-3287-10V 2.42 3.59 0.85 0.05 5.00 6.12 0.26 0.00 0.11 0.11 318 TYPE ''M'' MANHOLE R-1772 2.73 8.77 - - - - - - - 0.00 401 TYPE ''C'' MANHOLE R-4342 3.96 5.40 0.30 4.43 22.56 3.98 5.29 1.21 0.68 1.21 *ALL CASTINGS SHALL READ "DUMP NO WASTE DRAINS TO WATERWAY"- 0.00 0.00 0.00 - - - - - - - 0.00 The Bridges Multifamily Intensity Calculation Method: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Design Parameters Design Storm: APPENDIX D PROPOSED CONDITIONS-DETENTION DESIGN ILLINOIS STREETILLIN O I S S T R E E TW 111th StreetSpring Mill Rd ILLIN O I S S T R E E T 2.4KPLOT DATE (24"x36"): 11/16/2021 9:41 PMDRAWING FILE: P:\2021\00998\E. Reports_Specs\Civil\Drainage\Current Drainage Report\Appendix\D- Proposed Conditions - Wet Pond Design\2021.00998.CE.ProDrainageAreaMap.dwgPROPOSED DRAINAGE AREA MAPTHE BRIDGES MULTI-FAMILYNovember 16, 20212021.009980'80'NSCALE:1"=80'CARMEL, IN Runoff Curve Number 98 85 98 100 BASIN Area Roof (acres) Area Grass (acres) Area Pavement (acres) Area Water (acres) Weighted CN USE CN STM 100 0 0.77 4.47 0 96.090 97 STM 200 0 0 3.21 0 98.000 98 Direct to Pond 0 1.72 0 1.71 92.478 93 Roof Grass Pavement Water Job Information Description: Entity: Job #: Date: The Bridges Multifamily City of Carmel 2021.00998 11/17/2021 1 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Bridges Multi-Family - 2021.10.11\11/17/2021 08:42 Simulation: 010YR - 24HR Scenario:Scenario1 Run Date/Time:11/17/2021 8:17:13 AM Program Version:ICPR4 4.05.02 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 60.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: 2 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Bridges Multi-Family - 2021.10.11\11/17/2021 08:42 Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:3.84 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100YR - 24HR Scenario:Scenario1 Run Date/Time:11/17/2021 8:18:23 AM Program Version:ICPR4 4.05.02 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 3 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Bridges Multi-Family - 2021.10.11\11/17/2021 08:42 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 60.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:6.48 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 4 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Bridges Multi-Family - 2021.10.11\11/17/2021 08:42 Simple Basin: North Dev & STM300 Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.7700 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:28.5900 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: Pond Direct Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.4300 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: STM100 Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:9.2800 min Max Allowable Q:0.00 cfs 5 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Bridges Multi-Family - 2021.10.11\11/17/2021 08:42 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.2400 ac Curve Number:97.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: STM200 Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:8.5300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.2100 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA North Dev & STM300 010YR - 24HR 105.36 12.0583 3.84 3.39 28.5900 96.0 0.00 0.00 Pond Direct 010YR - 24HR 14.20 12.0000 3.84 3.07 3.4300 93.0 0.00 0.00 STM100 010YR - 24HR 21.90 12.0167 3.84 3.50 5.2400 97.0 0.00 0.00 STM200 010YR - 24HR 13.71 12.0167 3.84 3.61 3.2100 98.0 0.00 0.00 North Dev & STM300 100YR - 24HR 181.56 12.0583 6.48 6.02 28.5900 96.0 0.00 0.00 6 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Bridges Multi-Family - 2021.10.11\11/17/2021 08:42 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA Pond Direct 100YR - 24HR 25.02 12.0000 6.48 5.67 3.4300 93.0 0.00 0.00 STM100 100YR - 24HR 37.38 12.0167 6.48 6.13 5.2400 97.0 0.00 0.00 STM200 100YR - 24HR 23.26 12.0083 6.48 6.26 3.2100 98.0 0.00 0.00 Node: BDZ Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:835.25 ft Warning Stage:0.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 External Hydrograph Comment: Node: East Pond Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:835.50 ft Warning Stage:0.00 ft Stage [ft]Area [ac]Area [ft2] 835.50 0.0640 2788 837.00 0.0970 4225 839.00 0.1480 6447 841.00 0.2040 8886 843.00 0.2660 11587 845.00 0.3330 14505 Comment: 7 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Bridges Multi-Family - 2021.10.11\11/17/2021 08:42 Node: West Pond Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:835.50 ft Warning Stage:0.00 ft Stage [ft]Area [ac]Area [ft2] 835.50 1.2740 55495 837.00 1.3750 59895 839.00 1.5150 65993 841.00 1.6590 72266 843.00 1.8070 78713 845.00 1.9590 85334 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] BDZ 010YR - 24HR 0.00 835.25 0.0000 3.81 0.00 0 East Pond 010YR - 24HR 0.00 840.70 0.0010 16.39 3.81 8727 West Pond 010YR - 24HR 0.00 840.70 0.0010 151.18 16.39 71540 BDZ 100YR - 24HR 0.00 835.25 0.0000 11.96 0.00 0 East Pond 100YR - 24HR 0.00 843.45 0.0010 33.41 11.96 12250 West Pond 100YR - 24HR 0.00 843.46 0.0010 260.41 33.41 80226 Drop Structure Link: East to BDZ Scenario:Scenario1 From Node:East Pond To Node:BDZ Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:100.00 ft FHWA Code:0 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.50 Bend Location:0.00 ft Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:835.50 ft Invert:835.35 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 8 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Bridges Multi-Family - 2021.10.11\11/17/2021 08:42 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:835.50 ft Control Elevation:835.50 ft Max Depth:0.58 ft Max Width:0.67 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:840.70 ft Control Elevation:840.70 ft Max Depth:0.75 ft Max Width:1.33 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: West to East Scenario:Scenario1 From Node:West Pond To Node:East Pond Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:100.00 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Upstream Downstream Invert:835.50 ft Invert:835.50 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:6.00 ft Max Depth:6.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip 9 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Bridges Multi-Family - 2021.10.11\11/17/2021 08:42 Bend Loss Coef:0.00 Bend Location:0.00 ft Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] East to BDZ - Pipe 010YR - 24HR 3.81 0.00 0.00 0.00 0.00 0.00 East to BDZ - Weir: 1 010YR - 24HR 3.81 0.00 0.01 9.80 9.80 9.80 East to BDZ - Weir: 2 010YR - 24HR 0.00 0.00 0.00 0.00 0.00 0.00 West to East 010YR - 24HR 16.39 0.00 -5.72 1.09 1.35 1.10 East to BDZ - Pipe 100YR - 24HR 11.96 0.00 -0.01 0.00 0.00 0.00 East to BDZ - Weir: 1 100YR - 24HR 4.54 0.00 0.00 11.69 11.69 11.69 East to BDZ - Weir: 2 100YR - 24HR 7.41 0.00 -0.02 7.42 7.42 7.42 West to East 100YR - 24HR 33.41 0.00 -5.79 1.21 1.51 1.21 Description:The Bridges Multifamily Reviewing Entity: Job #: Date:11/16/21 *Emergency spillway must carry peak 100 yr flow rate of the pond 270.59 338.24 3.00 338.24 80.00 1.26 100 yr Flood Elev. =843.46 843.58 844.84 845.58 West Pond Surface Cweir = PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Berm Elevation = *OVERFLOW SPILLWAY WIDTH OF FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE *Emergency spillway must carry peak YR FLOW RATE Job Information City of Carmel Q = L = H = Spillway Elev. = Overflow Elev. = 2021.00998 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Description:The Bridges Multifamily Reviewing Entity: Job #: Date:11/16/21 *Emergency spillway must carry peak 100 yr flow rate of the pond 35.17 43.96 3.00 43.96 15.00 0.98 100 yr Flood Elev. =843.46 843.58 844.56 845.58 East Pond Surface Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = L = H = Spillway Elev. = Overflow Elev. = Berm Elevation = *OVERFLOW SPILLWAY WIDTH OF FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE *Emergency spillway must carry peak YR FLOW RATE 2021.00998 PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information City of Carmel APPENDIX E STORMWATER QUALITY Description:The Bridges Multifamily Reviewing Entity: Job Number: Date:11/16/21 Detention Pond WQv = P = 1" rainfall Rv = 0.05 + 0.009(I) where I is the percent impervious cover A =area in acres PARAMETERS P =1.00 (in) Pervious Area 2.79 Impervious Area 10.05 I = 78.3% (%) Rv = 0.75 A = 12.84 (acres) CALCULATED WQv WQv =0.81 (ac-ft) 35163.81 (ft3) Stage Area Incremental Volume Volume (ft)(acre)(acre-ft)(acre-ft) 829.00 0.35 0.00 0.00 831.00 0.52 0.87 0.87 834.00 0.78 1.94 2.81 835.50 1.27 1.54 4.35 4.35 > 2.42 2021.00998 Job Information (P) * (Rv) * (A) City of Carmel PROPOSED STORMWATER SYSTEM WATER QUALITY VOLUME CALCULATIONS 12 Pool Below Normal Pool Total Volume 2S STR 140 Routing Diagram for 2021.00998.CE.Water Quality.2021-11-16 Prepared by American Structurepoint, LLC, Printed 11/17/2021 HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Event Rainfall=1.00"2021.00998.CE.Water Quality.2021-11-16 Printed 11/17/2021Prepared by American Structurepoint, LLC Page 2HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: STR 140 Runoff = 6.09 cfs @ 12.00 hrs, Volume= 0.345 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Event Rainfall=1.00" Area (ac) CN Description * 5.240 98 5.240 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 Direct Entry, Subcatchment 2S: STR 140 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr WQ Event Rainfall=1.00" Runoff Area=5.240 ac Runoff Volume=0.345 af Runoff Depth=0.79" Tc=9.2 min CN=98 6.09 cfs 3S STR 226 Routing Diagram for 2021.00998.CE.Water Quality.2021-11-16 Prepared by American Structurepoint, LLC, Printed 11/17/2021 HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Event Rainfall=1.00"2021.00998.CE.Water Quality.2021-11-16 Printed 11/17/2021Prepared by American Structurepoint, LLC Page 2HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcatchment 3S: STR 226 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr WQ Event Rainfall=1.00" Runoff Area=3.210 ac Runoff Volume=0.212 af Runoff Depth=0.79" Tc=8.5 min CN=98 3.82 cfs 4S STR 318A Routing Diagram for 2021.00998.CE.Water Quality.2021-11-16 Prepared by American Structurepoint, LLC, Printed 11/17/2021 HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Event Rainfall=1.00"2021.00998.CE.Water Quality.2021-11-16 Printed 11/17/2021Prepared by American Structurepoint, LLC Page 2HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcatchment 4S: STR 318A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr WQ Event Rainfall=1.00" Runoff Area=0.940 ac Runoff Volume=0.062 af Runoff Depth=0.79" Tc=6.5 min CN=98 1.17 cfs APPENDIX F EXISTING DRAINAGE REPORT 201001114 Drainage Computations Summary For The Bridges Commercial Amenity Block – Phase I 116th Street and Springmill Road Carmel, Indiana 46032 Prepared By: American Structurepoint, Inc. 7260 Shadeland Station Indianapolis, Indiana 46256 Submitted by: Alen Fetahagic, PE, LEED AP Andrew Taylor, EI, CFM, LEED AP October 19, 2012 Revised: January 10, 2013 Revised: March 30, 2013 i 201001114 TABLE OF CONTENTS DRAINAGE COMPUTATIONS SUMMARY Appendix A Site Maps and Rainfall Data Appendix B Existing Runoff Calculations Appendix C Proposed Detention Calculations Appendix D Proposed Storm Sewer Calculations Appendix E Proposed Overflow Flood Routing Calculations Appendix F Proposed Swale Calculations Appendix G Proposed Water Quality Calculations 1 201001114 DRAINAGE COMPUTATIONS SUMMARY for The Bridges Commercial Amenity Block – Phase I 116th Street and Springmill Road Carmel, Indiana LOCATION The proposed project is located at the southwest corner 116th Street and Springmill Road in Carmel, Indiana, and currently contains an existing tree farm on the 59.39 acre tract. The site is not located within any special flood hazard zone as indicated on the Flood Insurance Rate Map 18057C0208F for Hamilton County, Indiana, dated February 19, 2003 (Refer to Appendix A for the FIRM). DESCRIPTION The proposed project consists of the full build out of approximately 3.86 acres of the northern portion of The Bridges development along with the mass grading of future building pads and the construction of a master planned detention pond and temporary vegetated swale. This project also includes the construction of three interior access drives that will provide access from 116th Street after its reconstruction and two access points from the existing portion of Illinois Street. A third access point will be constructed to Springmill Road. EXISTING DRAINAGE The parcel is mostly undeveloped farm ground, but does contain an 8 acre tree farm that is centrally located within the site. The site contains approximately 47% Brookston silty clay loam, which is hydrologic soil group B, and 53% Crosby silt loam soils, which is hydrologic soil group C (Refer to Appendix A for the NRCS Soil Survey Information).There are three major on-site basins that are named the Ex. NW Basin, Ex. NE Basin, Ex. South Basin (Refer to Appendix B for the Existing Drainage Area Map). The Ex. NW Basin is approximately 2.88 acres and drains via sheet and shallow concentrated flow toward the northwest corner of the site where it enters the 116th Street right-of-way. The runoff is then conveyed to the west via 12-inch RCP that is a part of the 116th Street storm sewer system where it eventually drains to the existing wet pond located west of Springmill Road. The Ex. NE Basin is approximately 2.99 acres and drains via sheet and shallow concentrated flows to the east where it enters the Illinois Street right-of-way. The runoff is then conveyed to the east under Illinois Street via three 12-inch RCP culverts that are a part of the Illinois Street storm sewer. The Ex. South Basin is approximately 56.70 acres and drains via sheet and shallow concentrated flows to the south where it enters the 111th Street right-of-way. The runoff is then conveyed south under 111th Street via 27- inch x 18-inch CMP culvert that discharges south to an existing ditch. The table below summarizes the discharge rates from the existing basins. 2 201001114 Basin 10-year Peak Runoff Rate 100-year Peak Runoff Rate (cfs) (cfs) Ex. NW Basin 6.10 14.09 Ex. NE Basin 6.12 14.43 Ex. South Basin 55.66 137.59 PROPOSED DRAINAGE The proposed development has been broken into two sub-basins which are known as the Phase I Basin and the Future Commercial Basin. A basin in the southwest corner of the site, known as the Southwest Undeveloped Basin, has also been delineated because it will drain through the proposed detention pond, but detention for this undeveloped ground will be provided once it is developed (Refer to Appendix C for the Proposed Drainage Area Map). The Phase I Basin, which contains approximately 3.86 acres, will be totally built out with this phase of the development and contains the CVS building along with the Retail building. A weighted curve number was calculated for this basin based on the impervious cover of the site and the next less infiltrating soil class was used in accordance with the Technical Standards Manual. A time of concentration estimation was computed based on a five minute travel time to the first inlet and an assumed velocity of 5 feet per second through a storm sewer network that would eventually discharge to the proposed detention pond. The Future Commercial Basin is approximately 37.03 acres and contains the interior access drives that will be constructed with this phase of the project along with the mass grading of building pads and the construction of the detention pond. The entire drainage area, excluding the pond normal pool area, was assumed to be 90% impervious in the developed condition. This was used to calculate the weighted runoff curve number. The same time of concentration calculated for the Phase I Basin was assumed for the developed conditions of the Future Commercial Basin since the stormwater will be conveyed through the same storm sewer trunkline when it is constructed. The Undeveloped Southwest Basin is approximately 8.47 acres and majority of the basin remain undisturbed except for the construction of the landscape berm along Spring Mill Road. A composite curve number for this basin was also calculated based on the impervious cover, but the actual soil group was used since the majority of this basin will remain undisturbed (Refer to Appendix C for the Proposed Curve Number Calculations and Time of Concentration Calculations for the Proposed Basins). The three proposed basins were modeled in ICPR using the unit hydrograph method and the NRCS Type II storm distribution. Below is a table summarizing the peak discharges from the proposed basins. Basin 10-year Peak Runoff Rate 100-year Peak Runoff Rate (cfs) (cfs) Phase I Basin 14.24 24.99 Future Commercial Basin 141.40 243.29 Undeveloped Southwest Basin 9.21 25.18 The proposed wet detention pond located on the southern portion of the site has been designed to detain the runoff from the fully developed conditions for the Phase I Basin and the Future Commercial Basin. The 3 201001114 detention pond discharges to the existing Illinois Street storm sewer that is located at the intersection of Illinois Street and 111th Street. The existing Illinois Street Storm Sewer was designed to accept the discharge from the entire build out of The Bridges Development. The Illinois Street storm sewer provides a 36” RCP stub, but this stub will be replaced a 30” RCP at 0.2% slope, which provides enough capacity for the developed allowable release rate from the entire area west of Illinois Street that will eventual discharge to it. Conversations with the Hamilton County Surveyor’s Office indicate that the allowable discharge from the proposed detention pond can be calculated using the northern area of the project even though it does not currently drain directly to the south. This is being allowed because the entire development is contained within the same overall watershed. The ICPR model routes the proposed basins through the proposed wet detention pond. An outlet control structure was designed to restrict the flows from the proposed detention pond to the allowable release rates. The allowable release rates are based on the acreage of the Phase I Basin (3.86 acres) and the Future Commercial Basin (37.03 acres) which is a total of 40.89 acres. Based on this acreage, the 10-yr allowable release rate is 4.09 cfs, while the 100-yr allowable release rate is 12.27 cfs. Below is a table summarizing the model results when only analyzing the inflow from the Phase I and Future Commercial Basins (Refer to Appendix C for the Proposed Detention Calculations). Discharges and Elevations 10-year 100-year Proposed Q Allowable Q Stage Proposed Q Allowable Q Stage (cfs) (cfs) (ft) (cfs) (cfs) (ft) Pond 4.04 4.09 839.42 12.07 12.27 841.37 The detention pond has also been analyzed incorporating the inflow from the Undeveloped Southwest Basin to establish the 100-yr flood elevation of the pond even though this drainage area is not being detained to the developed release rate requirements. The required detention volume for this basin will be provided once it is developed. Below is a table summarizing the results of the total discharge from the detention pond with the Undeveloped Southwest Basin being bypassed through the outlet control structure. Discharges and Elevations 10-year 100-year Proposed Q Stage Proposed Q Stage (cfs) (ft) (cfs) (ft) Pond 4.39 839.62 14.24 841.78 An emergency spillway weir has been provided in the bank such that 125% of the peak 100-yr inflow to the pond can pass through the weir without overtopping the bank (Refer to Appendix C for the Emergency Spillway Calculations). STORM SEWER The storm sewer for the proposed development has been designed for the two outlots that are being developed at this time. Culverts have also been sized for the future development of the remainder of the property to convey stormwater beneath the proposed interior access drives. The proposed storm sewer discharges to temporary swales that are located along the roadsides and the swales convey the runoff south to the proposed wet detention pond. The proposed storm sewer was designed for the 10-year storm event using the Rational Method (Refer to Appendix D for Proposed Storm Sewer Calculations). Storm sewer trunklines will be built in future phases once the parcel is developed and the temporary swales are removed. 4 201001114 OVERFLOW FLOOD ROUTING An ICPR model was generated to analyze the peak overflow elevations within the parking lots in the case that all of the storm sewer inlets are plugged. The results indicate that the minimum lowest adjacent grade of 855.00 for the retail building and 854.50 for the CVS building is at least 1’ above the highest ponding elevation in their respective parking lots (Refer to Appendix E for the Flood Routing Calculations). A variance from the standard requiring that the finish floor elevation of the proposed buildings must be 15 inches higher than adjacent roadway elevations and requiring the finish floor elevation to be 6 inches higher than the minimum lowest adjacent grade has been granted. SWALES Several temporary swales are proposed for proper conveyance of the stormwater from the proposed improvements to the detention pond. A variance has been approved to allow for these swales to be constructed without underdrains and at slopes less than the minimum design criteria listed in the Technical Standards Manual. The proposed swales located on the southern portion of the site that are being installed to provide drainage around the proposed berm have been designed with underdrains as required by the City of Carmel Engineering Department. The proposed swale capacity calculations can be found in Appendix F. WATER QUALITY The proposed development utilizes 1397 lineal feet of vegetated swale that contains 12’ of natural plantings centered on the flow line (Temporary Swale 41D) along with the wet detention pond that also contains natural plantings on the safety shelf and bank. The vegetated swale is temporary until future development requires that the swale be replaced with equivalent BMPs. Not all of the minimum design criteria for the vegetated swale have been met, but a variance has been approved to allow the swale as designed to be utilized as a BMP due to the swale being temporary and the overcompensation of the length of the swale. The vegetated swale is designed to treat the stormwater runoff from the fully developed drainage area that is north of the proposed east/west connector road while the detention pond is designed to treat the entire drainage area that drains to it (Refer to Appendix G for the BMP Treatment Area Map). The required water quality treatment rate for the vegetated swale treatment area was found to be 13.76 cfs, while the required treatment volume for the detention pond treatment area is 2.92 ac-ft (Refer to Appendix G for the Water Quality Calculations). CONCLUSIONS The drainage from the proposed site has been designed to meet the intent of the City of Carmel Stormwater Technical Standards. No adverse impacts are anticipated to affect adjacent or downstream landowners. 201001114 APPENDIX A SITE MAPS AND RAINFALL DATA Springmill Rd111th St 116t h S tIllinois StBurlington Ln Illinois StIllinois StBr CrA CrA CrA CrA Br CrA CrA CrA CrA 571280 571280 571360 571360 571440 571440 571520 571520 571600 571600 571680 571680 571760 5717604422400 4422400442248044224804422560442256044226404422640442272044227204422800442280044228804422880442296044229604423040442304044231204423120442320044232000 100 200 30050 Feet 0 30 60 9015 Meters 39° 57' 22''86° 9' 34''39° 56' 55''86° 9' 35''39° 56' 55'' 39° 57' 22''86° 9' 56''86° 9' 56''Map Scale: 1:2,350 if printed on B size (11" x 17") sheet. Soil Map—Hamilton County, Indiana Natural ResourcesNatural ResourcesNatural ResourcesNatural ResourcesConservation ServiceConservation ServiceConservation ServiceConservation Service Web Soil SurveyNational Cooperative Soil Survey 9/28/2010Page 1 of 3 Map Unit Legend Hamilton County, Indiana (IN057) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam 29.6 46.6% CrA Crosby silt loam, 0 to 3 percent slopes 33.9 53.4% Totals for Area of Interest 63.5 100.0% Soil Map–Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/28/2010 Page 3 of 3 Report—Water Features Water Features– Hamilton County, Indiana Map unit symbol and soil name Hydrologic group Surface runoff Month Water table Ponding Flooding Upper limit Lower limit Surface depth Duration Frequency Duration Frequency Ft Ft Ft Br—Brookston silty clay loam Brookston B Negligible January 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None B Negligible February 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None B Negligible March 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None B Negligible April 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None B Negligible May 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None B Negligible December 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None CrA—Crosby silt loam, 0 to 3 percent slopes Crosby C Medium January 0.5-2.0 2.0-3.5 ——None —None C Medium February 0.5-2.0 2.0-3.5 ——None —None C Medium March 0.5-2.0 2.0-3.5 ——None —None C Medium April 0.5-2.0 2.0-3.5 ——None —None C Medium December 0.5-2.0 2.0-3.5 ——None —None Data Source Information Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 10, Aug 26, 2010 Water Features–Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/28/2010 Page 3 of 3 Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity:City of Carmel Job #:201001114 Date:12/18/12 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 4.63 5.43 6.12 7.17 8.09 9.12 10 0.167 3.95 4.63 5.22 6.12 6.90 7.78 30 0.5 2.46 2.88 3.25 3.81 4.29 4.84 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 0.83 0.95 1.11 1.37 1.60 1.87 180 3 0.59 0.72 0.84 1.04 1.22 1.42 360 6 0.35 0.43 0.50 0.62 0.72 0.85 720 12 0.20 0.24 0.29 0.35 0.41 0.48 1440 24 0.11 0.14 0.16 0.20 0.23 0.27 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 0.39 0.45 0.51 0.60 0.67 0.76 10 0.167 0.66 0.77 0.87 1.02 1.15 1.30 30 0.5 1.23 1.44 1.63 1.91 2.15 2.42 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 1.66 1.90 2.22 2.74 3.20 3.74 180 3 1.77 2.16 2.52 3.12 3.66 4.26 360 6 2.10 2.58 3.00 3.72 4.32 5.10 720 12 2.40 2.88 3.48 4.20 4.92 5.76 1440 24 2.64 3.36 3.84 4.80 5.52 6.48 RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Rainfall Intensity (in/hr) City of Carmel Data Job Information 201001114 APPENDIX B EXISTING RUNOFF CALCULATIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=200' 03/28/13 ART ART 2010.01114 Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) Br B Undeveloped Conservation Treatment 71 1.41 CrA C Undeveloped Conservation Treatment 78 1.58 Totals =2.99 CN (weighted) =total product =Use CN = total area Cultivated Land 99.78 Cultivated Land 123.61 223.38 74.7 75 Cover Condition CN Area Product of CN x area CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:Ex. NE Project:By:ART Date:3/30/2013 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.06 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.01 Tt = .007 (nL)0.8 hr 0.15 ++=0.15 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved -- Flow length, L ft 155 -- Watercourse slope, s ft/ft 0.005 -- Average velocity, V (Figure 3-1)ft/s 1.14 -- Tt =L hr 0.04 +-+-=0.04 3600 V Channel Flow Segment ID Channel Geometry --- Discharge (cfs)--- Side Slope (x:1) (ft)--- Slope of Channel (ft)--- Manning's Roughness Coefficient --- Depth (ft)--- Cross Sectional Area (ft2)--- Wetted Perimeter (ft)--- Hydraulic Radius (ft)--- Velocity (ft/s)--- Flow length, L ft --- Tt =L hr -+-+-=0.00 3600 V Watershed or subarea Tc or Tt hr 0.19 min 11.29 Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity City of Carmel Ex. NE Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) Br B Undeveloped Conservation Treatment 71 1.33 Br B Fully Developed Paved/Rooftop 98 0.03 CrA C Fully Developed Paved/Rooftop 98 0.04 CrA C Undeveloped Conservation Treatment 78 1.50 Totals =2.88 CN (weighted) =total product =Use CN = total area Cultivated Land 116.70 217.47 75.5 76 Impervious 3.09 3.48 Cover Condition CN Area Product of CN x area Impervious Cultivated Land 94.20 CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:Ex. NW Project:By:ART Date:3/30/2013 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.06 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.01 Tt = .007 (nL)0.8 hr 0.11 ++=0.11 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved -- Flow length, L ft 337 -- Watercourse slope, s ft/ft 0.005 -- Average velocity, V (Figure 3-1)ft/s 1.14 -- Tt =L hr 0.08 +-+-=0.08 3600 V Channel Flow Segment ID Channel Geometry --- Discharge (cfs)--- Side Slope (x:1) (ft)--- Slope of Channel (ft)--- Manning's Roughness Coefficient --- Depth (ft)--- Cross Sectional Area (ft2)--- Wetted Perimeter (ft)--- Hydraulic Radius (ft)--- Velocity (ft/s)--- Flow length, L ft --- Tt =L hr -+-+-=0.00 3600 V Watershed or subarea Tc or Tt hr 0.20 min 11.76 Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity City of Carmel Ex. NW Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) Br B Undeveloped Conservation Treatment 71 26.31 Br B Fully Developed Paved/Rooftop 98 0.34 CrA C Fully Developed Paved/Rooftop 98 0.38 CrA C Undeveloped Conservation Treatment 78 29.67 Totals =56.70 CN (weighted) =total product =Use CN = total area Cultivated Land 2314.21 4252.83 75.0 75 Cultivated Land 1868.05 Impervious 33.16 Impervious 37.40 Cover Condition CN Area Product of CN x area CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:Ex. South Project:By:ART Date:3/30/2013 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.06 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.01 Tt = .007 (nL)0.8 hr 0.15 ++=0.15 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved -- Flow length, L ft 2519 -- Watercourse slope, s ft/ft 0.006 -- Average velocity, V (Figure 3-1)ft/s 1.20 -- Tt =L hr 0.58 +-+-=0.58 3600 V Channel Flow Segment ID Channel Geometry --- Discharge (cfs)--- Side Slope (x:1) (ft)--- Slope of Channel (ft)--- Manning's Roughness Coefficient --- Depth (ft)--- Cross Sectional Area (ft2)--- Wetted Perimeter (ft)--- Hydraulic Radius (ft)--- Velocity (ft/s)--- Flow length, L ft --- Tt =L hr -+-+-=0.00 3600 V Watershed or subarea Tc or Tt hr 0.73 min 43.93 Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity City of Carmel Ex. South Existing Basin Output Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 10 Yr -24 Hr Ex. NE Basin BASE 12.04 6.122 1.538 16691.531 100 Yr -24 Hr Ex. NE Basin BASE 12.04 14.430 3.672 39852.832 10 Yr -24 Hr Ex. NW Basin BASE 12.05 6.095 1.607 16800.467 100 Yr -24 Hr Ex. NW Basin BASE 12.05 14.094 3.775 39462.681 10 Yr -24 HrEx. South Basin BASE 12.33 55.660 1.539316695.110 100 Yr -24 HrEx. South Basin BASE 12.33 137.593 3.674756113.291 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 201001114 APPENDIX C PROPOSED DETENTION CALCULATIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=200' 3/28/13 ART ART 2010.01114 Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) B Fully Developed Good Condition (grass cover >75%)74 0.35 B Fully Developed Paved/Rooftop 98 1.47 C Fully Developed Good Condition (grass cover >75%)80 0.39 C Fully Developed Paved/Rooftop 98 1.653 Totals =3.86 CN (weighted) =total product =Use CN = total area 31.38729109 Impervious 162.0389684 Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:Phase I CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area 94.0 94 Br Open Space 25.74646189 Impervious 143.6949343 362.8676556 CrA Open Space Project:By:ART Date:3/30/2013 Location:Checked:Date: Basin: Present -Developed X Tc X Tt -through subarea (min.)5 (ft)2502 (ft/s)5 Tc (min.) =13.34 Time to Inlet Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity Block P City of Carmel Phase I and Future Commercial Basin Estimation Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) B Fully Developed Good Condition (grass cover >75%)74 1.63 B Fully Developed Paved/Rooftop 98 14.71 C Fully Developed Good Condition (grass cover >75%)80 1.84 C Fully Developed Paved/Rooftop 98 16.590 -Water Water 100 2.250 Totals =37.03 CN (weighted) =total product =Use CN = total area *Assumed entire drainage area that is outside of detention pond to be 90% impervious in developed conditions Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:Future Commercial Basin CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description CrA Open Space 147.4672 Impervious 1625.82588 Cover Condition CN Area Product of CN x area Water 225 3561.02804 96.2 96 Br Open Space 120.96484 Impervious 1441.77012 Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) B Fully Developed Good Condition (grass cover >75%)61 3.72 B Fully Developed Paved/Rooftop 98 0.26 C Fully Developed Good Condition (grass cover >75%)74 4.19 C Fully Developed Paved/Rooftop 98 0.296 Totals =8.47 CN (weighted) =total product =Use CN = total area 591.8459377 69.9 70 Br Open Space 226.8215598 Impervious 25.72634986 CrA Open Space 310.2874634 Impervious 29.01056474 Cover Condition CN Area Product of CN x area CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:SW Undeveloped Project:By:ART Date:3/30/2013 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.02 Tt = .007 (nL)0.8 hr 0.26 ++=0.26 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved -- Flow length, L ft 774 -- Watercourse slope, s ft/ft 0.006 -- Average velocity, V (Figure 3-1)ft/s 1.30 -- Tt =L hr 0.17 +-+-=0.17 3600 V Watershed or subarea Tc or Tt hr 0.43 min 25.66 Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity City of Carmel SW Undeveloped Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Node Diagram Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench T:Tmp Veg Swl BMP U:Tmp Veg Swl BMP M:Str. 204M:Str. 203M:Str. 201 A:Pond U:Future Comm U:Phase I U:Undevel. SW T:Existing U:Ex. NE Basin U:Ex. NW Basin U:Ex. South Basin T:Ex. Str. P:204-Ex P:203-204P:201-203 D:Str. 200 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Onsite Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Ex. Str. BASE 10 YR -24 HR 0.00 835.000 835.000 0.0000 3 15.21 4.044 0.00 0.000 Ex. Str. BASE 100 YR -24 HR 0.00 835.000 835.000 0.0000 3 13.86 12.073 0.00 0.000 Existing BASE 10 YR -24 HR 0.00 0.000 1.000 0.0000 0 12.33 58.405 0.00 0.000 Existing BASE 100 YR -24 HR 0.00 0.000 1.000 0.0000 0 12.33 143.590 0.00 0.000 Pond BASE 10 YR -24 HR 15.40 839.416 842.500 0.0050 118406 12.00 151.279 15.40 4.044 Pond BASE 100 YR -24 HR 13.83 841.371 842.500 0.0050 130926 12.00 261.523 13.83 12.071 Str. 201 BASE 10 YR -24 HR 15.41 836.838 842.910 0.0049 287 15.40 4.044 15.21 4.044 Str. 201 BASE 100 YR -24 HR 13.81 837.651 842.910 -0.0049 281 13.83 12.071 13.81 12.071 Str. 203 BASE 10 YR -24 HR 15.40 836.448 839.520 -0.0042 458 15.21 4.044 15.46 4.045 Str. 203 BASE 100 YR -24 HR 13.79 837.261 839.520 0.0049 456 13.81 12.071 13.78 12.072 Str. 204 BASE 10 YR -24 HR 15.55 836.058 840.970 -0.0036 345 15.46 4.045 15.21 4.044 Str. 204 BASE 100 YR -24 HR 13.83 836.871 840.970 0.0043 347 13.78 12.072 13.86 12.073 Tmp Veg Swl BMP BASE 24 HR-1in 0.00 0.000 100.000 0.0000 0 12.00 13.758 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Node Output (Including Undeveloped SW) Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Ex. Str. BASE 10 YR -24 HR 0.00 835.000 835.000 0.0000 3 15.43 4.394 0.00 0.000 Ex. Str. BASE 100 YR -24 HR 0.00 835.000 835.000 0.0000 3 13.78 14.245 0.00 0.000 Existing BASE 10 YR -24 HR 0.00 0.000 1.000 0.0000 0 12.33 58.402 0.00 0.000 Existing BASE 100 YR -24 HR 0.00 0.000 1.000 0.0000 0 12.33 143.581 0.00 0.000 Pond BASE 10 YR -24 HR 15.44 839.621 842.080 0.0050 119655 12.00 156.866 15.43 4.394 Pond BASE 100 YR -24 HR 13.79 841.780 842.080 0.0050 133596 12.00 278.835 13.79 14.243 Str. 201 BASE 10 YR -24 HR 15.48 836.881 842.910 0.0049 289 15.43 4.394 15.41 4.394 Str. 201 BASE 100 YR -24 HR 13.78 837.842 842.910 -0.0049 268 13.79 14.243 13.74 14.243 Str. 203 BASE 10 YR -24 HR 15.43 836.491 839.520 -0.0043 461 15.41 4.394 15.41 4.394 Str. 203 BASE 100 YR -24 HR 13.83 837.452 839.520 0.0049 433 13.74 14.243 13.76 14.243 Str. 204 BASE 10 YR -24 HR 15.58 836.101 840.970 -0.0039 347 15.41 4.394 15.43 4.394 Str. 204 BASE 100 YR -24 HR 13.79 837.062 840.970 -0.0043 333 13.76 14.243 13.78 14.245 Tmp Veg Swl BMP BASE 24 HR-1in 0.00 0.000 100.000 0.0000 0 12.00 13.758 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: Ex. NE Basin Node: Existing Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 11.29 Area(ac): 2.990 Time Shift(hrs): 0.00 Curve Number: 75.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Ex. NW Basin Node: Existing Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 11.76 Area(ac): 2.880 Time Shift(hrs): 0.00 Curve Number: 76.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Ex. South Basin Node: Existing Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 43.93 Area(ac): 56.700 Time Shift(hrs): 0.00 Curve Number: 75.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Future Comm Node: Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 13.00 Area(ac): 37.030 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Phase I Node: Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 13.00 Area(ac): 3.860 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Tmp Veg Swl BMP Node: Tmp Veg Swl BMP Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 13.830 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Undevel. SW Node: Pond Status: Inactive Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 25.00 Area(ac): 8.470 Time Shift(hrs): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input Curve Number: 70.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: Ex. Str. Base Flow(cfs): 0.000 Init Stage(ft): 835.000 Group: BASE Warn Stage(ft): 835.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 835.000 99999.00 835.000 ------------------------------------------------------------------------------------------ Name: Existing Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 1.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 0.000 999.00 0.000 ------------------------------------------------------------------------------------------ Name: Pond Base Flow(cfs): 0.000 Init Stage(ft): 836.080 Group: BASE Warn Stage(ft): 842.480 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 836.080 2.2500 837.000 2.3800 838.000 2.5200 839.000 2.6600 840.000 2.8000 841.000 2.9500 842.000 3.1000 843.000 3.2500 ------------------------------------------------------------------------------------------ Name: Str. 201 Base Flow(cfs): 0.000 Init Stage(ft): 835.880 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 842.910 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: Str. 203 Base Flow(cfs): 0.000 Init Stage(ft): 835.490 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 839.520 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: Str. 204 Base Flow(cfs): 0.000 Init Stage(ft): 835.100 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 840.970 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: Tmp Veg Swl BMP Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 100.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input 99999.00 0.000 ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: 201-203 From Node: Str. 201 Length(ft): 145.00 Group: BASE To Node: Str. 203 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.50 Rise(in): 30.00 30.00 Exit Loss Coef: 0.00 Invert(ft): 835.880 835.590 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 203-204 From Node: Str. 203 Length(ft): 145.00 Group: BASE To Node: Str. 204 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.50 Rise(in): 30.00 30.00 Exit Loss Coef: 0.00 Invert(ft): 835.490 835.200 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 204-Ex From Node: Str. 204 Length(ft): 51.00 Group: BASE To Node: Ex. Str. Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.50 Rise(in): 30.00 30.00 Exit Loss Coef: 0.00 Invert(ft): 835.100 835.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: Str. 200 From Node: Pond Length(ft): 42.00 Group: BASE To Node: Str. 201 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 30.00 30.00 Flow: Both Rise(in): 30.00 30.00 Entrance Loss Coef: 0.500 Invert(ft): 836.070 835.980 Exit Loss Coef: 0.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure Str. 200 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 10.00 Invert(ft): 836.080 Rise(in): 10.00 Control Elev(ft): 836.080 *** Weir 2 of 2 for Drop Structure Str. 200 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 10.00 Invert(ft): 839.430 Rise(in): 24.00 Control Elev(ft): 839.430 ========================================================================================== ==== Percolation Links =================================================================== ========================================================================================== Name: From Node: Flow: Both Group: BASE To Node: Count: 1 Surface Area Option: Use 1st Point in Stage/Area Table Vertical Flow Termination: Horizontal Flow Algorithm Aquifer Base Elev(ft): 0.000 Perimeter 1(ft): 0.000 Water Table Elev(ft): 0.000 Perimeter 2(ft): 0.000 *****************************0.000 Perimeter 3(ft): 0.000 Horiz Conductivity(ft/day): 0.000 Distance 1 to 2(ft): 0.000 Vert Conductivity(ft/day): 0.000 Distance 2 to 3(ft): 0.000 Effective Porosity(dec): 0.000 Num Cells 1 to 2: 0 Suction Head(in): 0.000 Num Cells 2 to 3: 0 Layer Thickness(ft): 0.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 10 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\10 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 100 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\100 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 24 Hr-1in Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\24 Hr-1in.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input 48.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 10 YR -24 HR Hydrology Sim: 10 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\10 YR -24 HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 100 YR -24 HR Hydrology Sim: 100 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\100 YR -24 HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 24 HR-1in Hydrology Sim: 24 Hr-1in Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\24 HR-1in.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Descriptio Reviewing Job #: Date:3/30/2013 Elevation Area Incremental Volume Total Volume (ft) (acre) (ac-ft) (ac-ft) 836.08 2.25 0.000 0.0 837 2.38 2.130 2.1 838 2.52 2.450 4.6 839 2.66 2.590 7.2 840 2.8 2.730 9.9 841 2.95 2.875 12.8 842 3.1 3.025 15.8 842.48 3.18 1.507 17.3 201001114 The Bridges - Commercial Amenity Block Phas PROPOSED STORMWATER SYSTEM DETENTION POND VOLUME Job Information City of Carmel Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100 YR -24 HR Pond BASE 43.51 837.999 842.480 109762 0.000 2.852 22.5 17.9 100 YR -24 HR Pond BASE 43.59 837.991 842.480 109715 0.000 2.844 22.5 18.0 100 YR -24 HR Pond BASE 43.68 837.983 842.480 109668 0.000 2.836 22.5 18.0 100 YR -24 HR Pond BASE 43.76 837.975 842.480 109620 0.000 2.828 22.5 18.0 100 YR -24 HR Pond BASE 43.84 837.968 842.480 109573 0.000 2.820 22.5 18.0 100 YR -24 HR Pond BASE 43.93 837.960 842.480 109526 0.000 2.812 22.5 18.0 100 YR -24 HR Pond BASE 44.01 837.952 842.480 109479 0.000 2.804 22.5 18.1 100 YR -24 HR Pond BASE 44.09 837.944 842.480 109432 0.000 2.796 22.5 18.1 100 YR -24 HR Pond BASE 44.18 837.937 842.480 109386 0.000 2.788 22.5 18.1 100 YR -24 HR Pond BASE 44.26 837.929 842.480 109339 0.000 2.780 22.5 18.1 100 YR -24 HR Pond BASE 44.34 837.922 842.480 109293 0.000 2.772 22.5 18.1 100 YR -24 HR Pond BASE 44.43 837.914 842.480 109246 0.000 2.764 22.5 18.2 100 YR -24 HR Pond BASE 44.51 837.906 842.480 109200 0.000 2.756 22.5 18.2 100 YR -24 HR Pond BASE 44.59 837.899 842.480 109154 0.000 2.748 22.5 18.2 100 YR -24 HR Pond BASE 44.68 837.891 842.480 109108 0.000 2.740 22.5 18.2 100 YR -24 HR Pond BASE 44.76 837.884 842.480 109062 0.000 2.732 22.5 18.2 100 YR -24 HR Pond BASE 44.84 837.876 842.480 109016 0.000 2.724 22.5 18.3 100 YR -24 HR Pond BASE 44.93 837.869 842.480 108971 0.000 2.716 22.5 18.3 100 YR -24 HR Pond BASE 45.01 837.861 842.480 108925 0.000 2.708 22.5 18.3 100 YR -24 HR Pond BASE 45.09 837.854 842.480 108880 0.000 2.700 22.5 18.3 100 YR -24 HR Pond BASE 45.18 837.846 842.480 108834 0.000 2.692 22.5 18.3 100 YR -24 HR Pond BASE 45.26 837.839 842.480 108789 0.000 2.684 22.5 18.3 100 YR -24 HR Pond BASE 45.34 837.832 842.480 108744 0.000 2.676 22.5 18.4 100 YR -24 HR Pond BASE 45.43 837.824 842.480 108699 0.000 2.668 22.5 18.4 100 YR -24 HR Pond BASE 45.51 837.817 842.480 108654 0.000 2.660 22.5 18.4 100 YR -24 HR Pond BASE 45.59 837.810 842.480 108610 0.000 2.652 22.5 18.4 100 YR -24 HR Pond BASE 45.68 837.802 842.480 108565 0.000 2.643 22.5 18.4 100 YR -24 HR Pond BASE 45.76 837.795 842.480 108520 0.000 2.635 22.5 18.5 100 YR -24 HR Pond BASE 45.84 837.788 842.480 108476 0.000 2.628 22.5 18.5 100 YR -24 HR Pond BASE 45.93 837.780 842.480 108432 0.000 2.619 22.5 18.5 100 YR -24 HR Pond BASE 46.01 837.773 842.480 108388 0.000 2.611 22.5 18.5 100 YR -24 HR Pond BASE 46.09 837.766 842.480 108344 0.000 2.603 22.5 18.5 100 YR -24 HR Pond BASE 46.18 837.759 842.480 108300 0.000 2.596 22.5 18.5 100 YR -24 HR Pond BASE 46.26 837.752 842.480 108256 0.000 2.587 22.5 18.6 100 YR -24 HR Pond BASE 46.34 837.744 842.480 108212 0.000 2.579 22.5 18.6 100 YR -24 HR Pond BASE 46.43 837.737 842.480 108169 0.000 2.572 22.5 18.6 100 YR -24 HR Pond BASE 46.51 837.730 842.480 108125 0.000 2.564 22.5 18.6 100 YR -24 HR Pond BASE 46.59 837.723 842.480 108082 0.000 2.556 22.5 18.6 100 YR -24 HR Pond BASE 46.68 837.716 842.480 108039 0.000 2.548 22.5 18.6 100 YR -24 HR Pond BASE 46.76 837.709 842.480 107996 0.000 2.540 22.5 18.7 100 YR -24 HR Pond BASE 46.84 837.702 842.480 107953 0.000 2.532 22.5 18.7 100 YR -24 HR Pond BASE 46.93 837.695 842.480 107910 0.000 2.524 22.5 18.7 100 YR -24 HR Pond BASE 47.01 837.688 842.480 107867 0.000 2.516 22.5 18.7 100 YR -24 HR Pond BASE 47.09 837.681 842.480 107825 0.000 2.508 22.5 18.7 100 YR -24 HR Pond BASE 47.18 837.674 842.480 107782 0.000 2.500 22.5 18.8 100 YR -24 HR Pond BASE 47.26 837.667 842.480 107740 0.000 2.492 22.5 18.8 100 YR -24 HR Pond BASE 47.34 837.660 842.480 107697 0.000 2.484 22.5 18.8 100 YR -24 HR Pond BASE 47.43 837.653 842.480 107655 0.000 2.476 22.5 18.8 100 YR -24 HR Pond BASE 47.51 837.646 842.480 107613 0.000 2.468 22.5 18.8 100 YR -24 HR Pond BASE 47.59 837.639 842.480 107571 0.000 2.460 22.5 18.8 100 YR -24 HR Pond BASE 47.68 837.632 842.480 107530 0.000 2.452 22.5 18.9 100 YR -24 HR Pond BASE 47.76 837.626 842.480 107488 0.000 2.444 22.5 18.9 100 YR -24 HR Pond BASE 47.84 837.619 842.480 107446 0.000 2.436 22.5 18.9 100 YR -24 HR Pond BASE 47.93 837.612 842.480 107405 0.000 2.428 22.5 18.9 100 YR -24 HR Pond BASE 48.00 837.607 842.480 107372 0.000 2.422 22.5 18.9 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 7 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Stage/Storage Pond Stage (ft)Volume (af) 0 5 10 15 20 836 838 840 842 844 Pond Initial Stage Warning Stage You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity: Job #: Date:03/30/13 *Emergency spillway must carry the peak 100 yr flow rate to the pond 278.84 (From ICPR output) 348.55 3.00 348.55 75.00 1.34 100 yr Flood Elev. =841.39 842.48 843.82 844.48 L = H = Spillway Elev. = Overflow Elev. = Berm Elevation = *OVERFLOW SPILLWAY WIDTH OF 75 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE 201001114 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information City of Carmel 201001114 APPENDIX D PROPOSED STORM SEWER CALCULATIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=120' 3/28/12 ART ART 2010.01114 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=120' 3/28/13 ART ART 2010.01114 The Bridges - Commercial Amenity Block Phase I 3/26/2013 Runoff Coefficient Runoff Curve Number Roof 0.9 98 Grass 0.3 77 Pavement 0.85 98 Roof Area Pervious Area Pavement Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)C CN 1 1 -0.01 0.09 0.10 0.79 96 2A 2A -0.23 0.00 0.23 0.30 77 2 2 -0.02 0.20 0.22 0.81 97 3A 3A -0.26 0.00 0.26 0.30 77 3 3 -0.01 0.30 0.31 0.84 97 4 4 -0.02 0.09 0.11 0.74 94 5 5 -0.02 0.05 0.07 0.69 92 6 6 -0.02 0.15 0.17 0.78 95 7 7 --0.02 0.02 0.85 98 8A 8A -0.02 0.15 0.17 0.79 96 8 8 --0.02 0.02 0.85 98 9 9 -0.04 0.23 0.27 0.78 95 10 10 -0.04 0.11 0.15 0.70 92 11 11 -0.08 0.13 0.21 0.63 90 12 12 -0.01 0.06 0.07 0.74 94 13 13 -0.02 0.18 0.20 0.80 96 14 14 -0.02 0.17 0.19 0.78 95 15 15 --0.02 0.02 0.85 98 16 16 --0.02 0.02 0.85 98 17 17 -0.02 0.16 0.18 0.78 95 18 18 ------ 20 20 --1.49 1.49 0.85 98 21 21 ------ 30 30 --1.50 1.50 0.85 98 31 31 ------ 40 40 --13.05 13.05 0.85 98 41 41 ------ 200 200 ------ 201 201 ------ 202 202 -0.30 0.25 0.55 0.55 87 203 203 -3.72 -3.72 0.30 77 204 204 ------ 210 210 -0.21 0.31 0.52 0.63 90 211 211 ------ 220 220 -0.17 0.22 0.39 0.61 89 221 221 ------ 230 230 -17.22 1.24 18.46 0.34 79 231 231 ------ 500 500 -0.06 0.21 0.27 0.74 94 501 501 -0.10 0.33 0.43 0.72 93 20A --1.49 -1.49 0.30 77 30A --1.50 -1.50 0.30 77 40A --2.26 0.43 2.69 0.39 81 40B --3.07 0.43 3.50 0.37 80 40C --9.63 3.48 13.11 0.45 83 41C --19.23 3.78 23.01 0.39 81 Roadside Swale 202 --0.30 0.25 0.55 0.55 87 Roadside Swale 210 --0.21 0.31 0.52 0.63 90 Roadside Swale 220 --0.17 0.22 0.39 0.61 89 230D --17.24 1.24 18.48 0.34 79 East 111th Roadside Swale --0.11 0.09 0.20 0.55 87 West 111th Roadside Swale --0.51 0.25 0.77 0.48 84 Date: Runoff Coefficient and Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin Structure Description: Entity: Job #: Project:By:ART Date:4/15/2013 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.02 Tt = .007 (nL)0.8 hr 0.29 ++=0.29 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved -- Flow length, L ft 334 -- Watercourse slope, s ft/ft 0.010 -- Average velocity, V (Figure 3-1)ft/s 1.65 -- Tt =L hr 0.06 +-+-=0.06 3600 V Watershed or subarea Tc or Tt hr 0.35 min 21.00 Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity City of Carmel Str 203 Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity: Job #: Date: 10-yr Entity Data Match Crown 0.1 INLET CASTING TO INLET CASTING INLET c AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET CASTING INLET Q CUM. Q U.S.D.S.U.S.D.S. (ft)(acres)(acres)(min)(min)(CFS)(CFS)(inches)(%)(cfs)(%)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft) 1 2 141 RCP 0.79 0.10 --0.08 0.08 0.08 5.00 5.00 --6.12 6.12 0.48 0.48 12 0.35 0.013 2.11 23%2.68 0.33 2.18 0.88 853.05 852.70 849.38 848.89 2A 2 14 PVC 0.30 0.23 --0.07 0.07 0.07 5.00 5.00 --6.12 6.12 0.42 0.42 12 3.25 0.011 7.59 6%9.66 0.16 5.20 0.02 852.00 852.70 849.35 848.89 2 5 118 RCP 0.81 0.22 --0.18 0.18 0.33 5.00 5.88 --6.12 5.96 1.09 1.95 12 0.40 0.013 2.25 86%2.87 0.72 3.23 0.69 852.70 854.08 848.79 848.31 3A 3 21 PVC 0.30 0.26 --0.08 0.08 0.08 5.00 5.00 --6.12 6.12 0.48 0.48 12 3.25 0.011 7.59 6%9.66 0.17 5.39 0.04 852.00 852.74 849.63 848.95 3 4 130 RCP 0.84 0.31 --0.26 0.26 0.34 5.00 5.04 --6.12 6.11 1.58 2.06 15 0.35 0.013 3.82 54%3.11 0.65 3.17 0.70 852.74 854.08 848.70 848.25 4 5 24 RCP 0.74 0.11 --0.08 0.08 0.42 5.00 5.73 --6.12 5.99 0.50 2.50 15 0.35 0.013 3.82 65%3.11 0.74 3.32 0.13 854.08 854.08 848.15 848.06 5 8 55 RCP 0.69 0.07 --0.05 0.05 0.79 5.00 6.56 --6.12 5.84 0.30 4.63 18 0.30 0.013 5.75 80%3.26 1.02 3.62 0.28 854.08 853.80 847.81 847.65 6 7 10 RCP 0.78 0.17 --0.13 0.13 0.13 5.00 5.00 --6.12 6.12 0.81 0.81 12 0.35 0.013 2.11 38%2.68 0.43 2.51 0.06 853.17 853.80 849.42 849.38 7 8 24 RCP 0.85 0.02 --0.02 0.02 0.15 5.00 5.06 --6.12 6.11 0.10 0.91 12 0.35 0.013 2.11 43%2.68 0.46 2.59 0.15 853.80 853.80 849.28 849.20 8A 8 12 RCP 0.79 0.17 --0.13 0.13 0.13 5.00 5.00 --6.12 6.12 0.82 0.82 12 0.35 0.013 2.11 39%2.68 0.43 2.51 0.07 852.70 853.80 848.84 848.80 8 16 71 RCP 0.85 0.02 --0.02 0.02 1.09 5.00 6.84 --6.12 5.79 0.10 6.33 18 0.44 0.013 6.97 91%3.94 1.12 4.47 0.30 853.80 853.45 847.55 847.24 9 10 145 RCP 0.78 0.27 0.90 0.31 0.49 0.21 0.49 5.00 5.00 --6.12 6.12 1.28 2.99 15 0.50 0.013 4.57 65%3.72 0.74 3.97 0.65 852.00 852.80 848.06 847.34 10 17 135 RCP 0.70 0.15 --0.11 0.11 0.59 5.00 5.65 --6.12 6.00 0.65 3.57 18 0.30 0.013 5.75 62%3.26 0.85 3.43 0.69 852.80 852.45 847.09 846.68 11 12 110 RCP 0.63 0.21 --0.13 0.13 0.13 5.00 5.00 --6.12 6.12 0.81 0.81 12 0.46 0.013 2.42 34%3.08 0.40 2.77 0.60 853.00 853.05 849.17 848.66 12 13 5 RCP 0.74 0.07 --0.05 0.05 0.18 5.00 5.60 --6.12 6.01 0.32 1.11 15 0.30 0.013 3.54 31%2.88 0.48 2.55 0.03 853.05 852.50 848.41 848.40 13 14 90 RCP 0.80 0.20 --0.16 0.16 0.34 5.00 5.62 --6.12 6.01 0.98 2.07 18 0.30 0.013 5.75 36%3.26 0.62 2.99 0.46 852.50 852.50 848.15 847.88 14 15 72 RCP 0.78 0.19 0.90 0.22 0.35 0.15 0.69 5.00 6.09 --6.12 5.92 0.91 4.09 18 0.35 0.013 6.21 66%3.52 0.89 3.75 0.34 852.50 853.45 847.78 847.52 15 16 25 RCP 0.85 0.02 --0.02 0.02 0.71 5.00 6.43 --6.12 5.86 0.10 4.15 18 0.35 0.013 6.21 67%3.52 0.90 3.77 0.12 853.45 853.45 847.42 847.34 16 17 12 RCP 0.85 0.02 --0.02 0.02 1.82 5.00 7.14 --6.12 5.73 0.10 10.42 24 0.30 0.013 12.39 84%3.94 1.41 4.42 0.05 853.45 852.45 846.74 846.70 17 18 100 RCP 0.78 0.18 --0.14 0.14 2.55 5.00 7.19 --6.12 5.73 0.86 14.61 24 0.70 0.013 18.93 77%6.02 1.32 6.65 0.28 852.45 -846.18 845.48 18 OUT --------2.55 -7.47 ---5.68 -14.48 -----------845.48 845.48 20 21 85 RCP 0.85 1.49 --1.27 1.27 1.27 6.00 6.00 --5.94 5.94 7.52 7.52 24 0.30 0.013 12.39 61%3.94 1.12 4.13 0.36 --844.78 844.52 21 OUT --------1.27 -6.36 ---5.88 -7.44 -----------844.52 844.52 30 31 85 RCP 0.85 1.50 --1.28 1.28 1.28 6.00 6.00 --5.94 5.94 7.57 7.57 24 0.30 0.013 12.39 61%3.94 1.13 4.14 0.36 --843.86 843.60 31 OUT --------1.28 -6.36 ---5.88 -7.49 -----------843.60 843.60 40 41 75 RCP 0.85 13.05 --11.09 11.09 11.09 9.00 9.00 --5.40 5.40 59.90 59.90 48 0.30 0.013 78.68 76%6.26 2.61 6.89 0.20 --843.33 843.10 41 OUT --------11.09 -9.20 ---5.36 -59.50 -----------843.10 843.10 200 201 42 RCP --------0.00 ------30 0.20 0.013 18.34 -3.74 --0.19 842.48 842.91 836.07 835.98 201 203 145 RCP --------0.19 ------30 0.20 0.013 18.34 -3.74 --0.65 842.91 839.52 835.88 835.59 202 203 63 RCP 0.85 0.55 --0.47 0.47 0.47 5.00 5.00 --6.12 6.12 2.86 2.86 12 2.47 0.013 5.59 51%7.12 0.51 7.16 0.15 -839.52 838.54 836.99 203 204 145 RCP 0.30 3.72 --1.12 1.12 1.58 21.00 21.00 --4.14 4.14 4.62 6.55 30 0.20 0.013 18.34 36%3.74 1.03 3.42 0.65 839.52 840.97 835.49 835.20 204 EX. STR 51 RCP ------1.58 -21.65 ---4.07 -6.45 30 0.20 0.013 18.34 35%3.74 1.02 3.41 0.23 840.97 -835.10 835.00 210 211 56 RCP 0.85 0.52 --0.44 0.44 0.44 5.00 5.00 --6.12 6.12 2.71 2.71 12 1.00 0.013 3.56 76%4.54 0.65 4.99 0.21 --844.92 844.36 211 OUT --------0.44 -5.21 ---6.08 -2.69 -----------844.36 844.36 220 221 58 RCP 0.85 0.39 --0.33 0.33 0.33 5.00 5.00 --6.12 6.12 2.03 2.03 12 0.40 0.013 2.25 90%2.87 0.74 3.25 0.34 --844.41 844.18 221 OUT --------0.33 -5.34 ---6.06 -2.01 -----------844.18 844.18 230 231 48 HDPE 0.34 18.46 --6.28 6.28 6.28 25.00 25.00 --3.74 3.74 23.49 23.49 24 1.30 0.012 27.94 84%8.89 1.40 9.97 0.09 --838.62 838.00 231 OUT --------6.28 -25.09 ---3.73 -23.43 -----------838.00 838.00 500 501 101 RCP --0.74 0.27 0.20 -0.20 5.00 5.00 --6.12 6.12 -1.22 12 0.50 0.013 2.52 49%3.21 0.49 3.18 0.52 854.54 852.62 848.01 847.51 501 EX. STR 69 RCP --0.72 0.43 0.31 -0.51 5.00 5.52 --6.12 6.03 -3.07 15 0.50 0.013 4.57 67%3.72 0.75 3.99 0.31 852.62 -847.26 846.91 CVS ROOF DRAIN TRUNK OUT 142 PVC --0.90 0.31 0.28 -0.28 5.00 5.00 --6.12 6.12 -1.71 10 0.50 0.011 1.83 93%3.36 0.64 3.81 0.70 --849.71 849.00 RETAIL ROOF DRAIN TRUNK OUT 58 PVC --0.90 0.22 0.20 -0.20 5.00 5.00 --6.12 6.12 -1.21 10 0.50 0.011 1.83 66%3.36 0.50 3.59 0.29 --847.63 847.34 ELEV.ELEV. FULL FLOW VELOCITY PIPE DIAMETER PIPE SLOPE FULL PIPE CAPACITY TRAVEL TIME FLOW DEPTH FLOW VELOCITYCAPACITY UTILIZATION i (in/hr) PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHOD Job Information City of Carmel 201001114 03/30/13 STR.LENGTH Drop Amount: INVERTRIMENTITY DATA i MANNING'S N FLOW (in/hr) CHEN'S METHOD Offsite Runnoff Design Storm: TO STR.DIRECT TO CASTINGPIPE MATERIAL Design Parameters Intensity Calculation Method: cA Invert Calculation Method: DIRECT TO INLET Description:The Bridges - Commercial Amenity Block Phase I Entity:City of Carmel Job #:201001114 Date:03/30/13 10-yr 10-yr Pond Discharge 4.39 Entity Data (dc+D)/2 Structure Coefficient (ft)(ft)(ft)(ft)(min)(in/hr)(cfs)(in.)%(sq. ft)(ft.)(ft.)(ft.)(ft)(ft/s)(ft)(ft)(ft/s)(ft.)(ft.)(ft.)(ft.)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.) 2 1 848.89 849.89 849.53 849.90 5.00 6.12 0.48 12 0.35 0.222 1.216 0.183 0.326 0.288 2.18 141 0.013 0.490 -0.10 0.10 0.10 0.10 -1.25 3.23 -0.092 0.583 850.49 853.05 850.38 2 2A 848.89 849.89 849.53 849.90 5.00 6.12 0.42 12 3.25 0.081 0.824 0.099 0.160 0.269 5.20 14 0.011 0.452 ------1.25 3.23 -0.524 0.976 850.88 852.00 850.35 5 2 848.31 849.31 849.11 849.39 5.88 5.96 1.95 12 0.40 0.603 2.020 0.298 0.717 0.595 3.23 118 0.013 0.469 2.18 -----0.50 3.62 -0.044 0.513 849.90 852.70 849.79 3 3A 848.95 849.95 849.60 850.08 5.00 6.12 0.48 12 3.25 0.089 0.850 0.104 0.170 0.286 5.39 21 0.011 0.677 ------1.25 3.17 -0.563 1.241 851.32 852.00 850.63 4 3 848.25 849.50 849.16 849.48 5.04 6.11 2.06 15 0.35 0.649 2.021 0.321 0.654 0.572 3.17 130 0.013 0.453 5.39 -----0.50 3.32 -0.147 0.600 850.08 852.74 849.95 5 4 848.06 849.31 849.01 849.39 5.73 5.99 2.50 15 0.35 0.754 2.190 0.344 0.738 0.633 3.32 24 0.013 0.084 3.17 -----0.50 3.62 -0.007 0.091 849.48 854.08 849.40 8 5 847.65 849.15 848.81 849.21 6.56 5.84 4.63 18 0.30 1.279 2.907 0.440 1.019 0.826 3.62 55 0.013 0.164 3.23 -----0.50 4.47 -0.021 0.185 849.39 854.08 849.31 7 6 849.38 850.38 850.07 850.07 5.00 6.12 0.81 12 0.35 0.323 1.431 0.226 0.430 0.377 2.51 10 0.013 0.035 ------1.25 2.59 -0.122 0.157 850.23 853.17 850.42 8 7 849.20 850.20 849.90 849.90 5.06 6.11 0.91 12 0.35 0.353 1.492 0.237 0.460 0.401 2.59 24 0.013 0.084 2.51 -----0.50 4.47 -0.003 0.087 849.99 853.80 850.28 8 8A 848.80 849.80 849.49 849.49 5.00 6.12 0.82 12 0.35 0.325 1.435 0.227 0.432 0.378 2.51 12 0.013 0.042 ------1.25 4.47 -0.123 0.164 849.65 852.70 849.84 16 8 847.24 848.74 848.47 848.84 6.84 5.79 6.33 18 0.44 1.416 3.132 0.452 1.121 0.972 4.47 71 0.013 0.311 3.62 -----0.50 4.42 -0.053 0.364 849.21 853.80 849.05 10 9 847.34 848.59 848.31 849.24 5.00 6.12 2.99 15 0.50 0.754 2.190 0.344 0.738 0.695 3.97 145 0.013 0.721 ------1.25 3.43 -0.306 1.027 850.26 852.00 849.31 17 10 846.68 848.18 847.79 848.80 5.65 6.00 3.57 18 0.30 1.040 2.566 0.405 0.855 0.721 3.43 135 0.013 0.403 3.97 -----0.50 6.65 -0.031 0.434 849.24 852.80 848.59 12 11 848.66 849.66 849.35 849.53 5.00 6.12 0.81 12 0.46 0.292 1.368 0.214 0.399 0.376 2.77 110 0.013 0.503 ------1.25 2.55 -0.149 0.652 850.18 853.00 850.17 13 12 848.40 849.65 849.23 849.51 5.60 6.01 1.11 15 0.30 0.435 1.673 0.260 0.481 0.415 2.55 5 0.013 0.015 2.77 -----0.50 2.99 -0.009 0.024 849.53 853.05 849.66 14 13 847.88 849.38 848.90 849.22 5.62 6.01 2.07 18 0.30 0.692 2.098 0.330 0.622 0.542 2.99 90 0.013 0.269 2.55 -----0.50 3.75 -0.019 0.287 849.51 852.50 849.65 15 14 847.52 849.02 848.66 848.93 6.09 5.92 4.09 18 0.35 1.090 2.634 0.414 0.888 0.775 3.75 72 0.013 0.251 2.99 -----0.50 3.77 -0.040 0.291 849.22 852.50 849.28 16 15 847.34 848.84 848.48 848.84 6.43 5.86 4.15 18 0.35 1.102 2.651 0.416 0.896 0.780 3.77 25 0.013 0.087 3.75 -----0.50 4.42 -0.001 0.088 848.93 853.45 848.92 17 16 846.70 848.70 848.28 848.80 7.14 5.73 10.42 24 0.30 2.358 3.976 0.593 1.405 1.156 4.42 12 0.013 0.036 4.47 -----0.50 6.65 -0.003 0.039 848.84 853.45 848.74 18 17 845.48 847.48 847.17 847.17 7.19 5.73 14.61 24 0.70 2.197 3.791 0.580 1.319 1.377 6.65 100 0.013 0.696 3.43 ----1.00 0.50 -0.686 0.252 1.634 848.80 852.45 848.18 21 20 844.52 846.52 846.01 846.01 6.00 5.94 7.52 24 0.30 1.820 3.392 0.537 1.125 0.975 4.13 85 0.013 0.254 -----1.00 1.25 -0.265 0.332 0.851 846.86 -846.78 31 30 843.60 845.60 845.09 845.09 6.00 5.94 7.57 24 0.30 1.829 3.402 0.538 1.130 0.978 4.14 85 0.013 0.254 -----1.00 1.25 -0.266 0.333 0.852 845.94 -845.86 41 40 843.10 847.10 846.27 846.27 9.00 5.40 59.90 48 0.30 8.692 7.527 1.155 2.612 2.332 6.89 75 0.013 0.224 -----1.00 1.25 -0.737 0.922 1.883 848.15 -847.33 201 200 835.98 838.48 837.58 837.76 0.00 -4.39 30 0.20 1.431 3.076 0.465 0.833 0.690 3.07 42 0.013 0.084 ------1.25 3.07 -0.183 0.266 838.03 842.48 838.57 203 201 835.59 838.09 837.19 837.47 0.19 -4.39 30 0.20 1.431 3.076 0.465 0.833 0.690 3.07 145 0.013 0.288 3.07 -----0.50 3.90 -0.000 0.288 837.76 842.91 838.38 203 202 836.99 837.99 837.85 837.85 5.00 6.12 2.86 12 2.47 0.399 1.584 0.252 0.507 0.725 7.16 63 0.013 1.544 ------1.25 3.90 -0.996 2.540 840.39 -839.54 204 203 835.20 837.70 837.01 837.14 21.00 4.14 10.94 30 0.20 2.805 4.209 0.666 1.391 1.107 3.90 145 0.013 0.288 3.07 -----0.50 3.89 -0.045 0.333 837.47 839.52 837.99 EX. STR 204 835.00 837.50 836.80 836.80 21.65 4.07 10.84 30 0.20 2.785 4.193 0.664 1.383 1.102 3.89 51 0.013 0.101 3.90 ----1.00 0.50 -0.235 0.001 0.337 837.14 840.97 837.60 211 210 844.36 845.36 845.21 845.21 5.00 6.12 2.71 12 1.00 0.542 1.879 0.288 0.652 0.705 4.99 56 0.013 0.557 -----1.00 1.25 -0.387 0.483 1.427 846.64 -845.92 221 220 844.18 845.18 844.98 844.98 5.00 6.12 2.03 12 0.40 0.625 2.076 0.301 0.742 0.608 3.25 58 0.013 0.231 -----1.00 1.25 -0.164 0.205 0.599 845.58 -845.41 231 230 838.00 840.00 839.86 839.86 25.00 3.74 23.49 24 1.30 2.357 3.974 0.593 1.404 1.721 9.97 48 0.012 0.621 -----1.00 1.25 -1.542 1.928 4.091 843.95 -840.62 501 500 847.51 848.51 848.24 848.24 5.00 6.12 1.22 12 0.50 0.384 1.554 0.247 0.491 0.466 3.18 101 0.013 0.502 -----1.00 1.25 -0.157 0.197 0.856 849.09 854.54 849.01 U.S. STR. CROWN"D" LOSS OUTLET STRUCTURE COEFFICIENT UPSTREAM STRUCTURE COEFFICIENT EFFLUENT PIPE VELOCITY OUTLET STRUCTURE UPSTREAM STRUCTURE LOSS"A" LOSS "B" LOSS "C" LOSS TOTAL LOSS U.S. HGL ELEV. U.S. STR. TOR FLOW DEPTH VELOCITY LENGTH MANNING'S N FRICTION LOSS UPSTREAM MAXIMUM INFLUENT VELOCITYFLOWDIAMETERSLOPEAREA WETTED PERIMETE HYDRAULI C RADIUSD.S. STR.U.S. STR.D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV.Tc ENTITY DATA PROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE CALCULATIONS Job Information Design Parameters Design Storm: Intensity Calculation Method: Starting Elevation: Calculation Method: INTENSITY Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity:City of Carmel Job #:201001114 Date:3/30/2013 STR.STRUCTURE CASTING GRADE CONNECT TO REMARKS NO.TYPE TYPE L.F.SIZE TYPE T.O.R.UPSTM DNSTM (%)STRUCT. 1 TYPE ''A'' INLET R-3010 141 12 RCP 853.05 849.38 848.89 0.35 2 2A DRAINTECH 2424SD2 PVC YARD BASIN BEEHIVE 14 12 PVC 852.00 849.35 848.89 3.25 2 2 TYPE "C" MANHOLE R-3010 118 12 RCP 852.70 848.79 848.31 0.40 5 3A DRAINTECH 2424SD2 PVC YARD BASIN BEEHIVE 21 12 PVC 852.00 849.63 848.95 3.25 3 3 TYPE "C" MANHOLE R-3010 130 15 RCP 852.74 848.70 848.25 0.35 4 4 TYPE ''C'' MANHOLE R-3287-10V 24 15 RCP 854.08 848.15 848.06 0.35 5 FLAT TOP REQUIRED 5 TYPE ''C'' MANHOLE R-3287-10V 55 18 RCP 854.08 847.81 847.65 0.30 8 FLAT TOP REQUIRED 6 TYPE ''A'' INLET R-3010 10 12 RCP 853.17 849.42 849.38 0.35 7 7 TYPE ''M'' INLET R-3287-10V 24 12 RCP 853.80 849.28 849.20 0.35 8 8A TYPE ''A'' INLET R-3010 12 12 RCP 852.70 848.84 848.80 0.35 8 8 TYPE ''C'' MANHOLE R-3287-10V 71 18 RCP 853.80 847.55 847.24 0.44 16 FLAT TOP REQUIRED 9 TYPE ''J'' INLET R-3287-SB10 145 15 RCP 852.00 848.06 847.34 0.50 10 10 TYPE ''C'' MANHOLE R-3010 135 18 RCP 852.80 847.09 846.68 0.30 17 11 TYPE ''A'' INLET R-3010 110 12 RCP 853.00 849.17 848.66 0.46 12 12 TYPE ''M'' INLET R-3287-SB10 5 15 RCP 853.05 848.41 848.40 0.30 13 13 TYPE ''M'' INLET R-3287-SB10 90 18 RCP 852.50 848.15 847.88 0.30 14 14 TYPE ''M'' INLET R-3287-SB10 72 18 RCP 852.50 847.78 847.52 0.35 15 15 TYPE ''C'' MANHOLE R-3287-10V 25 18 RCP 853.45 847.42 847.34 0.35 16 FLAT TOP REQUIRED 16 TYPE ''C'' MANHOLE R-3287-10V 12 24 RCP 853.45 846.74 846.70 0.30 17 FLAT TOP REQUIRED 17 TYPE ''C'' MANHOLE R-3010 100 24 RCP 852.45 846.18 845.48 0.70 18 2' SUMP REQUIRED 18 CONCRETE END SECTION -----845.48 --OUT 20 CONCRETE END SECTION -85 24 RCP -844.78 844.52 0.30 21 21 CONCRETE END SECTION -----844.52 --OUT 30 CONCRETE END SECTION -85 24 RCP -843.86 843.60 0.30 31 31 CONCRETE END SECTION -----843.60 --OUT 40 CONCRETE END SECTION -75 48 RCP -843.33 843.10 0.30 41 41 CONCRETE END SECTION -----843.10 --OUT 200 OUTLET CONTROL STRUCTURE -42 30 RCP 842.48 836.07 835.98 0.20 201 SEE DETAIL 201 TYPE ''J'' MANHOLE R-1772 145 30 RCP 842.91 835.88 835.59 0.20 203 202 CONCRETE END SECTION -63 12 RCP -838.54 836.99 2.47 203 203 TYPE ''J'' MANHOLE R-4215-C 145 30 RCP 839.52 835.49 835.20 0.20 204 FLAT TOP REQUIRED 204 TYPE ''J'' MANHOLE R-1772 51 30 RCP 840.97 835.10 835.00 0.20 EX. STR 210 CONCRETE END SECTION -56 12 RCP -844.92 844.36 1.00 211 211 CONCRETE END SECTION -----844.36 --OUT 220 CONCRETE END SECTION -58 12 RCP -844.41 844.18 0.40 221 221 CONCRETE END SECTION -----844.18 --OUT 230 METAL END SECTION -48 24 HDPE -838.62 838.00 1.30 231 231 METAL END SECTION -----838.00 --OUT 500 TYPE ''C'' MANHOLE R-1772 101 12 RCP 854.54 848.01 847.51 0.50 501 116TH STREET STORM SEWER 12" RCP INV (N):850.83 501 TYPE ''C'' MANHOLE R-1772 69 15 RCP 852.62 847.26 846.91 0.50 EX. STR 116TH STREET STORM SEWER 12" RCP INV (N):850.27; CONNECTION TO EX. STR TO BE CORE DRILLED *ALL CASTINGS SHALL READ "DUMP NO WASTE DRAINS TO WATERWAY" PIPE ELEVATIONSPIPE Job Information STORM SEWER - STRUCTURE DATA TABLE PROPOSED STORM SEWER SYSTEM STORM SEWER STRUCTURE DATA TABLE Job Information Description: Reviewing Entity:City of Carmel Job #:201001114 Date:04/15/13 10-yr 50% Entity Data SPECIFIED SPECIFIED PIPE STRUCTURE CASTING CASTING CASTING ENTITY DATA CASTING ORIFICE FLOW WEIR FLOW PONDING DEPTH STR.STRUCTURE CASTING COVER DEPTH c A Tc i FLOW DEPTH DEPTH NO.TYPE TYPE (ft)(ft)(acres)(min)(in/hr)(cfs)(ft)(ft)(ft) 1 TYPE ''A'' INLET R-3010 2.50 3.67 0.79 0.10 5.00 6.12 0.48 0.04 0.18 0.18 2A DRAINTECH 2424SD2 PVC YARD BASIN BEEHIVE 1.48 2.65 0.30 0.23 5.00 6.12 0.42 0.01 0.14 0.14 2 TYPE "C" MANHOLE R-3010 2.75 3.91 0.81 0.22 5.00 6.12 1.09 0.21 0.30 0.30 3A DRAINTECH 2424SD2 PVC YARD BASIN BEEHIVE 1.20 2.37 0.30 0.26 5.00 6.12 0.48 0.01 0.15 0.15 3 TYPE "C" MANHOLE R-3010 2.60 4.04 0.84 0.31 5.00 6.12 1.58 0.43 0.38 0.43 4 TYPE ''C'' MANHOLE R-3287-10V 4.50 5.93 0.74 0.11 5.00 6.12 0.50 0.01 0.16 0.16 5 TYPE ''C'' MANHOLE R-3287-10V 4.56 6.27 0.69 0.07 5.00 6.12 0.30 0.00 0.12 0.12 6 TYPE ''A'' INLET R-3010 2.58 3.75 0.78 0.17 5.00 6.12 0.81 0.11 0.25 0.25 7 TYPE ''M'' INLET R-3287-10V 3.35 4.52 0.85 0.02 5.00 6.12 0.10 0.00 0.06 0.06 8A TYPE ''A'' INLET R-3010 2.69 3.86 0.79 0.17 5.00 6.12 0.82 0.12 0.25 0.25 8 TYPE ''C'' MANHOLE R-3287-10V 4.54 6.25 0.85 0.02 5.00 6.12 0.10 0.00 0.06 0.06 9 TYPE ''J'' INLET R-3287-SB10 2.50 3.94 0.78 0.27 5.00 6.12 1.28 0.13 0.29 0.29 10 TYPE ''C'' MANHOLE R-3010 4.01 5.71 0.70 0.15 5.00 6.12 0.65 0.07 0.21 0.21 11 TYPE ''A'' INLET R-3010 2.67 3.83 0.63 0.21 5.00 6.12 0.81 0.11 0.25 0.25 12 TYPE ''M'' INLET R-3287-SB10 3.20 4.64 0.74 0.07 5.00 6.12 0.32 0.01 0.12 0.12 13 TYPE ''M'' INLET R-3287-SB10 2.65 4.35 0.80 0.20 5.00 6.12 0.98 0.07 0.25 0.25 14 TYPE ''M'' INLET R-3287-SB10 3.02 4.72 0.78 0.19 5.00 6.12 0.91 0.06 0.24 0.24 15 TYPE ''C'' MANHOLE R-3287-10V 4.32 6.03 0.85 0.02 5.00 6.12 0.10 0.00 0.06 0.06 16 TYPE ''C'' MANHOLE R-3287-10V 4.46 6.71 0.85 0.02 5.00 6.12 0.10 0.00 0.06 0.06 17 TYPE ''C'' MANHOLE R-3010 4.02 6.27 0.78 0.18 5.00 6.12 0.86 0.13 0.26 0.26 18 CONCRETE END SECTION ----------0.00 20 CONCRETE END SECTION ---0.85 1.49 6.00 5.94 7.52 --0.00 21 CONCRETE END SECTION ----------0.00 30 CONCRETE END SECTION ---0.85 1.50 6.00 5.94 7.57 --0.00 31 CONCRETE END SECTION ----------0.00 40 CONCRETE END SECTION ---0.85 13.05 9.00 5.40 59.90 --0.00 41 CONCRETE END SECTION ----------0.00 200 OUTLET CONTROL STRUCTURE -3.62 6.41 -------0.00 201 TYPE ''J'' MANHOLE R-1772 4.24 7.03 -------0.00 202 CONCRETE END SECTION ---0.85 0.55 5.00 6.12 2.86 --0.00 203 TYPE ''J'' MANHOLE R-4215-C 1.24 4.03 0.30 3.72 21.00 4.14 4.62 0.34 0.42 0.42 204 TYPE ''J'' MANHOLE R-1772 3.08 5.87 -------0.00 210 CONCRETE END SECTION ---0.85 0.52 5.00 6.12 2.71 --0.00 211 CONCRETE END SECTION ----------0.00 220 CONCRETE END SECTION ---0.85 0.39 5.00 6.12 2.03 --0.00 221 CONCRETE END SECTION ----------0.00 230 METAL END SECTION ---0.34 18.46 25.00 3.74 23.49 --0.00 231 METAL END SECTION ----------0.00 500 TYPE ''C'' MANHOLE R-1772 5.36 6.53 -------0.00 501 TYPE ''C'' MANHOLE R-1772 3.93 5.37 -------0.00 Intensity Calculation Method: Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): The Bridges - Commercial Amenity Block Phase I 201001114 APPENDIX E PROPOSED OVERFLOW FLOOD ROUTING CALCULATIONS Flood Routing Input ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: #1 Node: #1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.100 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #10 Node: #10 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.150 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #11 Node: #11 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.340 Time Shift(hrs): 0.00 Curve Number: 93.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #12 Node: #12 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.130 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #13 Node: #13 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.210 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #14 Node: #14 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.250 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #15 Node: #14 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Area(ac): 0.150 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #16 Node: #17 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.110 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #17 Node: #17 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.180 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #2 Node: #2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.220 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #2A Node: #2A Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.230 Time Shift(hrs): 0.00 Curve Number: 77.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #3 Node: #3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.280 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #3A Node: #3A Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.290 Time Shift(hrs): 0.00 Curve Number: 77.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #6 Node: #6 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.220 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #8A Node: #8A Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.170 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #9 Node: #9 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.580 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: #1 Base Flow(cfs): 0.000 Init Stage(ft): 853.150 Group: BASE Warn Stage(ft): 853.500 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 853.150 0.0000 853.500 0.0076 ------------------------------------------------------------------------------------------ Name: #10 Base Flow(cfs): 0.000 Init Stage(ft): 852.800 Group: BASE Warn Stage(ft): 853.400 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.800 0.0000 853.400 0.0590 ------------------------------------------------------------------------------------------ Name: #11 Base Flow(cfs): 0.000 Init Stage(ft): 853.100 Group: BASE Warn Stage(ft): 853.800 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 853.100 0.0000 853.800 0.0730 ------------------------------------------------------------------------------------------ Name: #12 Base Flow(cfs): 0.000 Init Stage(ft): 853.050 Group: BASE Warn Stage(ft): 853.420 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 853.050 0.0000 853.420 0.0080 ------------------------------------------------------------------------------------------ Name: #13 Base Flow(cfs): 0.000 Init Stage(ft): 852.500 Group: BASE Warn Stage(ft): 853.330 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Stage(ft) Area(ac) --------------- --------------- 852.500 0.0000 853.000 0.0120 853.330 0.0300 ------------------------------------------------------------------------------------------ Name: #14 Base Flow(cfs): 0.000 Init Stage(ft): 852.500 Group: BASE Warn Stage(ft): 853.450 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.500 0.0000 853.000 0.0290 853.450 0.0970 ------------------------------------------------------------------------------------------ Name: #17 Base Flow(cfs): 0.000 Init Stage(ft): 852.450 Group: BASE Warn Stage(ft): 853.380 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.450 0.0000 853.380 0.0700 ------------------------------------------------------------------------------------------ Name: #2 Base Flow(cfs): 0.000 Init Stage(ft): 852.700 Group: BASE Warn Stage(ft): 853.500 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.700 0.0000 853.500 0.0430 ------------------------------------------------------------------------------------------ Name: #2A Base Flow(cfs): 0.000 Init Stage(ft): 852.000 Group: BASE Warn Stage(ft): 853.200 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.000 0.0690 853.000 0.1440 853.200 0.1570 ------------------------------------------------------------------------------------------ Name: #3 Base Flow(cfs): 0.000 Init Stage(ft): 852.740 Group: BASE Warn Stage(ft): 854.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.740 0.0000 853.000 0.0070 854.000 0.1480 ------------------------------------------------------------------------------------------ Name: #3A Base Flow(cfs): 0.000 Init Stage(ft): 852.000 Group: BASE Warn Stage(ft): 853.240 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.000 0.0870 853.000 0.1450 853.240 0.1460 ------------------------------------------------------------------------------------------ Name: #6 Base Flow(cfs): 0.000 Init Stage(ft): 853.170 Group: BASE Warn Stage(ft): 853.850 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Stage(ft) Area(ac) --------------- --------------- 853.170 0.0000 853.850 0.0530 ------------------------------------------------------------------------------------------ Name: #8A Base Flow(cfs): 0.000 Init Stage(ft): 852.700 Group: BASE Warn Stage(ft): 853.200 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.700 0.0000 853.200 0.0126 ------------------------------------------------------------------------------------------ Name: #9 Base Flow(cfs): 0.000 Init Stage(ft): 852.000 Group: BASE Warn Stage(ft): 852.500 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.000 0.0000 852.500 0.0200 ------------------------------------------------------------------------------------------ Name: South Base Flow(cfs): 0.000 Init Stage(ft): 853.090 Group: BASE Warn Stage(ft): 854.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 853.090 99999.00 853.090 ------------------------------------------------------------------------------------------ Name: West Base Flow(cfs): 0.000 Init Stage(ft): 852.000 Group: BASE Warn Stage(ft): 852.500 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 852.000 999999.00 852.000 ========================================================================================== ==== Cross Sections ====================================================================== ========================================================================================== Name: 1-West Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.550 0.050000 31.000 853.400 0.012000 --------------------------------------------------------------------- Name: 10-9 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.400 0.012000 25.000 853.400 0.012000 --------------------------------------------------------------------- Name: 11-13 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input 0.000 854.150 0.012000 55.000 853.800 0.012000 --------------------------------------------------------------------- Name: 12-13 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.150 0.012000 21.000 853.420 0.012000 --------------------------------------------------------------------- Name: 13-14 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.830 0.012000 25.000 853.330 0.012000 --------------------------------------------------------------------- Name: 14-SOUTH Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.500 0.012000 45.000 853.450 0.012000 --------------------------------------------------------------------- Name: 17-SOUTH Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.380 0.012000 40.000 853.380 0.012000 --------------------------------------------------------------------- Name: 2-8A Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.440 0.012000 39.000 853.500 0.012000 --------------------------------------------------------------------- Name: 2A-2 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.700 0.012000 76.000 853.200 0.012000 150.000 854.000 0.012000 --------------------------------------------------------------------- Name: 3-11 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.000 0.012000 32.000 854.000 0.012000 --------------------------------------------------------------------- Name: 3A-3 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input 0.000 854.150 0.012000 90.000 853.240 0.012000 180.000 854.210 0.012000 --------------------------------------------------------------------- Name: 6-14 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.000 0.012000 44.000 853.850 0.012000 --------------------------------------------------------------------- Name: 8A-17 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.650 0.012000 61.000 853.200 0.012000 --------------------------------------------------------------------- Name: 9-WEST Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.000 0.050000 25.000 853.000 0.050000 49.000 852.500 0.050000 99.000 853.000 0.050000 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: 1-West From Node: #1 Group: BASE To Node: West Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 1-West Invert(ft): 853.400 Control Elevation(ft): 853.400 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 10-9 From Node: #10 Group: BASE To Node: #9 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 10-9 Invert(ft): 853.400 Control Elevation(ft): 853.400 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 11-13 From Node: #11 Group: BASE To Node: #13 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 11-13 Invert(ft): 853.800 Control Elevation(ft): 853.800 Struct Opening Dim(ft): 9999.00 TABLE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 12-13 From Node: #12 Group: BASE To Node: #13 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 12-13 Invert(ft): 853.420 Control Elevation(ft): 853.420 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 13-14 From Node: #13 Group: BASE To Node: #14 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 13-14 Invert(ft): 853.330 Control Elevation(ft): 853.330 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 14-South From Node: #14 Group: BASE To Node: South Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 14-SOUTH Invert(ft): 853.450 Control Elevation(ft): 853.450 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 17-SOUTH From Node: #17 Group: BASE To Node: South Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 17-SOUTH Invert(ft): 853.380 Control Elevation(ft): 853.380 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 2-8A From Node: #2 Group: BASE To Node: #8A Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 2-8A Invert(ft): 853.500 Control Elevation(ft): 853.500 Struct Opening Dim(ft): 9999.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 2A-2 From Node: #2A Group: BASE To Node: #2 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 2A-2 Invert(ft): 852.700 Control Elevation(ft): 852.700 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 3-11 From Node: #3 Group: BASE To Node: #11 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 3-11 Invert(ft): 854.000 Control Elevation(ft): 854.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 3A-3 From Node: #3A Group: BASE To Node: #3 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 3A-3 Invert(ft): 853.240 Control Elevation(ft): 853.240 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 6-14 From Node: #6 Group: BASE To Node: #14 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 6-14 Invert(ft): 853.850 Control Elevation(ft): 853.850 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 8A-17 From Node: #8A Group: BASE To Node: #17 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 8A-17 Invert(ft): 853.200 Control Elevation(ft): 853.200 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 9-WEST From Node: #9 Group: BASE To Node: West Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 9-WEST Invert(ft): 852.500 Control Elevation(ft): 852.500 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 10 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\10 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 100 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\100 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 24 Hr-1in Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\24 Hr-1in.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 10 YR -24 HR Hydrology Sim: 10 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\10 YR -24 HR.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input 30.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 100 YR -24 HR Hydrology Sim: 100 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\100 YR -24 HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 24 HR-1in Hydrology Sim: 24 Hr-1in Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\24 HR-1in.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) CVS Flood Routing Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs #1 BASE 100 YR -24 HR 12.00 853.495 853.500 0.0019 328 12.00 0.740 12.00 0.739 #10 BASE 100 YR -24 HR 12.00 853.457 853.400 0.0017 2812 12.00 1.079 12.00 1.065 #17 BASE 100 YR -24 HR 12.00 853.469 853.380 0.0024 3340 12.00 3.382 12.00 3.366 #2 BASE 100 YR -24 HR 24.25 853.421 853.500 0.0050 1689 12.01 0.213 0.00 0.000 #2A BASE 100 YR -24 HR 24.25 853.418 853.200 0.0044 7457 12.00 1.315 0.00 0.000 #8A BASE 100 YR -24 HR 12.00 853.472 853.200 -0.0049 848 12.00 1.258 12.00 1.253 #9 BASE 100 YR -24 HR 12.00 852.741 852.500 0.0043 1291 12.00 5.376 12.00 5.366 South BASE 100 YR -24 HR 0.00 853.090 854.000 0.0000 0 12.00 12.728 0.00 0.000 West BASE 100 YR -24 HR 0.00 852.000 852.500 0.0000 0 12.00 6.105 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Retail Flood Routing Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs #11 BASE 100 YR -24 HR 12.00 853.971 853.800 0.0018 3958 12.00 2.467 12.00 2.428 #12 BASE 100 YR -24 HR 12.00 853.694 853.420 0.0022 606 12.00 0.962 12.00 0.948 #13 BASE 100 YR -24 HR 12.00 853.689 853.330 0.0029 2160 12.00 4.928 12.00 4.882 #14 BASE 100 YR -24 HR 12.00 853.636 853.450 0.0029 5452 12.00 9.453 12.00 9.365 #3 BASE 100 YR -24 HR 24.25 853.608 854.000 0.0037 4040 11.82 0.292 0.00 0.000 #3A BASE 100 YR -24 HR 24.25 853.608 853.240 0.0050 6427 12.00 1.659 24.25 0.000 #6 BASE 100 YR -24 HR 12.00 853.963 853.850 0.0018 2694 12.00 1.628 12.00 1.618 South BASE 100 YR -24 HR 0.00 853.090 854.000 0.0000 0 12.00 12.728 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 201001114 APPENDIX F PROPOSED SWALE CALCULATIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=200' 3/28/13 ART ART 2010.01114 Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity:City of Carmel Job #:201001114 Date:03/30/13 100-yr Entity Data Chen's Method Entity Data (ac.)(min.)(in/hr)(in/hr)(cfs) TEMPORARY SWALE 20A 1.49 0.3 10 -7.78 3.48 TEMPORARY SWALE 30A 1.5 0.3 10 -7.78 3.50 TEMPORARY SWALE 40A 2.69 0.39 10 -7.78 8.16 TEMPORARY SWALE 40B 3.5 0.37 10 -7.78 10.08 TEMPORARY SWALE 40C 13.11 0.45 10 -7.78 45.90 TEMPORARY SWALE 41C 23.01 0.39 10 -7.78 69.82 ROADSIDE SWALE 202 0.55 0.55 10 -7.78 2.35 ROADSIDE SWALE 210 0.58 0.63 10 -7.78 2.84 ROADSIDE SWALE 220 0.39 0.61 10 -7.78 1.85 TEMPORARY SWALE 230D*18.48 0.34 25 -5.575 35.03 EAST 111TH ROADSIDE SWALE 0.2 0.55 10 -7.78 0.86 WEST 111TH ROADSIDE SWALE 0.766 0.48 10 -7.78 2.86 TC of 10 minutes assumed for swale basins. *TC Undeveloped SW was used for Swale 230D Intensity Tc Rational Method Runoff Calculation Design Parameters Design Storm: Intensity Calculation Method: Q Job Information Runoff Coefficient Proposed Runoff Basin Area Description: Entity: Job #: Date:03/30/13 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel Solve For:Depth 201001114 Location of Channel: 100-yr Temporary Swale #20A Geometry:V-bottom Side Slope (x:1):3.0000 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Flow Rate (cfs):3.48 Maximum Flow Rate (cfs):- Depth of Flow (ft):1.03 Cross Sectional Area (ft2):3.20 Velocity (ft/s):1.09 Wetted Perimeter (ft):6.53 Hydraulic Radius (ft):0.49 Top Width (ft):6.20 Description: Entity: Job #: Date:03/30/13 Top Width (ft):6.21 Velocity (ft/s):1.09 Cross Sectional Area (ft2):3.21 Wetted Perimeter (ft):6.54 Hydraulic Radius (ft):0.49 Flow Rate (cfs):3.50 Maximum Flow Rate (cfs):- Depth of Flow (ft):1.03 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 100-yr Side Slope (x:1):3.0000 Location of Channel:Temporary Swale #30A Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 Top Width (ft):8.53 Velocity (ft/s):1.35 Cross Sectional Area (ft2):6.06 Wetted Perimeter (ft):8.99 Hydraulic Radius (ft):0.67 Flow Rate (cfs):8.16 Maximum Flow Rate (cfs):- Depth of Flow (ft):1.42 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 100-yr Side Slope (x:1):3.0000 Location of Channel:Temporary Swale #40A Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Location of Channel:Temporary Swale #40B Geometry:V-bottom Solve For:Depth 100-yr Side Slope (x:1):3.0000 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Flow Rate (cfs):10.08 Maximum Flow Rate (cfs):- Depth of Flow (ft):1.54 Top Width (ft):9.23 Velocity (ft/s):1.42 Cross Sectional Area (ft2):7.10 Wetted Perimeter (ft):9.73 Hydraulic Radius (ft):0.73 Description: Entity: Job #: Date:03/30/13 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Location of Channel:Temporary Swale #40C Geometry:V-bottom Solve For:Depth 100-yr Side Slope (x:1):3.0000 Slope of Channel (ft/ft):0.0030 Manning's Roughness Coefficient:0.060 Flow Rate (cfs):45.90 Maximum Flow Rate (cfs):- Depth of Flow (ft):2.99 Top Width (ft):17.94 Velocity (ft/s):1.71 Cross Sectional Area (ft2):26.81 Wetted Perimeter (ft):18.91 Hydraulic Radius (ft):1.42 Description: Entity: Job #: Date:03/30/13 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Location of Channel:Temporary Swale #41D Geometry:V-bottom Solve For:Depth 100-yr Side Slope (x:1):3.0000 Slope of Channel (ft/ft):0.0030 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 Flow Rate (cfs):69.82 Maximum Flow Rate (cfs):- Depth of Flow (ft):3.50 Top Width (ft):20.99 Velocity (ft/s):1.90 Cross Sectional Area (ft2):36.72 Wetted Perimeter (ft):22.13 Hydraulic Radius (ft):1.66 Description: Entity: Job #: Date:03/30/13 Top Width (ft):5.35 Velocity (ft/s):0.99 Cross Sectional Area (ft2):2.38 Wetted Perimeter (ft):5.64 Hydraulic Radius (ft):0.42 Flow Rate (cfs):2.35 Maximum Flow Rate (cfs):- Depth of Flow (ft):0.89 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 100-yr Side Slope (x:1):3.0000 Location of Channel:Roadside Swale 202E Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 Top Width (ft):5.74 Velocity (ft/s):1.03 Cross Sectional Area (ft2):2.75 Wetted Perimeter (ft):6.05 Hydraulic Radius (ft):0.45 Flow Rate (cfs):2.84 Maximum Flow Rate (cfs):- Depth of Flow (ft):0.96 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 100-yr Side Slope (x:1):3.0000 Location of Channel:Roadside Swale 210E Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 Top Width (ft):4.89 Velocity (ft/s):0.93 Cross Sectional Area (ft2):1.99 Wetted Perimeter (ft):5.15 Hydraulic Radius (ft):0.39 Flow Rate (cfs):1.85 Maximum Flow Rate (cfs):- Depth of Flow (ft):0.81 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 100-yr Side Slope (x:1):3.0000 Location of Channel:Roadside Swale 220E Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Location of Channel:Temporary Swale #230C Geometry:V-bottom Solve For:Depth 100-yr Side Slope (x:1):3.0000 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 Flow Rate (cfs):35.03 Maximum Flow Rate (cfs):- Depth of Flow (ft):2.45 Top Width (ft):14.73 Velocity (ft/s):1.94 Cross Sectional Area (ft2):18.08 Wetted Perimeter (ft):15.52 Hydraulic Radius (ft):1.16 Description: Entity: Job #: Date:03/30/13 Top Width (ft):3.67 Velocity (ft/s):0.77 Cross Sectional Area (ft2):1.12 Wetted Perimeter (ft):3.87 Hydraulic Radius (ft):0.29 Flow Rate (cfs):0.86 Maximum Flow Rate (cfs):- Depth of Flow (ft):0.61 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 100-yr Side Slope (x:1):3.0000 Location of Channel:East 111th Roadside Swale E Capacity Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 Top Width (ft):5.72 Velocity (ft/s):1.23 Cross Sectional Area (ft2):2.73 Wetted Perimeter (ft):6.03 Hydraulic Radius (ft):0.45 Flow Rate (cfs):3.35 Maximum Flow Rate (cfs):- Depth of Flow (ft):0.95 Slope of Channel (ft/ft):0.0071 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 100-yr Side Slope (x:1):3.0000 Location of Channel:West 111th Roadside Swale E Capacity Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 201001114 APPENDIX F PROPOSED WATER QUALITY CALCULATIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=200' 3/31/13 ART ART 2010.01114 Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity: Job #: Date:03/30/13 CNwq= PARAMETERS P =1 (in.) Pervious Area 1.74 Impervious Area 12.09 Area 13.83 I = 87%(%) Rv = 0.8367679 Qa=0.84 (in.) CALCULATED CNwq CNwq =98 ----->Vegetated Swale Treatment Basin 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 201001114 BMP Swale Output Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Tmp Veg Swl BMP BASE 24 HR-1in 0.00 0.000 100.000 0.0000 0 12.00 13.758 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Description: Entity: Job #: Date:03/30/13 Top Width (ft):11.42 Velocity (ft/s):1.27 Cross Sectional Area (ft2):10.86 Wetted Perimeter (ft):12.03 Hydraulic Radius (ft):0.90 Flow Rate (cfs):13.76 Depth of Flow (ft):1.90 Slope of Channel (ft/ft):0.0030 Manning's Roughness Coefficient:0.060 24 HR- 1 INCH Side Slope (x:1):3.0000 Location of Channel:Temporary Swale #41D Geometry:V-bottom Solve For:Depth Length (ft)1397.00 Residence time (min)18.38 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity: Job Number: Date:03/30/13 Detention Pond WQv = P = 1" rainfall Rv = 0.05 + 0.009(I) where I is the percent impervious cover A =area in acres PARAMETERS P =1 (in) Pervious Area 4.22 Impervious Area 36.67 I = 89.7%(%) Rv = 0.85715481 A = 40.89 (acres) CALCULATED WQv WQv =2.921 (ac-ft) 127228.089 (ft3) Stage Area Incremental Volume Volume (ft)(acre)(acre-ft)(acre-ft) 828.08 1.166 0 0 835.58 1.855 11.33024793 11.33025 835.68 2.184 0.20196832 11.53222 836.08 2.250 0.886873278 12.41909 12.41909 >8.762265 201001114 Job Information (P) * (Rv) * (A) PROPOSED STORMWATER SYSTEM WATER QUALITY VOLUME CALCULATIONS City of Carmel Micropool Below Normal Pool Total Volume 12 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. BMP Pond Output Simulation 100 YR -24 HR Volume Difference(af)Time(hrs) 0 10 20 30 40 50 0 5 10 15 20 Pond You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) APPENDIX G INTERMEDIATE CONDITIONS ICPR MODEL ILLINOIS STREETILLIN O I S S T R E E TW 111th StreetSpring Mill Rd ILLIN O I S S T R E E T 2.4KPLOT DATE (24"x36"): 11/16/2021 9:49 PMDRAWING FILE: P:\2021\00998\E. Reports_Specs\Civil\Drainage\Current Drainage Report\Appendix\G-Intrmediate Condition\2021.00998.CE.IntermediateDrainageAreaMap.dwgINTERMEDIATE DRAINAGE AREA MAPTHE BRIDGES MULTI-FAMILYNovember 16, 20212021.009980'80'NSCALE:1"=80'CARMEL, IN Project:By:DBW Date:10/11/2021 Location:Checked:Date: Basin: Present -Developed X Tc X Tt -through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.01 Tt = .007 (nL)0.8 hr 0.33 + + = 0.33 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 264 - - Watercourse slope, s ft/ft 0.011 - - Average velocity, V ft/s 1.69 - - Tt =L hr 0.04 + - + - = 0.04 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.38 min 22.56 Time of Concentration (Tc) or Travel Time (Tt) The Bridges Multifamily City of Carmel Southeast Intermediate 1 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Intermediate Condition\Bridges Multifamily Intermediate Condition\11/17/2021 09:10 Simulation: 010YR-24HR Scenario:Scenario1 Run Date/Time:11/17/2021 9:02:54 AM Program Version:ICPR4 4.05.02 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 84.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 60.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: 2 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Intermediate Condition\Bridges Multifamily Intermediate Condition\11/17/2021 09:10 Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:3.84 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100YR-24HR Scenario:Scenario1 Run Date/Time:11/17/2021 9:04:27 AM Program Version:ICPR4 4.05.02 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 3 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Intermediate Condition\Bridges Multifamily Intermediate Condition\11/17/2021 09:10 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 60.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:6.48 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 4 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Intermediate Condition\Bridges Multifamily Intermediate Condition\11/17/2021 09:10 Simple Basin: Scenario:Scenario1 Node: Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:0.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph: Peaking Factor:0.0 Area:0.0000 ac Curve Number:0.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: Direct to Pond Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.4300 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: North Dev & 300 Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.7700 min Max Allowable Q:0.00 cfs 5 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Intermediate Condition\Bridges Multifamily Intermediate Condition\11/17/2021 09:10 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:28.5900 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: SE Intermediate Scenario:Scenario1 Node:East Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.5600 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:8.8900 ac Curve Number:70.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: STM100 Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:9.2800 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.2400 ac Curve Number:97.0 % Impervious:0.00 % DCIA:0.00 6 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Intermediate Condition\Bridges Multifamily Intermediate Condition\11/17/2021 09:10 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: STM200 Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:3.2100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.2100 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Node: BDZ Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:835.25 ft Warning Stage:0.00 ft Boundary Stage: Comment: Node: East Pond Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:835.50 ft Warning Stage:0.00 ft 7 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Intermediate Condition\Bridges Multifamily Intermediate Condition\11/17/2021 09:10 Stage [ft]Area [ac]Area [ft2] 835.50 0.0640 2788 837.00 0.0970 4225 839.00 0.1480 6447 841.00 0.2040 8886 843.00 0.2660 11587 845.00 0.3330 14505 Comment: Node: West Pond Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:835.50 ft Warning Stage:0.00 ft Stage [ft]Area [ac]Area [ft2] 835.50 1.2740 55495 837.00 1.3750 59895 839.00 1.5150 65993 841.00 1.6590 72266 843.00 1.8070 78713 845.00 1.9590 85334 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] BDZ 010YR-24HR 0.00 835.25 0.0000 4.57 0.00 0 East Pond 010YR-24HR 0.00 840.99 0.0010 16.82 4.57 9046 West Pond 010YR-24HR 0.00 841.00 0.0010 149.54 10.12 72419 BDZ 100YR-24HR 0.00 835.25 0.0000 13.14 0.00 0 East Pond 100YR-24HR 0.00 844.13 0.0010 37.01 13.14 13241 West Pond 100YR-24HR 0.00 844.13 0.0010 257.83 15.25 82474 Pipe Link: West to East Scenario:Scenario1 From Node:West Pond To Node:East Pond Upstream Downstream Invert:835.50 ft Invert:835.50 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular 8 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Intermediate Condition\Bridges Multifamily Intermediate Condition\11/17/2021 09:10 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:100.00 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 ft Energy Switch:Energy Max Depth:6.00 ft Max Depth:6.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: East to BDZ Scenario:Scenario1 From Node:East Pond To Node:BDZ Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:100.00 ft FHWA Code:0 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.50 Bend Location:0.00 ft Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:835.50 ft Invert:835.35 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:835.50 ft Control Elevation:835.50 ft Max Depth:0.58 ft Max Width:0.67 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: 9 P:\2021\00998\C. Calcs_Data\Civil\Drainage\2021.00998.Intermediate Condition\Bridges Multifamily Intermediate Condition\11/17/2021 09:10 Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:840.70 ft Control Elevation:840.70 ft Max Depth:0.75 ft Max Width:1.33 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] East to BDZ - Pipe 010YR-24HR 4.57 0.00 0.01 0.00 0.00 0.00 East to BDZ - Weir: 1 010YR-24HR 3.89 0.00 0.00 10.01 10.01 10.01 East to BDZ - Weir: 2 010YR-24HR 0.68 0.00 0.01 1.74 1.74 1.74 West to East 010YR-24HR 10.12 0.00 -6.43 0.78 1.35 0.88 East to BDZ - Pipe 100YR-24HR 13.14 0.00 0.01 0.00 0.00 0.00 East to BDZ - Weir: 1 100YR-24HR 4.75 0.00 0.00 12.23 12.23 12.23 East to BDZ - Weir: 2 100YR-24HR 8.39 0.00 -0.01 8.41 8.41 8.41 West to East 100YR-24HR 15.25 0.00 -4.68 0.67 1.51 1.00 Stormwater Operation and Maintenance Manual For The Bridges Multi-Family 111th Street and Springmill Road Carmel, Indiana Prepared For: Cityscape Residential 8335 Keystone Crossing #220 Indianapolis, Indiana 46240 Prepared By: American Structurepoint, Inc. 9025 River Road, Suite 200 Indianapolis, Indiana 46240 (317) 547-5580 Submitted by: Joshua Rodgers, PE David Welch, EIT Submitted: November 17th, 2021 I AFFIRM UNDER PENALTY OF PERJURY THAT I HAVE TAKEN REASONABLE CARE TO REDACT EACH SOCIAL SECURITY NUMBER FROM THIS DOCUMENT UNLESS OTHERWISE REQUIRED BY LAW -Josh Rodgers TABLE OF CONTENTS OWNER ACKNOWLEDGMENT AGREEMENT (“AGREEMENT”) SECTION I Owner Information SECTION II Site Information SECTION III STORM STRUCTURE MAINTENANCE SECTION IV CONVEYANCE MAINTENANCE (STORM SEWER) SECTION V WET DETENTION SYSTEM SECTION VI AQUA-SWIRL SYSTEMS SECTION VIII Inspection and Maintenance Schedule SECTION IX Utility Plan and Details SECTION X Inspection Checklist Forms Operation & Maintenance Manual For The Bridges Multi-Family 111th Street and Springmill Road Carmel, Indiana BMP OWNER NAME Cityscape Residential 8335 Keystone Crossing #220 Indianapolis, Indiana 46240 Representative: Jim Thomas Business Phone: 317-574-1600 E-mail: jthomas@cityscaperesidential.com GENERAL INFORMATION The purpose of water quality Best Management Practices is to filter the first flush of rainwater before it enters the downstream lakes and streams. Through the use of these Best Management Practices, the sediment and pollutant load in stormwater runoff is reduced, and in many cases the quantity of stormwater water runoff generated is also reduced. The use of Best Management Practices also helps to reduce hydrocarbons, trash and debris from entering waterways. OWNER RESPONSIBILITY The BMP Owner shall be responsible for all maintenance and costs associated with the proposed BMPs. In addition, it is the owner’s responsibility to perform and/or pay for inspections and maintenance as recommended below. RIGHT OF ENTRY City of Carmel representatives have the right to enter the property to inspect and, if required, maintain the BMPs at any time. ANNUAL INSPECTION REPORTS Annual inspection reports shall be submitted to the City of Carmel for each BMP. The first report is due one year after construction is completed, with subsequent reports due each year within the same month of the initial report. If there are any deficiencies found during the inspection, these should be addressed. If the inspection report is not received within the month it is due, if there are deficiencies which were not included in the report, or if any deficiencies included in the report are not addressed in a timely manner, the BMP owner faces enforcement action from the city of Carmel. Owner Acknowledgement Agreement (“Agreement”) For good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, the undersigned owner (“Owner”) hereby submits this Operation and Maintenance Manual (“Manual”) to Carmel, Indiana (“City”) as written acknowledgement of Owner’s warranty and agreement to institute, maintain, and follow the water quality Best Management Practices (“BMPs”) listed below, and to follow and abide by the inspection schedule and maintenance activities listed in this Manual. The Owner also hereby agrees to provide, at Owner’s cost, all additional maintenance, repair and/or replacement services reasonably necessary to maintain the function and longevity of the BMPs from and including the date this Agreement is executed by Owner to and including the date on which a new Agreement is filed with the City by another party who assumes all of the obligations and responsibilities of Owner as set forth herein. BMPs: Wet Detention Pond, AquaSwirl XC-4, XC-6, XC-8 __________________________ ________________________ Owner Signature Date __________________________ ________________________ Printed Name Company STATE OF ________________ ) ) SS: COUNTY OF ______________ ) BEFORE ME, the undersigned a Notary Public in and for said County and State, personally appeared __________________________________, Owner, subscribed and sworn before this ________ day of ___________________________, __________. _______________________________ County of Residence _______________________________ Commission Expiration Date _______________________________ _______________________________ Signature Printed Name SECTION I OWNER INFORMATION OWNER INFORMATION: Cityscape Residential 8335 Keystone Crossing #220 Indianapolis, Indiana 46240 Representative: Jim Thomas Business Phone: 317-574-1600 E-mail: jthomas@cityscaperesidential.com OWNER RESPONSIBILITY: The Owner is responsible for all maintenance, including cost, associated with inspecting and maintaining the infrastructure included within this manual. SECTION II SITE INFORMATION The site contains 4 Best Management Practice (BMP) for the purpose of sediment removal. These BMP’s are an Aqua-Swirl XC-4, XC-6, and XC-8 as well as a Wet Detention Pond. The Wet Detention Pond is located at the southern end of the project and the Aqua-Swirls are located downstream of the storm network system prior to the storm sewer outlet. See the attached site exhibits for BMP and storm sewer locations. The City of Carmel will require annual inspection reports of the water quality BMPs. SECTION III STORM STRUCTURE MAINTENANCE Storm structures are set at storm sewer pipe connections. Unless you have OSHA approved training and equipment, never enter a manhole. Inspection All inlet castings should be inspected monthly and after each rainfall event. More frequent inspections should be performed in areas where there is higher potential for trash or litter (e.g. retail establishments) and during the fall when leaves are present on the ground. Check the frame and lid for cracks and wear, such as rocking lids or lids moved by traffic. Storm structures and the surrounding areas should be inspected annually for pollutants such as leaks from dumpsters, minor spills, and oil dumping. Take action to have the pollutant source removed. Cleaning Clean structures when there is a blockage of a water flow path or when sediment depth reaches 6”. Cleaning should be performed in a way that ensures removed sediment and water is not discharged back into the storm sewer. Safety Work inside underground structures requires special OSHA-required confined space equipment and procedures. The most practical option may be to contract with a sewer cleaning contractor. Materials Handling Disposal of waste from maintenance of drainage facilities shall be conducted in accordance with federal, state, and local regulations. Removed sediment must be disposed in the garbage as solid waste. Water should be disposed of in a sanitary sewer after oils are removed using oil absorbent materials or other mechanical means. Used oil absorbents should be recycled or disposed according to the manufacturer's instructions. Repairs Repair all security and access features so they are fully functional. This includes locking lids, covers, and ladder rungs. Replace broken parts or lids that rock or are moved by traffic. SECTION IV CONVEYANCE MAINTENANCE (STORM SEWER) Storm sewer pipes convey stormwater. Pipes are built from many materials and are sometimes perforated to allow stormwater to infiltrate into the ground. Storm pipes are cleaned to remove sediment or blockages when problems are identified. Storm pipes must be clear of obstructions and breaks to prevent localized flooding. Inspection Pipes are difficult to inspect requiring special equipment and training. Usually, if a problem occurs the owner needs to call a sewer or plumbing contractor to inspect, repair or clean pipelines. Cleaning Clean pipes when sediment depth is greater than ¼ of pipe diameter, with a maximum sediment depth of 6”. When cleaning a pipe, minimize sediment and debris discharges from pipes to the storm sewer. Install downstream debris traps (where applicable) before cleaning and then remove material. Generally, use mechanical methods to remove root obstructions from inside storm sewer pipes. Do not put root-dissolving chemicals in storm sewer pipes. If there is a problem, remove the vegetation over the line. Safety Work inside underground structures requires special OSHA-required confined space equipment and procedures. The most practical option may be to contract with a sewer--cleaning contractor. Materials Handling Sediment and debris from pipes should be disposed in the garbage as solid waste. Pick out any rocks first. Repairs Repair or replace pipes when a dent or break closes more than 20 percent of the pipe diameter. Repair or replace pipes damaged by deterioration. SECTION V WET DETENTION SYSTEM The site contains a wet-detention system on the southern end of the property. Detention facilities are designed to hold and slowly release stormwater by use of a pond and a specially designed control structure. Inspection Inspect the facility for oil and other pollutants and remove any pollutants greater in volume than a surface sheen. Inspect sediment sump if present. Identify and report pollutant sources to the facility. Inspect vegetation and perform maintenance activities if necessary. Review construction plans for any original planting plan. Cleaning Remove trash and sediment as necessary. Materials Handling Disposal of waste from maintenance of drainage facilities shall be conducted in accordance with federal, state, and local regulations. Removed sediment must be disposed in the garbage as solid waste. Repairs Repair and seed bare areas. Repair eroded slopes when rills form, where the cause of damage is present, or there is the potential for future erosion. If berms or dams show signs of settlement or sinkholes, serious problems may be occurring. Spillway areas should be completely covered by established vegetation. SECTION VI AQUA-SWIRL SYSTEMS The site contains one XC-4, one XC-6, and XC-8 located at the downstream end (wet pond) of the proposed storm sewers. Swirl concentrators are designed to remove sediment, debris, and free oil from entering the sewer system. After construction the swirl concentrator should be inspected every six months and cleaned as needed or once a year regardless of whether it has reached full pollutant storage capacity. Disposal of all sediment, in addition to local requirements, must be in accordance with all federal and state requirements. See the attached O&M Manual for the swirl concentrator for complete details of inspection and cleaning. Inspection Inspect the unit every six months. The inspection should determine sediment depth, accumulation of trash and litter, and the specific maintenance and repairs needed. Annually check for cracks large enough to let soil enter the vault, broken or defective plates and baffles, and crushed or damaged pipes. Cleaning Remove trash and litter from the vault, inlet and piping when present. Remove sediment when it accumulates to the manufacturer’s maximum recommended depth. Cleaning should be performed in a way that ensures removed sediment and water is not discharged back into the storm sewer. Safety Work inside underground structures requires special OSHA-required confined space equipment and procedures Materials Handling Disposal of waste from maintenance of drainage facilities shall be conducted in accordance with federal, state, and local regulations. Removed sediment must be disposed in the garbage as solid waste. Water should be disposed of in a sanitary sewer after oils are removed using oil absorbent materials or other mechanical means. Used oil absorbents should be recycled or disposed according to the manufacturer's instructions. Repairs Repair any cracked or defective plates or baffles. Repair all security and access features so they are fully functional. This includes locking lids, covers, and ladder rungs. Replace broken parts or lids that rock or are moved by traffic SECTION VII INSPECTION AND MAINTENANCE SCHEDULE Structure/Unit Inspection Maintenance Storm Structure Maintenance Monthly & after rain events Accumulate 6” of sediment Conveyance Maintenance (Storm Sewer) When problems occur Accumulate 6” of sediment Wet Detention System Every 6 months When trash and litter are present Aqua-Swirl Every 6 months Per manufacturers designated depth I L L INO IS S TR E E T W 111th StreetSpring Mill RdEXISTING LEGEND PRELIMINARY DOCUMENTS 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 8:10 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/15/2021EDITED BY: JDEVALKDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.C400.OUP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/15/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com C400 OVERALL UTILITY PLAN UTILITY LEGEND Plan View SCALE 1:40 Elevation View SCALE 1:40 Projected View SCALE 1:70 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Structure #: Drawn By: Scale: Date: OFlores 6/26/2019 Rvwed Rvw. Date U.S. Patent No. 6524473 and other Patent Pending Aqua-Swirl XCelerator Aqua-Swirl Stormwater Treatment System Standard Detail As Shown el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies XC-4 CCW STD XC-4 STD Aqua-Swirl Polymer Coated Steel (PCS) Stormwater Treatment System 12 in [305 mm] Manhole Frame & Cover Detail For Non-Traffic Areas Only NTS 4 in [1219 mm] Min. Gravel Backfill Concrete Wrap Compressible Expansion Joint Material to a minimum 1/2-inch [13 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Riser Soil Cover Frame 1/2 in [13 mm] 1/2 in [13 mm] Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Backfill (90% Proctor Density) 8 in [203 mm] 4 1/2 in [114 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Manhole Frame & Cover Detail For Traffic Loading Areas NTS Cover Frame 48 in [1219 mm] Min. Backfill (90% Proctor Density) 3,000 psi [20 MPa] (min) Concrete #4 [13 mm] Rebar @ 6 in [152 mm] Each Way 30 in [762 mm] Riser 1/2 in [13 mm] 4 1/2 in [114 mm] 14 in [356 mm] 1/2 in [13 mm] Thick Expansion Joint Material If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1/2-inch [13 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Please see accompanied Aqua-Swirl specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 2000 lbs [900 kg]. Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] 1 1 As an alternative, 42 in [1067 mm] diameter, HS-20/25 rated precast concrete rings may be substituted. 14 in [356 mm] thickness must be maintained. XC-4 inlet/outlet pipe size ranges up to 27 in [686 mm]. XC-4 chamber height may vary up to 99 in [2515 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90 to a maximum of 180. Clockwise or counterclockwise orientation as needed. 2 3 3 2 66 in [1676 mm] 66 in [1676 mm] P27 in [P686 mm] P27 in [P686 mm] 2 Octagonal Base Plate P54 in [P1375 mm] 57 in [1448 mm] 99 in [2515 mm] Varies Varies 5 [127 mm] MH Frame P30 in [P762 mm] Band Coupler by Manufacturer. (as needed) Riser Manhole Frame and Cover by Manufacturer. (See Details) Rim elevations to match finish grade. Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 4 4 Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 180 P54 in [P1372 mm] Optional inlet orientations available (See note 4) Plan View SCALE 1:40 Elevation View SCALE 1:40 Projected View SCALE 1:70 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Structure #: Drawn By: Scale: Date: OFlores 6/26/2019 Rvwed Rvw. Date U.S. Patent No. 6524473 and other Patent Pending Aqua-Swirl XCelerator Aqua-Swirl Stormwater Treatment System Standard Detail As Shown el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies XC-6 CCW STD XC-6 STD Aqua-Swirl Polymer Coated Steel (PCS) Stormwater Treatment System 12 in [305 mm] Manhole Frame & Cover Detail For Non-Traffic Areas Only NTS 4 in [1219 mm] Min. Gravel Backfill Concrete Wrap Compressible Expansion Joint Material to a minimum 1/2-inch [13 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Riser Soil Cover Frame 1/2 in [13 mm] 1/2 in [13 mm] Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Backfill (90% Proctor Density) 8 in [203 mm] 4 1/2 in [114 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Manhole Frame & Cover Detail For Traffic Loading Areas NTS Cover Frame 48 in [1219 mm] Min. Backfill (90% Proctor Density) 3,000 psi [20 MPa] (min) Concrete #4 [13 mm] Rebar @ 6 in [152 mm] Each Way 30 in [762 mm] Riser 1/2 in [13 mm] 4 1/2 in [114 mm] 14 in [356 mm] 1/2 in [13 mm] Thick Expansion Joint Material If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1/2-inch [13 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Please see accompanied Aqua-Swirl specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 3000 lbs [1400 kg]. Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] 1 1 As an alternative, 42 in [1067 mm] diameter, HS-20/25 rated precast concrete rings may be substituted. 14 in [356 mm] thickness must be maintained. XC-6 inlet/outlet pipe size ranges up to 36 in [914 mm]. XC-6 chamber height may vary up to 128 in [3251 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90 to a maximum of 180. Clockwise or counterclockwise orientation as needed. 2 3 3 2 84 in [2134 mm] 84 in [2134 mm] P36 in [P914 mm] P36 in [P914 mm] 2 Octagonal Base Plate P72 in [P1832 mm] 74 in [1880 mm] 128 in [3251 mm] Varies Varies 5 [127 mm] MH Frame P30 in [P762 mm] Band Coupler by Manufacturer. (as needed)Riser Manhole Frame and Cover by Manufacturer. (See Details) Rim elevations to match finish grade. Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 4 4 Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 180 P72 in [P1829 mm] Optional inlet orientations available (See note 4) Plan View SCALE 1:50 Elevation View SCALE 1:50 Projected View SCALE 1:80 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Structure #: Drawn By: Scale: Date: OFlores 6/26/2019 Rvwed Rvw. Date U.S. Patent No. 6524473 and other Patent Pending Aqua-Swirl XCelerator Aqua-Swirl Stormwater Treatment System Standard Detail As Shown el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies XC-8 CCW STD XC-8 STD Aqua-Swirl Polymer Coated Steel (PCS) Stormwater Treatment System 12 in [305 mm] Manhole Frame & Cover Detail For Non-Traffic Areas Only NTS 4 in [1219 mm] Min. Gravel Backfill Concrete Wrap Compressible Expansion Joint Material to a minimum 1/2-inch [13 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Riser Soil Cover Frame 1/2 in [13 mm] 1/2 in [13 mm] Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Backfill (90% Proctor Density) 8 in [203 mm] 4 1/2 in [114 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Manhole Frame & Cover Detail For Traffic Loading Areas NTS Cover Frame 48 in [1219 mm] Min. Backfill (90% Proctor Density) 3,000 psi [20 MPa] (min) Concrete #4 [13 mm] Rebar @ 6 in [152 mm] Each Way 30 in [762 mm] Riser 1/2 in [13 mm] 4 1/2 in [114 mm] 14 in [356 mm] 1/2 in [13 mm] Thick Expansion Joint Material If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1/2-inch [13 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Please see accompanied Aqua-Swirl specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 5000 lbs [2300 kg]. Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] 1 1 As an alternative, 42 in [1067 mm] diameter, HS-20/25 rated precast concrete rings may be substituted. 14 in [356 mm] thickness must be maintained. XC-8 inlet/outlet pipe size ranges up to 48 in [1219 mm]. XC-8 chamber height may vary up to 167 in [4242 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90 to a maximum of 180. Clockwise or counterclockwise orientation as needed. 2 3 3 2 108 in [2743 mm] 108 in [2743 mm] P48 in [P1219 mm] P48 in [P1219 mm] 2 Octagonal Base Plate P96 in [P2442 mm] 95 in [2413 mm] 167 in [4242 mm] Varies Varies 5 [127 mm] MH Frame P30 in [P762 mm] Band Coupler by Manufacturer. (as needed)Riser Manhole Frame and Cover by Manufacturer. (See Details) Rim elevations to match finish grade. Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 4 4 Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 180 P96 in [P2438 mm] Optional inlet orientations available (See note 4) Storm Sewer Structure Operation, Maintenance, and Management Inspection Checklist for BMP Owners Project: _________________________________Owner Change since last inspection? Y N Owner Name, Address, Phone: ___________________________________________________________ Number: _____________________________________________________________________________ Location: _____________________________________________________________________________ Site Status _________________________________ Date: ________________________ Time: ________________________ Inspector: ____________________________________________________________________________ Maintenance Item Satisfactory/ Unsatisfactory Comments Storm Casting and Grate (Inspect monthly and after major storms) 1. Trash/Debris obstructing inflow Affected Structures: 2. Silt/Sediment accumulation Affected Pipes: 3. Other (describe) Structure Sump (Inspect annually and after major storms) 1. Sediment/Debris in sump Affected Structures: 2. Other (describe) Headwall Structures (Inspect annually and after major storms) 1. Vegetation around headwall 2. Erosion around headwall 3. Animal burrows 4. Headwall clear of obstructions 5. Sediment Accumulation Affected Structures: 6. Other (describe) Additional Comments: _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ Actions to be taken: Timeframe: Storm Sewer Pipes Operation, Maintenance, and Management Inspection Checklist for BMP Owners Project: _________________________________Owner Change since last inspection? Y N Owner Name, Address, Phone: ___________________________________________________________ Number: _____________________________________________________________________________ Location: _____________________________________________________________________________ Site Status _________________________________ Date: ________________________ Time: ________________________ Inspector: ____________________________________________________________________________ Maintenance Item Satisfactory/ Unsatisfactory Comments Storm sewer pipes (Inspect annually and after major storms) 1. Trash/Debris obstructing inflow Affected Pipes: 2. Silt/Sediment accumulation Affected Pipes: 3. Other (describe) Additional Comments: _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ Actions to be taken: Timeframe: Wet Detention System Operation, Maintenance, and Management Inspection Checklist for BMP Owners Project: _________________________________Owner Change since last inspection? Y N Owner Name, Address, Phone: ___________________________________________________________ Number: _____________________________________________________________________________ Location: _____________________________________________________________________________ Site Status _________________________________ Date: ________________________ Time: ________________________ Inspector: ____________________________________________________________________________ Maintenance Item Satisfactory/ Unsatisfactory Comments Inflow Points (Inspect every 6 months) 1. Trash/Debris/Sediment obstructing inflow Affected Pipes: 2. Spillway Condition 3. Other (describe) Wet Detention System 1. Debris Accumulation 2. Access condition 3. Side Slope Condition 4. Orifice Condition 5. Oil accumulation 6. Proper drainage 7. Other (describe) Outlet Device 1. Debris/Sediment obstructing outflow 2. Structure condition 3. Pipe Condition 4. Orifice Plate/outlet pipe blockage 5. Other (describe) Additional Comments: _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ Actions to be taken: Timeframe: Site Name:Change in ownership since last inspection? Y N Owner Name: Owner Address: Owner Phone Number: Emergency Phone Number: Location: Date: Time: Inspector Name: Floatable Debris and Oil 1. Remove manhole lid to expose liquid surface of Aqua-SwirlTM . 2. Remove floatable debris with basket or net if any is present. 3. If a hydrocarbon spill has occurred, (e.g. more than a sheen of oil or gas is present) the system should be cleaned immediately (see "Cleaning" Figure 3). Note: Water in an Aqua-SwirlTM can appear black like oil due to the dark body of the surrounding structure. Oil appears darker than water in the system and is usually accompanied by debris (e.g. Styrofoam, etc.) with obvious signs of oil stains. The depth of oil can be measured with an oil/water interface probe, a stadia rod with water phylic paste, a coliwasa, or by simply collecting a representative sample with a jar attached to a rod. 4. If hydrocarbon absorbant floc or pads are used, these should be inspected to determine whether they are loaded with hydrocarbons. This will be indicated by a dark colaration of the pad or floc. Pads and/or floc should be removed and disposed of in accordance with City of Indianapolis and any applicable state and/or federal laws if they contain hydrocarbons. Sediment Accumulation Lower a dipstick tube equipped with a ball valve (e.g. Sludge Judge or similar device) into Aqua-SwirlTM through the service access provided. Measure the depth of the sludge. The sludge should not exceed 6" depth before maintenance. See Figures 1 and 2. 6" Figure 1 Figure 2 City of Indianapolis, Indiana Site and Owner Information Aqua-Swirl TM XCelerator ® Inspection Maintenance Items Operation, Maintenance, and Inspection Manual for BMP Owners (Note: Attach certifications for local regulatory authority including any applicable fees.) Aqua-SwirlTM O and M Manual Page 1 Diversion Structures If an external diversion structure is present on the site, this should be inspected for the following items. 1. Inspect weir or other structure for structural decay or damage. Weirs are more susceptible to damage than off-set piping and should be checked to confirm that they are not crumbling or decaying. 2. Inspect diversion structure and by-pass piping for signs of structural damage or blockage from debris or sediment accumulation. 3. Measure elevations on diversion weir or piping to ensure it is consistent with site plan design. 4. Inspect downstream structure in diversion system for signs of blockage or structural failure. Remove sediments, oils and other floatable pollutants with a vactor. Dispose of all waste in accordance with City of Indianapolis and any applicable state, and/or federal requirements. Oil should be pumped and removed with any liquids and sediments that have been trapped in the system. These liquids should be taken to an industrial waste water treatment facility for treatment. Liquids and solids pumped from the AquaSwirlTM should not be dumped back into the stormwater system or into a sanitary sewer. Figure 3 Note: The AquaSwirlTM is designed so that entry to the system is not necessary for inspection or maintenance. If, however, you wish to enter the system, this is an OSHA confined space entry and OSHA confined space entry procedures should be followed to enter the system. During Construction Inspect the AquaSwirlTM every three months (minimum) and clean the system as needed. The AquaSwirlTM should be inspected and cleaned at the end of construction regardless of whether it has reached its sediment or oil storage capacity. First Year Post-Construction Inspect the AquaSwirlTM every six months and clean the system as needed. Second and Subsequent Years Post-Construction If the AquaSwirlTM did not reach full sediment or floatable pollutant capacity in the First Year Post-Construction, the system can be inspected once annually and cleaned as needed or bi-annually at a minimum. If the AquaSwirlTM reached full sediment or floatable pollutant capacity in less than 12 months in the First Year Post-Construction, the system should be inspected at least once every six months and cleaned as needed. If site monitoring indicates that trapped sediment hardens over time, the AquaSwirlTM should be cleaned prior to sediment hardening regardless of whether it has reached its sediment storage capacity. Bypass Structures Bypass structures should be inspected whenever the AquaSwirlTM is inspected and maintained as needed. Cleaning Inspection (continued) Maintenance Schedule Aqua-SwirlTM O and M Manual Page 2 Company Name: Street Address: City, State, Zip: Contact: Office Phone: Mobile Phone: Pager: Date of cleaning:(Next inspection should be 3 months from this date for the first year). Time of cleaning: Date of next inspection: Floatable debris present (Y/N)? Oil present (Y/N)?Oil depth (inches): Any structural damage? Y N Where? Any evidence of structural wear? Y N Where? Odors present? Y N Describe: Any plugging? Y N Describe: Activity Log Structural Conditions and Comments Maintenance Company Information Aqua-SwirlTM O and M Manual Page 3 Additional Comments and/or Actions to Be Taken Time Frame NOTES: 1. Attach site plan showing Aqua-SwirlTM location. 2. Attach detail drawing showing Aqua-SwirlTM dimensions and model number. 3. If a diversion structure is used, attached details showing basic design and elevations. NOTES Aqua-SwirlTM O and M Manual Page 4 Date Construction Started: Date Construction Ended: Activity 1 2 3 4 5 6 7 8 9 10 11 12 Inspect and Clean as Needed X X X X Inspect Bypass Structures X X X X (if applicable) and Maintain As Needed Clean System*X* * The AquaSwirlTM should be cleaned once a year regardless of whether it has reached full pollutant storage capacity during the construction phase of the project. Activity 1 2 3 4 5 6 7 8 9 10 11 12 Inspect and Clean as Needed X X Inspect Bypass Structures X X (if applicable) and Maintain As Needed Clean System*X* * The AquaSwirlTM should be cleaned at the end of the first year post construction if it is at or near its pollutant storage capcacity. Otherwise, the system can be cleaned at a later date depending on how quickly the sediment starts to harden. Activity 1 2 3 4 5 6 7 8 9 10 11 12 Inspect and Clean as Needed*X X Inspect Bypass Structures*X X (if applicable) and Maintain As Needed Clean System* *If the AquaSwirlTM did not reach full sediment or floatable pollutant capacity in the First Year Post-Construction, the system can be inspected once annually. If the AquaSwirlTM reached full sediment or floatable pollutant capacity in less than 12 months in the First Year Post-Construction, the system should be inspected as frequently as past history warrants and cleaned as needed. Regardless of whether the AquaSwirlTM reaches full sediment or floatable storage capacity, it should be cleaned frequently enough to prevent captured sediments from hardening. Normally, cleaning once every two to three years should be sufficient to prevent sediments from hardening. *The bypass system should be inspected with each AquaSwirlTM inspection and maintained as needed. Aqua-Swirl TM TABULAR MAINTENANCE SCHEDULE Second and Subsequent Years Post-Construction Month During Construction Month First Year Post-Construction Month Aqua-SwirlTM O and M Manual Page 5 W 111th StreetSpring Mill Rd0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.9 1.0 1.0 1.0 0.9 0.8 0.5 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.0 1.2 1.4 1.4 1.3 1.1 0.9 0.7 0.5 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.4 1.6 1.7 1.8 1.7 1.4 1.0 0.8 0.6 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.6 0.7 0.8 1.0 0.9 0.6 0.5 0.5 0.4 0.1 0.7 0.8 0.0 0.9 0.5 0.0 0.3 0.1 0.1 0.1 0.2 0.2 0.4 0.5 0.5 0.0 0.2 1.8 1.9 1.7 1.8 1.6 1.1 0.9 0.7 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.5 0.7 0.9 1.0 1.2 1.2 1.2 1.1 0.9 0.8 0.7 0.6 0.6 0.6 0.7 0.8 0.9 1.0 1.1 1.1 1.0 0.9 0.8 0.6 0.5 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.4 0.4 0.4 0.5 0.6 0.7 0.7 0.8 0.8 0.8 0.8 0.7 0.8 0.8 1.0 1.2 1.5 1.8 1.9 1.9 1.8 1.6 1.2 0.9 0.7 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.6 0.8 1.0 1.3 1.6 1.6 1.6 1.4 1.1 0.9 0.8 0.7 0.6 0.7 0.8 1.0 1.1 1.3 1.5 1.5 1.4 1.1 0.9 0.7 0.5 0.4 0.3 0.2 0.2 0.2 0.3 0.3 0.4 0.5 0.6 0.6 0.6 0.5 0.6 0.8 0.9 1.0 1.0 1.0 1.0 0.9 0.9 0.9 1.0 1.1 1.2 1.4 1.8 1.9 1.9 1.8 1.5 1.1 0.9 0.6 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.5 0.7 0.9 1.2 1.6 1.8 1.8 1.8 1.6 1.2 1.0 0.9 0.7 0.7 0.8 0.9 1.1 1.4 1.6 1.7 1.7 1.7 1.4 1.0 0.8 0.6 0.4 0.3 0.2 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.8 0.9 0.6 0.8 0.9 1.1 1.3 1.3 1.3 1.2 1.1 1.1 1.0 1.0 1.1 1.2 1.3 1.5 1.7 1.7 1.5 1.3 1.0 0.8 0.6 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.7 0.9 1.2 1.6 1.2 1.9 1.8 1.6 1.3 1.0 0.9 0.7 0.6 0.8 1.0 1.2 1.6 1.7 1.8 1.8 1.8 1.5 1.1 0.9 0.6 0.4 0.3 0.3 0.3 0.3 0.4 0.6 0.7 0.8 1.0 1.1 1.1 1.0 0.9 0.6 0.6 0.8 0.9 1.1 1.4 1.6 1.7 1.7 1.5 1.3 1.2 1.1 1.1 1.1 1.2 1.3 1.3 1.4 1.4 1.3 1.1 0.9 0.7 0.5 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.5 0.7 0.9 1.2 1.6 1.8 1.8 1.8 1.6 0.9 1.2 1.6 1.7 1.8 1.8 1.8 1.5 1.1 0.9 0.6 0.4 0.2 0.2 0.3 0.4 0.5 0.7 0.8 1.0 1.3 1.4 1.5 1.4 1.1 1.0 0.8 0.7 0.7 0.7 0.8 1.0 1.2 1.6 1.8 1.9 1.9 1.8 1.5 1.3 1.2 1.1 1.1 1.2 1.3 1.3 1.3 1.3 1.2 1.0 0.8 0.7 0.5 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.6 0.8 1.0 1.3 1.6 1.6 1.6 1.4 0.9 1.2 1.5 2.0 1.7 1.7 0.8 0.9 1.2 1.6 1.7 1.7 1.7 1.4 1.1 0.9 0.8 0.7 0.7 0.9 1.0 1.3 1.7 1.0 2.0 1.9 1.8 1.5 1.3 1.3 1.2 1.2 1.3 1.3 1.3 1.3 1.2 1.1 1.0 0.8 0.6 0.4 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.6 0.7 0.9 1.0 1.2 1.2 1.2 1.1 1.1 1.4 1.8 2.1 1.4 0.8 1.0 1.4 1.7 1.8 1.9 1.8 1.6 1.2 1.0 0.8 0.7 0.7 0.8 1.0 1.2 1.6 1.8 1.9 1.9 1.8 1.5 1.4 1.3 1.3 1.3 1.3 1.4 1.4 1.3 1.2 1.1 0.9 0.7 0.5 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.6 0.7 0.8 0.9 1.0 0.9 0.9 0.8 1.0 1.3 1.6 1.9 2.0 1.2 1.3 1.3 1.1 1.0 0.8 0.7 0.6 0.5 0.5 0.7 0.9 1.1 1.4 1.7 1.8 1.8 1.8 1.6 1.2 1.0 0.8 0.7 0.7 0.8 0.9 1.1 1.3 1.6 1.7 1.7 1.5 1.4 1.3 1.3 1.3 1.4 1.5 1.5 1.5 1.4 1.2 1.1 0.9 0.7 0.5 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.7 0.7 0.7 0.7 0.2 0.9 1.2 1.5 1.8 2.0 1.5 1.7 1.7 1.5 1.2 1.0 0.8 0.7 0.6 0.6 0.7 0.8 1.0 1.2 1.6 1.7 1.7 1.7 1.4 1.1 0.9 0.8 0.6 0.6 0.7 0.8 0.9 1.0 1.2 1.3 1.3 1.2 1.2 1.3 1.3 1.3 1.5 1.7 1.8 1.8 1.7 1.4 1.1 0.9 0.7 0.5 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.8 1.1 1.4 1.6 2.0 1.7 1.8 1.8 1.7 1.4 1.1 0.9 0.7 0.6 0.5 0.6 0.7 0.9 1.0 1.2 1.4 1.4 1.3 1.1 0.9 0.8 0.7 0.6 0.6 0.6 0.7 0.8 0.9 0.9 1.0 1.0 1.0 1.1 1.1 1.3 1.4 1.6 1.9 1.9 1.9 1.9 1.6 1.2 1.0 0.7 0.5 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.3 0.4 0.4 0.4 0.4 0.3 0.0 0.7 0.9 1.2 1.4 1.8 1.3 1.3 1.9 1.8 1.4 1.1 0.9 0.7 0.5 0.5 0.5 0.6 0.8 0.8 1.0 1.0 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.5 0.5 0.5 0.6 0.6 0.7 0.8 0.8 0.8 0.9 1.0 1.2 1.2 1.5 1.8 2.0 0.7 1.9 1.6 1.2 0.9 0.7 0.4 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.3 0.4 0.4 0.3 0.3 0.3 0.2 0.2 0.2 0.2 2.0 2.0 2.0 1.9 1.5 1.1 0.9 0.2 0.3 0.5 0.6 0.5 0.5 0.4 0.4 0.3 0.4 0.4 1.1 0.2 0.1 1.8 1.8 1.5 1.1 0.9 0.7 0.4 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.5 0.5 0.5 0.4 0.3 0.2 0.2 0.1 0.2 0.2 0.2 1.5 1.8 1.8 1.6 1.3 1.0 0.8 0.2 0.2 0.4 0.0 0.4 0.3 0.3 0.3 0.3 0.3 0.0 0.9 0.1 0.1 1.7 1.6 1.3 1.0 0.8 0.6 0.4 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.5 0.7 0.8 0.7 0.5 0.3 0.2 0.1 0.0 0.1 0.2 0.1 1.1 1.4 1.4 1.3 1.1 1.0 0.8 0.1 0.2 0.1 0.1 0.1 0.3 0.2 0.2 0.2 0.2 0.5 0.7 0.2 0.1 1.3 1.3 1.1 0.9 0.8 0.6 0.4 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.5 0.9 1.2 1.3 1.0 0.7 0.4 0.2 0.1 0.1 0.2 0.1 0.9 1.2 1.2 1.1 1.0 0.9 0.7 0.1 0.1 0.1 0.1 0.0 0.1 0.1 0.2 0.2 0.2 0.1 0.1 0.6 0.1 0.0 1.1 1.1 1.0 0.8 0.7 0.5 0.4 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.3 0.8 1.5 1.9 1.9 1.5 0.9 0.4 0.2 0.1 0.2 0.2 0.3 1.0 1.1 1.1 1.0 1.0 0.9 0.7 0.1 0.2 0.2 0.1 0.1 0.2 0.2 0.2 0.2 0.1 0.1 0.5 0.2 0.2 1.0 0.9 0.9 0.7 0.6 0.4 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 1.2 2.3 2.6 2.1 1.5 0.9 0.5 0.2 0.1 0.3 0.3 0.4 0.9 1.0 1.0 1.0 1.0 0.9 0.8 0.4 0.3 0.3 0.2 0.2 0.3 0.3 0.3 0.2 0.2 0.1 0.5 0.3 0.3 0.8 0.8 0.8 0.7 0.5 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2.0 1.4 0.7 0.3 0.7 0.8 1.0 1.3 1.4 1.5 1.4 1.2 1.0 0.8 0.6 0.4 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.5 1.6 3.1 2.9 2.2 1.6 1.0 0.5 0.2 0.1 0.5 0.8 1.0 1.3 1.7 2.0 2.1 2.2 2.1 2.0 2.0 2.1 2.1 2.0 1.9 1.5 1.1 0.9 0.7 1.9 3.0 2.6 2.0 1.4 0.8 0.3 0.8 0.9 1.2 1.6 1.7 1.8 1.7 1.4 1.1 0.9 0.6 0.4 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 1.1 2.0 2.4 2.1 1.6 0.9 0.4 0.2 0.0 0.8 1.1 1.5 1.9 2.0 2.2 2.3 2.3 2.1 2.2 2.3 2.2 2.1 2.0 1.7 1.2 0.9 0.7 1.0 2.8 4.3 2.9 2.2 1.5 0.8 0.3 0.6 0.8 1.0 1.4 1.7 1.8 1.9 1.8 1.6 1.1 0.9 0.7 0.4 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.7 1.3 1.6 1.7 1.4 0.9 0.4 0.2 0.1 0.8 1.1 1.5 1.8 2.0 2.2 2.3 2.3 2.1 2.2 2.3 2.2 2.1 2.0 1.7 1.2 0.9 0.7 1.6 3.9 5.5 3.4 2.3 1.6 0.8 0.3 0.6 0.8 1.0 1.4 1.7 1.8 1.9 1.8 1.6 1.1 0.9 0.7 0.4 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.4 0.7 1.0 1.1 0.9 0.6 0.3 0.2 0.1 0.8 1.0 1.3 1.7 1.9 2.1 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22.5' Schedule Symbol Label Quantity Manufacturer Catalog Number Description Number Lamps Lumens Per Lamp Light Loss Factor Wattage S1 5 Lithonia Lighting RSX2 LED P2 40K R3 MVOLT SPA FINISH/ 20' POLE RSX Area Fixture Size 2 P2 Lumen Package 4000K CCT Type R3 Distribution 1 17202 0.95 114.07 S2 13 Lithonia Lighting RSX2 LED P2 40K R5 MVOLT SPA FINISH/ 20' POLE RSX Area Fixture Size 2 P2 Lumen Package 4000K CCT Type R5 Distribution 1 17660 0.95 114.07 S3 1 Lithonia Lighting RSX2 LED P2 40K R5S MVOLT SPA FINISH/ 20' POLE RSX Area Fixture Size 2 P2 Lumen Package 4000K CCT Type R5S Distribution 1 18129 0.95 114.07 Statistics Description Symbol Avg Max Min Max/Min Avg/Min Access Roadway_Grade 1.0 fc 5.6 fc 0.0 fc N/A N/A Boundary_Grade 0.0 fc 0.2 fc 0.0 fc N/A N/A Paved Area_Grade 1.0 fc 5.9 fc 0.0 fc N/A N/A Site_Grade 0.3 fc 5.9 fc 0.0 fc N/A N/A EXISTING LEGEND 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 11/17/2021 10:50 AMPLOT SCALE: 1:2.5849EDIT DATE: 11/17/2021EDITED BY: JRODGERSDRAWING FILE: P:\2021\00998\D. Drawings\Civil\Construction Documents\2021.00998.CE.SL100.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/17/2021 2021.00998 THE BRIDGES MULTI-FAMILY CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. 8335 Keystone Crossing #220 | Indianapolis, Indiana 46240 TEL 317.574.1600 www.cityscaperesidential.com ADLS/DP SUBMITTAL SL100 SITE LIGHTING PLAN