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Home My WebLink AboutDrainage Report - Revisedn' x 7172 Graham Road Indianapolis, IN 46250 317-842-6777 FAX: 317-841-4798 www.picripe.com • Architecture Construction Administration • Engineering Geographic lntormation Services • Landscape Architecture • Land Planning Land Surveying • Real Estate Consulting Transportation Engineering 'JO oo~ ~$UMN ~' June 13, 2003 Jenny Chapman Carmel City Engineering Office One Civic Square Carmel, Indiana 46032 ~~ ' \\ L ~` ~ RFCF•IV~D ~l JIJN 16 20G3 DOCS ~~ tip" ~,.. RITZ-CHARLES EXPANSION SITE DRAINAGE PLAN Dear Mrs. Shaw: Paul I. Cripe, Inc. has prepared a revised site drainage plan for the new construction proposed at the Ritz Charles. This drainage plan is aimed at a solution based upon the new site development and anticipated relocation of existing Ritz Charles parking due to the proposed Illinois street expansion as shown in the Master Plan drawing. This site drainage plan has been revised in response to the comments submitted by Jenny Chapman in a letter to Mr. E. Davis Coots, dated May 20,2003. This drainage plan has been modeled to handle the new storm water runoff associated with the new site development. This drainage plan is aimed at a temporary solution based upon the new construction and anticipated relocation of existing Ritz Charles parking due to the proposed Illinois street expansion. Should you have any questions, please do not hesitate to contact the undersigned. Sincerely, UL I. CRIPE, INC. David Clidence Civil /Environmental Engineer c. Chuck Lazzara, Ritz Charles Inc. Gary Murray, Vice President, Paul I. Cripe, Inc. O:\1999\990334@0000\engWOCS\ilreinage plan cover IetleratltlenCumtloc Ritz Charles `~ ;'~ RECFII~ED ,iU~i 1~ 2ui3 DOCS 1\. ~' New Site Construction Revised Drainage Report Prepared for Mr. Chuck Lazzara Ritz Charles, Inc. 12156 NORTH MERIDIAN CARMEL, IN 46032 °~ `, '. i4 ..:Y ;' . . 7172 Graham Road Indianapolis, IN 46250 Phone: (317)942-fi777 FAX: (317)941-4798 www.picripe.eom 00000o-00000 'S~~~O~ v~~Ct A~ RITZ-CHARLES EXPANSION SITE DRAINAGE PLAN Paul I. Cripe, Inc. has prepared a revised site drainage plan for the new construction proposed at the Ritz Charles. This drainage plan is aimed at a solution based upon the ' new site development and anticipated relocation of existing Ritz Charles parking due to the proposed Illinois street expansion as shown in the Master Plan drawing. ' The site in consideration is located in a predominately residential/commercial area, and is 1.27 acres in area. The Site is bounded by the Existing Ritr Charles facility to the north, residential-land to the west, vacanUresidential land use to the south, and a local service road to its east. Pre-Development Site ' The Site contains one residential building that has an approximately 3,165 ftZ and 2,450 ftZ of paved drive or walk areas. ' The property is generally flat. It slopes to its perimeter in most instances to the southeast. No areas of flooding potential appear to be present for the Site. The existing Site has a 2 year storm water runoff is 0.63 cfs and the 10 year storm water runoff of 1.30 cfs. Calculations of these figures are shown in Appendix A. Post-Development Site The proposed new site development incorporates a building of approximately 5,100 ftZ and 10,050 ftZ of concrete slab and walk areas. This site drainage plan implements the following strategy: the northern and western sides of the parcel will sheet drain to the existing Ritz Charles parking lot. The remainder of the storm water runoff will be detained and transferred through a drainage Swale that will run parallel to the southern property line and continue northward running parallel to the site access road. This drainage Swale will serve both as a path for storm water runoff and serve as a detention area in the case of a 100-year storm. A 12" HDPE pipe will then transfer the runoff from the drainage Swale to an existing catch basin. Surface drainage and detention strategies are detailed on the Site Drainage Plan. r The new construction storm water runoff fora 10 and 100-year storm are, 0.55 cubic feet per second and 0.69 cubic feet per second, respectively. Calculations of these figures are shown in Appendix A. 2-yr Pre- 10-yr Pre- 10-yr Post- 100-yr Post- Basin ID Developed Developed Developed Developed Discharge (cfs) Discharge (cfs) Discharge (cfs) Discharge (cfs) Basin 1 0.63 1.30 0.55 0.69 CA/PE - t - 0 \1999\990334\20000\eng\tlocs\tlrainage report antl talcs retised.tloc is;o ooi h1sUM~ 'l 1 Conclusion This drainage plan has been modeled to handle the new storm water runoff associated ' with the new site construction. The detention swale has been designed to provide the necessary storage volume to comply with the maximum allowable release rate. Consequently, no adverse impacts are anticipated from this development. ~, _.- ' CR//DE ~ z - Aso\w o" 0 \1999\99033a@0000\engWOCS\tlrainage repon and nlcs reWSetl.Ew ~SgOfta ~~` ~, Swale Existing Flow Type.... Master Network Summary page 2.01 Name.... Watershed File.... 0:\1999\990334\20000\eng\SWALE.PPW MASTER DESIGN STORM SUMMARY Network SCorm Collection: Hamilton Co. Total Depth Rainfall Return Event in Type RNF ID ____________ 100yr ______ 5.7500 ________________ Synthetic Curve ________ TypeII ________ 24hr 2yr 2.9500 Synthetic Curve TypeII 24hr l0yr 4.1500 Synthetic Curve TypeII 24hr 'MASTER NETWORK SUMMARY SCS Unit Hydrograph Method ('Node=Outfall; +NOde=Diversion;) (Trun= HYG Truncation: Hlank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpea k Max WSEL Pond Storage Node ID _ Type _ _ Event ______ ac-ft Trun _______ _ hrs cfs ft ac-ft 'CULVERT _____ __ JCT 100 __ __ .397 _________ 12.8000 _____ . ___ 69 ______ __ ____________ *CULVERT JCT 2 .141 12.7000 . 41 'CULVERT JCT 10 .246 12.7000 . 69 *EXISTING FLOW JCT 100 .315 12.5500 2. 33 •EXISTING FLOW JCT 2 .093 12.6000 . 63 ' 'EXISTING FLOW JCT 10 .181 12.5500 1. 30 EXPANSION AREA 100 .398 12.1000 6. 20 EXPANSION AREA 2 .142 12.1000 2. 21 EXPANSION AREA 10 .247 12.1000 3. 88 SWALE IN POND 100 .398 12.1000 6. 20 SWALE IN POND 2 .142 12.1000 2. 21 SWALE IN POND 10 .247 12.1000 3. 88 SWALE OUT POND 100 .397 12.8000 . 69 859. 49 .199 SWALE OUT POND 2 .141 12.7000 . 41 857. 68 .059 SWALE OUT POND 10 .246 12.7000 . 56 058. 50 .114 S/N: 321DOSA070C9 Paul I. Cripe, Inc. PondPack Ver. 8.0068 Time: 4:30 PM Date: 6/13/2003 Type.... Master Network Summary Page 2.02 Name.... Watershed File.... O:\1999\990334\20000\eng\SWALE.PPW MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (~NOde=0utfa1l; +NOde=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left6Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID _ Type __ ____ Event ______ ac-ft Trun __________ __ hrs ________ cfs ft ac-ft _____________ UNDEVELOPED AREA 100 .315 _ 12.5500 ________ 2.33 ________ _ UNDEVELOPED AREA 2 .093 12.6000 .63 UNDEVELOPED AREA 10 .101 12.5500 1.30 S/N: 321D09A070C9 Paul I. Cripe, Inc. PondPack Ver. 8.0060 Time: 4:30 PM Date: 6/13/2003