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HomeMy WebLinkAboutDrainage Computation Summary4165 MII. LERSVILLE ROAD INDIANAPOLIS, INDIANA 4620S.2998 (317) 547-5580 lAX (317) 543-0270 REGISTRATION AMERICAN CONSULTING ENGINEERS, INC. ARCHITECTS ENGINEERS DRAINAGE COMPUTATION SUMMARY FOR CARMEL CONVENIENCE CENTER CARME% IN FEBRUARY 19, 1999 PREPARED BY: ALEN FETAHAGIC, El MARK C. HARRIS, PE TRANSPORTATION ECONOMIC DEVELOPMENT CIVIL STRUCTURAL ENVIRONMENTAL SURVEYING PLANNING ARCHITECTURE AMERICAN CONSULTING ENGINEERS, INC- DRAINAGE COMPUTATIONS CARMEL CONVENIENCE CENTER TABLE OF CONTENTS DRAINAGE SUMMARY APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E APPENDIX F APPENDIX G APPENDIX H Existing Conditions Watershed Delineation Map Proposed Condition Watershed Delineation Map Time of Concentration Calculations Required Storage and Peak Inflows Calculations Pond 2 Proposed Condition Results Hy-8 Input and Results Drainage Area Maps for Culverts Storm Sewer Calculation Table Flood Maps and Soil Maps q :\em p~ a1\99 [ 07-001 .doc AMERICAN CONSULTING ENGINEERS, INC. Drainage Computation Summary Carmel Convenience Center 97~h Street and Michigan Road The proposed site is located at the northeast comer of the intersection of 97th Street and Michigan Road in Hamilton County, Indiana. The site is bounded on the north by a commercial development, on the . west by Michigan Road, on the south by 97th Street, and on the east by an existing home. The site contains 1.54 acres. The proposed project includes the construction of a 4,200 square foot combined fast-food restaurant and convenience store. Existing Conditions Currently, the site contains a vacant building and parking area and is otherwise undeveloped and is covered with grass. The existing drainage pattern generally flows from the northeast to the southwest. The entire site (1.54 acres) and the upstream watershed drains to a swale along Michigan Road. The swale then outlets to a 18" culvert draining in a southerly direction under 97th Street. The following is the existing peak discharges from the site found at the 18" culvert: Q2~×=CI A Q2¢x = 0.33 x 3.08 x 1.54 Q2~×; 1.56 cfs C - mn-off coefficient = 0.33 (pavement 0.20 ac (C = 0.9), grass 1.34 ac (C = 0.25)) I - intensity = 3.08 in/hr* A - area = 1.54 acres Qloex = C I A Q10~× = 0.33 x 4.71 x 1.54 Q~0,~ = 2.39 cfs C - run-off coefficient = 0.33 I - intensity -- 4.71 in/hr* A - area = 1.54 acres *The value of the rainfall intensity was determined by analyzing the "time of concentration" (Tc) of 14 min. (see Appendix "C"). These peak runoff values were used as the allowable discharge rates for the 10-, 50- and 100-year storm events for the developed site. q:\emp\al\99107-001 .doc AMERICAN CONSULTING ENGINEERS, INC. Proposed Conditions The proposed site will drain via an on-site storm sewer system and sheet flow to a proposed dry detention pond located adjacent to the east US 421 right-of-way. The detention facility was designed to store post-developed runoff from a 1.54 acre ou-site basin. Using the ratioual storage method, the critical storm event (the storm duration which produces the maximum required detention volume) was determined as follows: Storm Frequency Duration Intensity Inflow (hr) (in&r) (cf s) lO-year 0.50 3.09 3.62 50-year 0.50 4.10 4.80 100-year 0.50 4.50 5.27 The Haested Methods, Inc. computer program Pond-2 was used to route the hydrographs through the pond. The results are as follows: Storm Frequency Max pond elevation Peak Discharge from the Pond (feet) (cf s) 1 O-year 882.86 1.48 50-year 883.27 2.09 100-year 883.39 2.34 As the results show the proposed 1 O-year discharge is less than the existing 2-year discharge and the proposed 50- and 100-year discharges are also less than the corresponding 1 O-year existing discharge rate. Consequently, the drainage system described allows for this proposed condition to meet the necessary requirements. The proposed on-site storm drainage system was designed using the rational method for a 10-year design storm. (See Appendix G). The intensity curve was taken from the HERPICC manual. Conclusion No adverse impacts are anticipated from this design. q:\emp\afi99107-001 .doc AMERICAN CONSULTING ENGINEERS, INC. APPENDIX A Existing Conditions Watershed Delineation Map q:\cmp\afi99107-OOl.doc x 885.8x x 88.~,3 885. 4 88 ~.8 X X 884.8 X 88£.~ AMERICAN CONSULTING ENGINEERS, INC- APPENDIX B Proposed Condition Watershed Delineation Map ./ ./ ./ ./ ./ AMERICAN CONSULTING ENGINEERS, INC APPENDIX C Time of Concentration Calculations q:\cmp\al\99107-001 doc Circle one: Circle one: ~Developed through subarea NOTES: By .~.~ Date oZllal~ Checked Date Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. 8. 9. 10. Tt = 3600 V Sheet flow (Applicable to Tc only) Segment ID 1.Surface description ............ 2. Mmnning's roughness coeff.~ n .. Flow length, L (total L~ 300 ft) .......... ft Two-yr 24-hr rainfall, P2 .................. in Land slope ..'ft/ft (nL)0'8 Compute Tt ...... hr 0.007 Tt = P2©s0'4 Shallow concentrated flow Segment ID Surface description (paved or unpaved) ..... Flow length, L ............................. ft Watercourse slope, s ....................... ft/ft Average velocity, V ........... ft/s L Compute Tt ...... hr L), oz 52o 12. 13. 14. 15. 16. 17. 18. 20. Channel flow Segment ID Cross sectional flow area, a ............... ft2 wetted perfmeter, Pw ....................... ft a Hydraulic radius, r =-- Compute r ....... ft Pw Channel slope, s ........................... ft/ft Manning s roughness coeff., n .............. 1.49 r2/3 s1/2 V =. Compute V ....... ft/s L Tc = 3600 V Compute Tt ...... hr Watsrshed or subarea T C O.Oo~ O, 03o ~ oo O, ooJ l+[ or Tt (add Tt in steps 6, 11, and 19) .... .... hr G~ FIGURE 203-1: T~me of Concentr-ation or Travel Time Work-~heet (SOURCE: 210-VI-TR-55, Second Ed., June 1986) City of Indianapolis AppendTx page A2-6 AMERICAN CONSULTING ENGINEERS, INC. APPENDIX D Required Storage and Peak Inflows Calculations q:\cmp\:lP,99107-00 I.doc AMERICAN CONSULTING ENGINEERS, INC ~a,.. 02-i9-i~9~ ~ee d S~or~e Area Ck: D~te: Usin~ £~ ~ef~od Time: b~n~L C~NVENiENCE CENTER - ,7~ ~T & U~~,~ Job: JO Detentien F~ciiit~, Design Return Period :~yr Proposed Release Rate Relurn Period: J~O~yr E~istin9 ~eveiope~ Run~ff Coefficient: 0.760 ~If~r E~isting Runoff Raie: Outfio~ Rate: 1,56 cf~ ; SiCR~ : '~,~-YEAR 'i iNFLOW ~ OUTFLON ~ DURATION ',RAINFALL ) RATE I RATE : (;~RS) : IRTENSIT¥ ', (CFS) ~ (gFS) '~ (CFS) : {AC~E-FT):, 0.08 ', 6,98 ) 8.17 ', 1.56 .......... + ........... ~ .......... + ........... + ........... + .......... 0.i7 ~ 5.48 : 6,41 : 1.56 .......... + ........... + .......... + ........... + ........... + .......... 0.50 ~ 3.0~ I ...6, I 1.5~ ~ 2.06 : 0.086 0.57 ', 2.~8 ~ 3.02 ~ 1.5~ ', 1,46 0,83 : 2,22 : 2.60 ', !.56 ', i.00 ', 1,96 ', 2.29 ~ 1.56 : 1.50 ~ · 1.47 ', 1.72 ) 1.56 ', ..........+ ........... + .......... . ........... '. 2.00 ~ 1.19 '. I.S~ '. 1.56 ', 0.00 ) 0.000 S,O0 ', O.B8 : 1.03 : l,S& ........... + ........... + .......... + ........... + ........... + .......... ~,00 ~ 0.7i : 0.93 ', i.56 5,00 : 0.60 : 0.70 ) i,~6 .......... + ........... + .......... + ........... 6,00 : 0.52 : 0,6i : !,56 7.00 '. 0.46 ~ 0.54 ~ i.56 ) 0.00 0.000 8.00 : 0.~! : 0.~8 ', i.56 : 0.00 O.OOO %00 ', 0.38 : 0,~4 : 1,56 : 0,00 0,000 lO.O0 ~ 0.35 ~ 0.41 ', !.56 ', 0.00 0.000 12,00 : 0,30 : 0,35 : i.56 .......... + ........... + .......... + ........... 19.00 ; 0,22 : 0,26 ~ 1.56 ¢ O.O0 O.O00 ...................... ~ .......... ~ ........... + ...................... 2~.00 '. 0.17 i 0.20 ', 1.56 '. AMERICAN CONSULTING ENGINEERS, STORAGE ?aqe of ~'o Oeteotioo Facility Pesio_o Return Period: ~ yr Pro,nosed Relsase ~ate Return ~sriod =iO ~r E,istin~ Watershed Area: 1,54 Acres Developed Runoff Coefficient = 0,760 i0 yr S~isting ~unoff Ral~: Outflow Rate: 2.~9 cfs :,ORM : '~O~-¥EAR INFLOW OUTFLOW ; STORAGE REGUiRED DURATION'; RAINFALL ~ATE RATE , ...... ~c STORAGE nRS~ , i~TENStTY ~r~ (OFo) ~ !CFR) (ACRE-FT)i ' (I~/RR) 0.08 I 8,8~ i0,~3 2.~? [ 7,~4 [ 0,05~ 0.I7 ' 7,07 8,27 2.39 ' 5.88 : O,OSO 0,50 [ ~.I0 0.67 I 3.43 6,0; 4.80 2,39 J 3.64 I O.iO0 2.39 [ 2,41 ; 0,!00 2.39 ) 1.62 ; 0,0~1 : .- ......... ~' ...................... ~ ........... + ........... + .......... 0,8~ ', 2,~7 ~,~,~ ~,.:, ', i.07 ', 0,075 l.O0 ; 2.62 ~ ~' 2.39 ; . , : ' a,~,; ' 0.6~ ' 0,056 ~ 1.50 i i.~7 2.51 2.59 I 0.00 ', O.OOO ; .......... + ..................... - ........... + ........... + .......... z,(,,; , 1.5~ 1,86 z,.>? ; 0.00 ', 0,000 ~ .......... ~i ..................... ' ...................... · 4 .......... , ~ 3.00 ; !,t7 ~,..,~ ~ ,' ~.~',~'= , ..... v.vv , O,OOO : .......... + ..................... ~ ........... * ........... -~ .......... 4,00 ', 0.~4 i,iO i 2,59 ', 0.00 ', 0,000 .......... + ...................... + ........... + ........... + .......... 5.00 ..... q , v,~ 0,92 , 2.~? I 0.00 ', ,,Ov.' ', 6,(:0 ' 0.6S 0,80 ; 2.57 [ O,OD ', O,O00 , ' (, ,vvO : 7,00 ' 0,60 0,;0 [ 2,;? ~ 0,00 [ ' ~* : d,vv + 0.54 n" ' "' ; .......... ~' ...................... .'- ........... ~' ........... a .......... i %00 : 0,4~ 0.57 [ .... O,OO ' O ^"'~ .......... + ...................... .~. ........... ~ ........... .} .......... ', iO.OO ' 0.45 0,53 ~ 2,57 ', .'~,~.,,.) ...... , 0.28, .......... ,,.~-~. , ~,~,~ , :':,(W). .. 0.000 ', .. ......... + ........... ¢ .......... ~ ............ ...................... 24.(0 : 0,22 0,2~ 2.3~ i 0,00 0,000 .......... + ........... a .......... ~ ....................... · .......... AH~RICA~ CONSULTING EN6INEERS. STORAGE Pa~e of ~: AF Date: CARHEL CONVENIENCE CEiiTER - ~TTN ST, & US 42i Job: 9%107 Reiemse Rate Refute ?e~io~ = i0 ¥~ Existing Natershed A~em = 1.5~ Acres DeYele~ed Runoff Ooeffident = 0.750 10 ~r Existino R~moff Raie: Outflow Rate = 2.59 cfs ~,0~ ~, i,.,O-¥Ee~ iNFLOW ' OUTFLOW ' STORAGE RA~NrAu. RATE ', RATE I RATE (HR~),' INTENSITY (CFS) ,' ~L.r~) ,' (CFS) ~ (AC~E-FT)~. , .......... ~ ..................... + ........... + ........... ,, ..........+ ........... + .......... + ........... + ........... + .......... ~ .......... , ........... + .......... i ........... ' ........... ' ........... .......... + ........... + .......... + ........... + ........... + ........... 7,00 ¢ 0,66 : 0,77 ', 2,39 ~ O,OO , ~ ..... ', 0,70 ~ r %00 : 0,54 ', 0.~ ~ ...... n n4 u,.~O0 AMERICAN CONSULTING ENGINEERS, 1NC. APPENDIX E Pond 2 Proposed Condition Results q:\¢mp\at\t)9107-00 I.doc ?ao~ 1 of 2 Executed 02-i?-i$99 10:i2:27 99107 for HydroQraph VDLU~E = 8,657 cu.ft.: 0.20 Time Flow (hrs) (cfs) ~,00 ' 0.0 0.50 3.6 1,33 0.0 Executed 02-19-1~ i0:i2:2~ 9~I07 .HYD VOLd~E = 8.653 cu,ft. = 0,20 mc-Tt Time Flow (hfs) {cfs) 0,00 0,0 0,08 ~ ' 0,~3 2,4 0.41 3,0 0 ~O ~ ' 0.58 3,3 0.66 ~ ~ 0,75 2.5 l,OO ' q !,25 0.4 i.~ 0.C~ -~%"]-z Version: ,%20 'E~ECUTE~: ~-i~-l~v, i0,~,~ O~tfiow O,O0 ds Storaoe : 0.00 a~-ft GIVEN POND DATA iELEVATiDN~ OUTFLOW STORA6E I (it) (cfs) (~-it) i 3~0,S5 0,0 · 0,000[ G~i,O0 0.0 0,00): ~S!,~O 0.7 0,0101 882.00 !,0 0,040~ SB2,50 !,3 0,0701 88~.00 1,~ 0,ii01 ~3,50 2.6 0,1601 i ~iTER~E,D.'ATE ~OL T Z).iG CO~PUTAT!~.~E i 2S/t 2S/t + 0 ', (rife) (cf~) ', 0,0 0.0 ¢ 0.9 : 1i.7 !2,7 '~ 20.~ 21.7 46,7 I 67,i ' 71,0 .......................... Ti~e in~rement (t) = 0.08~ hrs. EX£CUT£5; ~-1¥-I~?, i0:i6:07 ?ond File: 971078X ,PND Inflnw Hydrosraoh: 99107 ,HY~ 5uti]ow Hvdrogra~h: OUT ,HYO iNFLO~ 8Y~ROSRAP8 8DUT~N8 COMPUTATIONS Ti~E INFLO~ (hr~) (cfs) 0.000 0.0~ 0,~0 0,~6 i.20 0,2~ i,80 0,552 0,~15 0.581 9,66; 2,90 0.7~7 2.50 0.850 2.20 0,9i~ : i.80 1,079 1,10 1,245 0,40 ],~28 0,00' ~ i1+i2 2S/t - 0 ~ 2~/t + D I OUTFLOW ELEVATiONi ..... 0,0 i O,Ol 0.00 880.85 0.6 i.8' ~.8 ~,2 5,4 6.6' 6.~' 6.2 5.4' ~.7' 2,6 1.1. 0,4' 1,6 3.2 5.7 ~,2 13.6 18,0 21,6 24.2 26.0 27,i 27,4 27,! 26,0 2~,:~ 22.0 0,6~ 0.00 880,75 2.~[ 0.38 881.28 4.6~ 0,72 88!,56 7,4i 0.82 8~l,Yl ii,i~ 0.96 881,91 15.81 1,I0 882,17 20,5: i.2~ 882,44 27,0) 1,40 882,72 28,9: 1.4~ 882.80 ~0,01 i.47 ' 888,85 30.4[ i,48 882,86 30,01 !,47 882,8~ 28,9[ i,~4 882,80 27,1) i,40 882,73 Pond Fi~e 9~!07BK inflow Hvdrograph: 99107 .y~rograph, OUT ,nYD Starting Pond W.S. Elevation: 880.B5 ft $IIIi Summary of Peak Outflow and Peak Elevation Peak Inflow 3,~ cfs Peak Ootfiow !.48 ets re~k E]evation= ~z.~ it initial Storage Peak Storaoe. From ~orm~ : ~ntol in Pond : 0.00 ae-ft 0.i0 ac-ft O,iO ac-r~ 5,20 inHow Hydrograph: ~?!07 .HY9 1.48 nfs E~ECUTEv. Oz-i?-lvw 10:i6:07 .!7 ,5 .71 i 1,i6 (hrs) X X X X 79107 ,HYO um~x' ' = 3,6 cfs ]ngu~ ~ for Hy4ro~raph VOLU~E: il,474 cu,ft, = ,,.~ s~ ~c~ft Time Flow (~rs) (cfs) O,O0 0,~0 4,8 I,S3 0,0 Executed 02-I?-17~? Constructed Fiie Summary for ~ons~ru:ted Hydro~raph VOLU~E = 11,47( cu.ft. = 0,26 ?aQe 2 of 2 Time Flow (hFs) (cfs) O,OO 0,08 0,8 0,17 1.6 ~,2~ 2,~ 0.4i 4,0 0,50 4,~ 0,66 0,~ 2.9 1.00 ~ ,08 1,4 1.16 1,0 1.25 0.5 I.~5 ?OND-2 Version: ),20 S/N: EXECUTED: 02-i~-19S? i0:S1~47 CONVENIENCE CENTER- ~TTH ST, & US 42i ) inflow HYdrogra~h: ~9i07 .HYO Rating Table file: ~UOTBK',PN8 .... iNITIAL CONDITIONS .... Elevation: 880,8D it Outflow 0,00 tis GIVEN POND DATA ~ELEVATIDN OUTFLOW (cfm) 880.85 0,0: 0,0001 $~I,00 0.8 : 0.003: 881.50 0.7 : 0.010: B82,00 i,O I 0.0401 882,50 1,3 i 0,0701 883,00 1.6 : 0,II0: 8B3.50 2,6 I 0,1601 884,00 4.0 I 0,2301 ]NTERNEDIATE R OUT L'-,I8 COMPUTATIONS 2S/t ~ 2~/t + 0 0,0 2.9 : ~.,b ii,7 I 12,7 20A ', 25,7 4b,7 ~ b7.1 ~ .......................... EXECUTED: 0~-~? .9~9 iu:~i,49 Pond File: 99107BK .PHD inflow Hydrogtanh: 99107 ,HfD Du~fiaw Hydrograph: OUT .HYD INFLOW HYORDORAPH TIME INFLOW (hrs) (cf~) 0,000 0.001 0.003 0.80~ 0.!66 i.601 0,249 2.401 0.332 3.201 0.415 0.664 0.747 3.40~ 1,079 1.40J 1,162 i,245 0,50~ i,328 0.001 ROUTiN8 COMPUTATIONS Ii+12 ', 2S/t- D (cfs) ', (cfs) O.B ', 2,,1 : 2,0 4.0 ' 4.5 ~,6 7.2 8,8 I9.5 ?.i 25.7 8,1 30,7 7,2 34,2 6,3 ' 5.T,, ~7.7 ~,~ 2.4 35.5 i.5 33.5 2S/t + 0 { OUTFLOW ,ELEVA,ION, (cfc) I (cie) ) (it) 0.0~ 0,00 ~80,B~ 0,81 0,00 ~ ~' 0.59 881.43 i0.!{ 0,92 881,86 22.1} 2.27 882.52 28,61 1.44 882,79 33.8[ 1,57 883,01 2.08 2.09 2.04 34.0: i.~8 883.0i EXECUTED: Outflow Hydrogrmoh: O~T .HYD ?oak inflow Peak Elewtion = ES5,27 ft Pe~k ~tor~e Fr:m StoCm = 0.00 ac-ft 0,i4 mc-fi Inflow Hvdrograph: Outfi~w HTdrogra~h~ OUT ,~Y~ Peak Elevation = 88a.~, f~ EXECUTE~: 2.0 . 2.5 3.0 3.5 4.0 4,5 5,0 5.5 , ?g~g-2 ?ersion: 5,20 Executed 02-1~-i999 i0:06~54 Constructed file: ~i07 inout D~ta for VOLUME = i2~507 cu,ft, = 0,29 ac-fi FaRe i of 2 \oo - "~¢-A ¢. Ti~e Flew 0.00 , Constructed VOLUME: 12,597 cu,ft, : 0.29 Pmqe 2 of 2 Time 0,00 0,02 0,17 .),41 0,75 ~,8~ 1,00 l.OS i.i6 PO~D-2 V~rsion; 5,20 S/N: E]ECUTED; ~2-i9-1999 09:52:07 ) CAR~EL CONVENIENCE CENiER- i7TN ST, & US 421 ~ inflow H~drograph: ~9107 ,HY9 Rating T:bie fi]e: 99107BK ,PNB .... iNiTiAL CONDITIONS Elevation = 880,85 ft guU)o~ = 0,00 cfs S~¢rt~e = 0.00 a~-ft )ELEVATiDN~ OUTFLOW STORAGE (R) (ds) (ac-it) 8~0,85 0,0 0.000) 8~i.00 0,0 0,0031 881,50 0,7 0.0!0~ 882.00 1.0 0.0401 ~82.50 !,7 0.0701 ~83,50 ~.6 O.!~Ol 864,00 4.0 0,2301 .............................. :NTED~)ED!ATE BOU'FiNG CO,gPUiATION~ (cfs) ', (cfs) 0,0 ) 0.0 2.9 ', 3.6 · ii,7 ~ 12,7: 20,4 : 2t.7 ._12. i : ~:~,6 · J6.7 ', 67,1 i 71,0' Time increment (U = 0.00~ hr:, ?und File: lniio~ H~drograuh: 99107 ,~¥B T!~E : INFLOW 0.000 i O.OOl O.OB3 i 0,90: 0.747 i 0,830 ~ 3,20: 0,9i3 I 2.601 0.9% ~ 1.245 f 0.501 !,328 ] O.OOf Ii+!2 2Sit - 0 ~ 2Slt + O ~ OUTFLOW ELEVATION~ (ct~) (cfc) : (ets) : (cfs) (f~) ..... 0.0 : 0,0~ 0.00 880.85 0.9 2,& 4.3 ~,1 7.9 i0,0 0,9 2,2 9.1 21,7 7.9 ,]7.7 5,9 5,8 ~.i,2 4.7 41.2 3,7 40,4 2.7 ' 3~,7 i.6 ; ~6,4 0.01 6.5: OJ9 88i,66 : i1.0: 0.95 17,01 i,i~ 882,24 37.6 i.~2 44.6 2.2~ 883,~5 45,9 2.34 88~.39 44.9 2,28 43,1 2,I6 ~0,~ 1,99 B83,22 0,5 : 33.3 : 3~.9 1.77 883.10 E×ECUTEO: 02-i%1979 09:52:07 in(iow HYdrogra~h: 97107 ,HY9 Outflow Hydrograoh: OUT .UYD Summary of Peak Outflow and P~ak Elevation ?eak inflow 5,20 cfs Peak Outflow = 2,3( cfa initial Storage Peak Storage Prom Stor~ Total Storage in Pond = 0,15 ac-fi Fils: Outflo~ Hydrogr~ph: flUr _XECU,:~, t~ 1%I ?~ 0~:52:07 .58 x t ~ ~ x ~ t x t x x Fils: OUT .dY8 ~ax = 2,S cfs Sheet1 JOB NO; 99-107 Carmel Convenience Center ~ 97th St. & US 421 Stage vs. Discharge Weir equation = CxLx(H)~'s Orifice equation = CdxAx(2xgxh)°'5 d= 5.5 inches Cd= 0.8 A= 0.1650 sq. ft. L-- 0.67 ft C= 2.64 Elevation h Qorlr~ce Elevation Elevation I h Qorifice +Qweir Elevation (ft) (ft) (cfs) (ft) (ft) (ft) (cfs) (ft) 880.85 0.000 0,000 880.85 882.86 0.000 1.414 882.8~ 881 0.000 0.000 881 883 0.140 1.561 883 881 .~ 0.421 0.687 881.5 883.5 0.640 2.554 883,5 882 0.921 1.016 882 884 1 .t40 3.963 884 882.5 1.421 1.263 882,5 882.86 1,781 1.41~ 882.86 883 1.921 1.468 883 883.5 2.421 1.648 883.5 884 2.921 1.810 884 882 881.8 - 881.6 881.4 881,2 881 Stage vs Discharge ? 880.8 r 0.000 0,200 0.400 0.600 0.800 1.000 1.200 Discharge (cfs) = Elevation (fi) Page 1 · ~Manni-ng's Part-Full Circular Pipe I Job No.: 97-692 Oesc.: Existing culvert under 97th St. By: A[en Fetahagic Oate: 01-14-1999 - De~:ien Parameters Flow Depth Pipe Dia. Pipe Slope: Pi. Type: Corrugations: Roughness: ro. o24 ~ (n) - Flow Characteristics Total Area: 11.7671 in Flow Area: 11.7S71 Wet Perim.: 14.7124 Hyd. Rad.: 0~-'.3750 Capacity(Q): ~ Velocity (v}: L2.4095 Itt 3 it/sec MGD Wsec AMERICAN CONSULTING ENGINEERS, INC APPENDIX F Hy-8 Input and Results Drainage Area Maps for Culverts AMERICAN CONSULTING ENGINEERS INC. By...r'~'.J''~ DATE.~2...~/~,~.,~ SUBJECT .... ~,.-~.,~Z~'.~£ ~'C~/L.~'/.~;~..~,~ ~".t~'(TL/~--"~'. CHKD. BY DATE ............................................. SHEET NO OF Ae'k'-4 : O, IZ ,'~cre.~. C,,&,G ~Te.~o. 12. ( ./ 1.12 AC 0.'i2 AC 5TR. 'Ho. ELEV (FT) TOTAL .8~,vi 0 0 0 0 B83.02 0 0 0 88~,26 i i 0 0 0 0 0 0 883,2~~ . 885.48 5 5 0 0 ELE,JtFT~ Er~, 02 "*' T,3LE,~A~'iCE fFT = i::.OiO ,;°' TOLE"-:C<R'_"E :¢.~"' = :.U,J:i" ' cu~x:,~T DATE: 02-I~-i~¥¥ SiTE ~ATA j CULVERT SHAPE, ~ATERiAL, )~LET J J L $ iNLET OUTLET '*'"' uu, LVk~, ~ BAR~,ELS 3I/ 3 ELEV, ELE?, LENOTH ~ J (FT) (FT) fFT) J ~ATERIAL (FT) (FT) 3 J JDJ J ?6 ' J ~-%~A~}~D:?.~D~DDD~DD.~'DDpDi¥:DD~DD~`~9DDD~Di~.~DD.~DD~DD~DpDD~DpD~l~DDDDDDD~DDDDD~' DD~D~DDDDD~DDDDD~DDDDD~D~DDDDDDD~DDDDD8DD~D~ppppDD£~DDDDDDDDDDD~DDDDpDDDDD~D FILE: 99i07Cil CULVERT HEAOWATER cLEVA)iUN (FT) ~.~, 02/J9/99 DiSCHAR~E ! 2 3 ( 5 6 ROADWAY 0 888,01 0 883.02 0 ~83,2~ 0.00 O,O0 0,00 0,00 0,00 885,5i 0 88~,09 0.00 0,00 0,00 0.00 0,00 B85.52 0 883.i2 O.O0 0.00 O.OO 0.00 O.O0 885.53 0 88~.!6 0.00 0.00 0.00 0.00 0.00 ~85.53 0 883.1~ 0.00 0,00 0.00 0.00 0.00 885.54 0 883.2~ 0.00 0,00 0.00 0.00 0,00 8~5.55 i 883.26 0.00 0.00 0.00 0,08 0.00 885.55 '~-J~AC i 883.29 0,00 0,00 0,00 0.00 0,00 885.56 ,O~-~xK i 883.31 0,00 0,00 0.80 0,00 0.00 E85.56 CURRENT DATE: FILE D~TE: 02/i9/97 F]LE NAME: 99107Cil DDDDDDDBDDDDD~DDDDDDpDDDD£~D~pDDpDpDDDDDDD~DD~pDD~DDDDDD£~DDDDDDDDDD~D~DDDDDD~ DDDDDDDDDDDDE!DDDDDDDDDDDDD CULVERT ~ ! DDDDDDDDDDDDD£~£~DDDD~DDDDD DpDDDDDDDDDDDD£~DDDDD~DDDDDDDDDDDDDDDDDDD£:DDDDD~DDDDDD£~DDD~DDDDDD~DDDDDDDDDDDDDD~ PERFORMANCE gURVE FOR I RARREL(~) .......... FOE ICE VD HWE TWE iCH u~m (ft) (ft) (it) ' (fi) TYPE (it) (fi) (fi) (fps) S~3.01 853,0i 0,00 0,20 O-NF 0,00 882,8i 0,00 0,00 8~3,~ ~55,01 0,1~ 0,2! 5-M1 O,zd S~5,L2 5R3,01 0,~0 0,31 3-i~1 0,00 0,00 0.00 0,95 885,i6 R88,01 0,34 ~.35 3-Ml 0,00 0,00 0.00 i.i9 ~.1~ 8u~,ul 0.36 0,38 853,28 083,0i 0.40 0,42 3-P)l 0,00 0,00 0,00 1.67 883,26 88~,01 0.43 0.45 3-MI 0,00 0.00 0.00 1,91 853.29 883.01 0.45 0,48 '~-.1 ~ 0.00 0,00 ,~.,,v~ ~2,!5 553.3! 883,0t 0,45 0.50 El. in~_t face invert SR2,Bi it El. outlet invert 852,61 ft El. inlet throat invert 0,00 it El, inlet creet 0,00 ft D~DDDDD~DDDDDDDD~D~DDDD~DDDDD~DD~DDD~D~DDDDDDDDDDD~T~DDDDDD~D~D~DDD~DDDDD~DDD INLET STATION (Fl) 0.00 iNLE? ELEVATION (FT) R52.81 OUTLET STATION (Fl) 65,00 O~TLET ELEVATION (FT) ~U~ER OF RARREL~ 5LOPE IV-FT/H-FT) 0.005! CULVERT LENGTH ALONG SLOPE (FT) 65.00 ~ARREL SHAPE CIRCULAR ~RREL ):A'ERiAL CONCRETE BARREL."~'~:~'c.,, .,. ~ N 0.012 2NLET TYrE )NL~{ EDSE AND WALL FiLE CATE: FILE CONSTANT ~ATER SURFACE ELEVATION 883.01 DDDDDDDDDDDDDDDDDDDDDDDDDD ROACNAY OVERTOPPING CATA DDDDDDDDDDDDDDDDDDDDDDDD£~D D£~DDDDDDDD~DDDDDDDDDDDDDDDDDDDDDD~DDDDDDDDDDDD~DDDDDDDDDDDDDDDDDDDDDDDDDD£~DDDDDD ROAC~AY SURFACE PAVED E~BANKMENT TOP WICTH (FT) 20.00 CREST LENGTH (FT) I0.00 OVERTOPPING CREST ELEVATION (FT) B8~.48 DDDD~DDDBDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD~¥DDDDDDDDDDDD~DDDDDDDD~DDDDDD CURRE.~Jt SATE: 02-1%1799 OURREFJT TIME: 13:42t07 FiLE DATE: 02/i?R~ r~LE ~A~:, ~107C12 ~iYDD~?~D~JJ~8?~ FHWA CULVERT ANALYSIS DDDDDDk~DDDDDDDDDDDt~DDDDDDD NY-8, VERSION 3,2 DDDDDDDDDDDDDDDDDDDDDDDDD£, Z~DD~DDDDDDDDDD~D£DDDDDDDDDDDDD~DDDDD~D~DDDDDDDDDDDDDDDD£,DDDD£~DDDDDDDDDDDDDDDDD? 5 C $ ~ITE DATA $ CULVEHT SHAPE~ ~ATERiAL, INLET $ U C~lDDDDDDDDDDDDDDDDD[~D~lD£~DDDEDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD~DD£~¥DDDDD~ ~ L 3 iNLET OUTLET S~LVERT $ BARRELS 3 V 3 ELEV, ELEV, LE~DTH $ SHAPE SPA~ RISE MAHNi~8 iNLET 5 $ $ (FT) (FT) (FT) ~ MATERIAL (FT) (FT) n TYPE $ I $ ~91.81 ~1,62 60,00 3 i RCP 1,25 1.25 ,012 OD~ENTIDNAL$ 323 $ $~ ~ ~ ',~ ~DDDADDDDDDDDD~DDDDDDDDDDDDDDDDADDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD~DDDDDDDDDDDY DDDDD~D~DDD~D~D~DDDDDDDDDDDDDDDDDDDDD~DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD ~U~ARY OF COLBERT FLO~S ISFS) FILEt ~i07C12 ~ATE~ 02t19/~9 ELEV (FT) TOTAL S82,37 0 882,(1 I 882,47 t ~82.5( 882.63 2 882,71 2 882,88 3 882,9) 4 DbDDD~DDDD.,DDDD~D~.~D~b~DD~D~D~,.~DDDD~DD£~D~DD~iDDDDD~DD~ ~,DDI~DD~mDmD~*DI,~D DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD~DDDDDDDDDDDDDD u,n,~Y DF SOLUTION E~RDR$ i~A)~vE .*L~, 99!07£12 DATE~ O~/~/YY HEAD HEAD TOTAL FLO~ % FLON ELEVIFT) E~RSRiFT) FL~(CF8) E~OR(CFS) ERRO~ 882,~5 0,00 0 0 0,00 ~82.37 %00 0 0 0,00 882,~1 0.00 ! O 0.00 882,~7 o.oo i o o.oo ~82,54 0.00 2 0 0,00 ~82,6~ 0,00 2 882,71 O.SO 2 S 882.80 0,00 3 0 0,00 ~82.8~ 0,00 ~82.95 O,O0 ~ 0 0.00 883,0; O,SO 4 0 O.OO ~i> TSLERANCE fF?) = 0.0i0 "~ ..... CURRENT ' FiLE v~T~. FiLE NA~E: ~DRO~D£~ODDD~D~¥~08 FHWA CULVERT ANALYSIS ~£~D~JD~D~8£~£~ ZDD~BDDDDDDDDDDD£~DD~DDDDDDDDDDDBDDDDDDDDDDD£~D£,DDDDDDDDDDDDDDDDDDDDDD~l£~DDDDDDDDD? $ C 3 ~iTE DATA $ CULVERT SHAPE. NATEGIAL. I~LET $ L J INLET OUTLET CULgEGT ' ~,,A,E SPAN RiSE ~NI.G iNLET J J V ~ ELEV, ELEU. LENGTH j I a (FT) ~rT) ~=' ~ATE~IAL (FT) . 5 i 3 88!.8t 88i.52 60.00 3 1 RCP 1.2F !.,a .viz BONVENT]DNAL~ 32~ 3~5 3 5 363 3 '~5 ~DDDADDDDDDDDDDDDDDDDDDDDDDDDDDADDDDDDDDDDDDDDDDDDDDD~jDDDDDDDDDDDDDDDDDDDD~DDDD~ DD~DDDDDDD~DDDDD~D£DDDDDDDD~DDDDDDDD~DDD~DDDDDDDDDDDDDD~DDD~D~DDDDDDDDDDDDDDDDDD F!LE: ~9107£~2 CULVERT HEADWATER ELEVATION (FT) ~ATE: 02/I~199 I 2 ~ 4 5 6 ROADWAY 882.35 0.00 O.OO 0.00 0.00 0.00 88~.03 882.57 O.O0 O.O0 0.00 0,00 0.00 884.06 ~2.41 0.00 O.O0 O.O0 0.00 0.00 88~.07 882,47 O.gO 0,00 0,00 0,00 O.OO 884.0~ 882.54 O.O0 0.00 0.00 0.08 O.OO 884.10 882.63 0,00 O.gO 0.00 O,OO 0.00 884,1! 882.~! 0.00 0.00 0.00 O.OO 0.00 884.12 882.80 O.OO 0.00 0.00 O.O0 0.00 884.1~ 882,88 0.00 0.00 O,OO 0.00 0.00 884,i~ 882.~5 O.O0 O.O0 O.O0 0.00 0.00 8G~.I~ 88~.05 0.00 0.00 0.00 0.00 0.00 88~.!5 CURRENT DATE: 02-19-1~9 CURRENT HNE: 13:40:52 FILE OATE: 02/19/97 FILE ~AME: 99J07Ct2 DD~DDDDDDDDDDDDD~DDDDDDDD~DDDDDDDD~lDDDDDDDDDDDDDDD~DDD~DDDDD~DDDDDD~DDDDDDDDDDDD D~iDDDDDDDDD~DDD~£~DDDD CULUERT # i DDDD~x¥DDDD£~DDDDDDDDDDDDDD DDD~DDDDDDDDDDDDDDDDDDDDDDDDDDDE~DDDDDD~DDDDDDDDDDDDDDDDDDDDDDDDDDDDDD~;DDDD~D£~£~DD ~E~P~R~NCE C~E ~UR i BARRELI~ HWE T~E )CH (ft) (ft) (fi) (f~) TYPE (ft) (fi) (ft) (f~s) 882.35 882.3~ 0.00 0.~ O-NF 0.00 881.gi 0.00 0.00 882.37 ~82.35 0,~3 0.55 3-Mi O,O0 0,00 0.00 0.52 882,41 882,35 0,47 0.60 ~-M1 0.00 0.00 0.00 1.05 R82,47 882,~5 0,59 0,66 3-Mi 0,00 0,00 0.00 1.57 882,54 882.35 0.69 0,7~ S-Mi 0o00 0,00 0.00 2,10 882,6~ RB2,35 0.78 0.82 3-MI 0.00 0,00 0,00 2.62 882.7i 882,75 0.87 882.80 882.35 0,95 0.99 3-N2 0o00 0.00 0.00 3.67 882.88 882,35 1,03 i,07 3-M2 0.00 0,00 0,00 4.i9 882.95 882.35 i,i0 1.1~ 2-M2 0.00 0,00 0.00 4,52 883,0~ 882.35 I,!7 1,22 2-M2 0.00 0,00 0,00 4,72 El, in]et face invert 88!.8! ft El. outlet invert 88!.62 it El. inlet t~roat invert O,O0 it El. inlet crest 0.00 ft ~nDD~DDDDDDD~D~-~DDDDDDDDDDD£~-~£~£~DDD£~)DDDDDDDDDDD~lDDDDD~DDDDDDDDDDDDDDDD~D[~D£,DD iNLET STATION fFT) INLET ELEVATiO~ (FT) 881.81 CUTLET STATION (FT) OUTLET ELEVATION (FI) 881,62 NCNOE~ OF BARRELS 1.00 SLOPE (V-FT/~-FT) 0,0032 CULVERT LENBTH ALONG SLOPE (Fl) 60,00 BARREL SHAPE CIRCULAR PARREL D~AMETER i.25 FT BAR~EL ~ATER)AL CONCRETE RAR~EL NAR~iNG'S N 0.0!2 i~LET TYPE CCNVENTIONAL INLET EDgE ARB HALL ~RODVE~ ENO PROJECTION iNLET DEPRESSION NOHE DDDD£~DDDD~DDDD~'-.~DDDDDDDDDDDDDDDDDDDDD:¥DDDDDDDDDD~DD~DDDL~DD~-~D~DDDDD~DDL~D~D£~DDDD CDR~EWT TI~£: 13:~0:52 FiLE DATE: 02/19/99 FILE NAME: 99107C12 DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD~DDDDD DDDDDDDDDDDDDDDDDDDDDDDDDD TAILNATER DDDDDDDDDDDDDDDDDDDDD£DDDD DDDDDDDDDDDDDD£DDDDDDDDDDDDDDDDDDDDDDDDD~DD~DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD DD£~DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD~DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD CONSTANT WATER SURFACE ELEVATION DDDDDDDDDDDDDDDDDDDDDDDDDD ROAGWAT OVERTOPRIH8 DATA DDDDDDDDDDDDDDDDDDDDDDDDDD DDD~DDDDDDDDDDDDDDDDDDDDDD£DDDDDDDDDDD~DDDDDDz~DDDDDDDDDDDDDD~DDDDDDDD£DDDDDDDD~D ROADWAY SURFACE PAVES EMBANKMENT TOP WIDTH {FT} 20.00 CREST LENGTH (FT) 50,00 OVERTOPPING CREST ELEV~TIDN (FT) 8~4.0~ DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD AMERICAN CONSULTING ENGINEERS, 1NC APPENDIX G Storm Sewer Calculation Table storm calcS STORM SEWER DESIGN TABLE - RATIONAL METHOD JOB NAME CARMEL CONVENIENCE CENTER - US 421 & 97TH ST. JOB NUMBER 99-107 2/18/99 MANNINGS n = 0.013 10 -YEAR STORM Structure Length Drainage Area (acres Runoff A x C Flow Time (Min.) Rainfall Total Pipe Full Velocity (fps) Inved Elevation Manhole Slope Rim Elevation Pipe Cover (ft) From To ncremenl Total Coefficien Increment Total To Upper In Intensity Runoff Diameter Capacity Flowing Upper Lower Invert Upstream Downstream Upstream Downstream (feet) C End Section (in/hr) (cfs) (inches) (cfs) Full End End Drop (ft/ft) 1 2 148 0.11 0.11 0.90 0.10 0.10 5.00 0.98 6.98 0.69 12 1,98 2.53 882.03 881.57 0.00 0.0031 884.20 883.90 1.01 1.17 2 4 97 0.1(~ 0.27 0.90 0.14 0.24 5.98 0.64 6.62 1,61 12 1.98 2.53 881,57 881.27! 0,00 0.0q.31 883,90 883.90 1.17 1.47 3 4 88 0.161 0.16 0.90 0.14 0.14 5.00 0.58, 6.98 1.01 12 1.98 2.53 881.54 881.27 0.00 0.0031 884.00 883.90 1.29 1.47 4 5 81 0.13 0.56 0,90 0.12 0.50 6,62 0.46 6.40 3,23 15 3,60 2.93 881.27 881.02 0.00 0,0031 883.90 883.80 1.20 1.35 5 OUT 34 0.05 0.61 0.90 0.05 0.55 7.08 0.19 6.26 3,44 15 ' 3.60 2.93 881.02 880.91 0.00 0,0031 883.80 N/A 1.35 N/A 6 OUT 113 0.23 0.23 0.90 0,21 0.21 5.00 0.75 6.98 1.45 12 1.98 2.53 881.57 881.22 0.00 0.0031 883.80 N/A 1,06 N/A 9 10 55 1.10 1.10 0.45 0.50 0.50 17.00 0.32 4,27 2,11 12 2.25 2.87 883.05 882.83 0,00 0.0040 N/A 885.00 N/A 1.OO 10 OUT 55 0.02 1.12 0.45 0.01 0.50 17.32 0.32 4.23 2.13 12 2,25 2.87 882,83 882.61 0.00 0.0040 885,00 N/A 1.00 N/A Page 1 AMERICAN CONSULTING ENGINEERS, 1NC. APPENDIX H Flood Maps and Soil Maps q:\emp}alXgOI0%OOl.doc _ .... HAMILTON couNTY, INDIANA R. 3E,