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HomeMy WebLinkAbout1988-09-26 Drainage Report SPR 1 Richard F. Kaminski & Associates, Inc. DRAINAGE CALCULATIONS for Toscano & Ardito Office Building Bayfield Drive North Andover, MA 01845 (HEC-1 Computer Analysis) July 15 , 1988 Revised August 15 , 1988 Prepared for : t4�K OF Channel Building Co. 242 Neck Roar! FoRY � Haverhill , MA 01830 0 Architects ❑ Engineers ❑ Surveyors ❑ Land Planners 200 Sutton St., North Andover, MA 01845, (617) 687-1483 # FLOOD HYDROGRAPH PACKAGE IHEC-II # # U.S. ARMY CORPS OF ENGINEERS # # FEBRUARY 1301 # # THE HYDROLOGIC ENGINEERING CENTER # # REVISED 14 JUN 85 # # 609 SECOND STREET # # # # DAVIS, CALIFORNIA 95616 # # RUN DATE: 07/07/19BO # # # # TIME: 15;17:45.82 # # 1916) 551-1748 OR #FTSI 449-3285 # # # # # # Small Watershed printout Features # # Haestad Methods I203I 755-1666 # ######################################### ####################################### X % xxxxxxx YIIXxx X X X X X K xx % XX X X flxxxx%K xxxx % xxxxx R x % x X S X R K X X % X X xxxxxKX xxxxx XKX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECI IJAN 73f, HECIGS, HECIO9, AND HECIKW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKT ON RM-CARD WAS CHANGED WITH REVISIONS DATED 2O SEP S1. THE VERSION RELEASED 31JAN85 CONTAINS NEW OPTIONS ON AL AND BA RECORDS, AND ADDS THE HL RECORD. SEE JRMARY 1905 INPUT DESCRIPTION FOR NEW DEFINITIONS. :;: .,; FULL MICRO-CO11PUTER INFLEMENTATION :.. ::t Small Watershed Print Features 1.0 H A E 5 T A D H E T H 0 D S 37 Brookside Road # Waterbury, Connecticut 06708 1 f203I 755-IL66 t HEC-I INPUT PAGE I LINEID.......L......2.......3.......4.......5.......b.......7.......8.......9.....,10 1 €D EXISTING SITE DRAINAGE - 100 YEAR STGRI4 2 ID CHANNEL BLDG CO. - BAYFIELD DRIVE, N. MOVER, KASS, 3 ID PREPARED BY. RICHARD F. KAMINSKI AND ASSOC, IDIAGRAII 4 IT € 300 5 I© 5 6 KK A 7 VIM DRAINAGE AREA A 8 KID 3 9 BA .00444 10 PH 1 0.64 1.34 2.48 3.3 3.8 4.7 5.45 6.4 11 LS 78 12 UD 0.170 13 Iz (r�4 SCHEMATIC DIAGRAM OF STREAM NETWOR£ IrrPIlrr LINE {Vf ROUTING DIVERSION OR P(fhiR FLOW NO. I.} CONNECTOR It---I RETURN OF DIVERTED OR PUITED FLOW 6 A ItjiI RUNOFF ALSO COMPUTED AT THIS LOCATION k �r S # FLOOD HYDROGRAPH PACKAGE (IIEC-1) # # U.S. ARMY CORPS OF ENGINEERS # # FEBRUARY 19BI # # THE HYDROLOGIC ENGINEERING CENTER # # REVISED 14 JUN 05 t # 609 SECOND STREET # # # # DAVIS$ CALIFORNIA 95616 # t RUN DATE: 07/07/1908 # # # t TIME; l511708.57 t # (916) 551•-1749 OR (FTS) 440 3285 # # # # # # Small Watershed Printout Features # # Haestad Methods (203) 755-1666 1. EXISTING SITE DRAINAGE - 100 YEAR STORM CHANNEL BLDG CO. - BAYFIELD DRIVE, N. ANDOVER, MASS. PREPARED BY: RICHARD F. KAMINSKI AND ASSOC. 5 IU OUTPUT CONTROL VARIABLES 1PRNT 5 PRINT CONTROL IPLOT 0 PLOT.CONTROL OSCAL 0. HYDRDSRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN i MINUTES IN COMPUTATION INTERVAL IRATE 1 0 STARTING DATE ITIME 0000 START1119 TIME In 300 NUMBER OF HYDROGRAPH ORDINATES IIDDATE 1 0 ENDING DATE NDTIME 0459 ENDING TIME COMPUTATION INTERVAL 0.02 HOURS TOTAL TIME BASE 4.98 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT fit III III III fit ##t #t# lit lit ### III lit lit ### lit ### It$ $11 111 ##t ### ##t ### lit lit III ### lit ### lit t## ##t ### ###t#####t#### # # 6 KK t A # # # ' #t##########t# 8 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL 7 SUBBASIN RUNOFF DATA 9 BA SUBBA5111 CHARACTERISTICS TAREA 0.00 SUBBASIN AREA PRECIPITATION DATA f0 PH DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM ..... HYDRO-35 ...... ............... TP-40 ............... ........... TP-49 ........... 5-MIN 15-MIN 60-HIN 2-HR 3-HR 6-HR 124 24-HR 2-DAY 4-DAY 7-DAY 10-BAY 0.64 1.34 2.48 3.30 3.80 4.70 5.45 6.40 0.00 0.00 0.00 0.00 STORM AREA = 0.00 11 LS SCS LOSS RATE STRTL 0.56 INITIAL ABSTRACTION CRVNBR 78.00 CURVE NUMBER RTIMP 0.00 PERCENT IMPERVIOUS AREA 12 UD SCS DIMENSIONLESS UNITGRAPH TLAG 0.17 LAG ### VALUE EXCEEDS TABLE IN LOGLOG 0.01667 0.01667 24.00000 UNIT HYDRGGRAPH 53 END-OF-PERIOD ORDINATES 0. 1. 2. 3. 5. 7. 9. 10. 11. 12. 12, 12. 11. 10, 9. 8, 7. 6. 5. 4. 4. 3. 3. 2. 2. 2. 1. 11 I. 1. . 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. ### ### ### ### ### HYDRGGRAPH AT STATION A TOTAL RAINFALL = 4.44, TOTAL LOSS = 2.20, TOTAL EXCESS = 2,24 PEAK FLOW TIME MAXIMUM AVERAGE FLOW 1CFS1 (HR) 6-HR 24-HR 72-HR 4.98-HR 8.4 2.69 ICFS1 1,3 1.3 1.3 1.3 IIPIMS1 2.191 2.191 2.191 2.191 (AC-FT) 0.519 0,519 0.519 0.519 CUMULATIVE AREA = 0.004 SO MI RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-KE 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT A 0.43 2.69 1.26 1.26 1.26 0.00 11 T NORMAL DID OF HEC-1 $$i S LINEID.......L......2.......3.......4.......5.......6.......7.......0.......9......10 I ID EXISTING SITE DRAINAGE - 10 YEAR STORM 2 ID CHANNEL BLDG CO. - DAYFIELD DRIVE! N. ANDOVER, MASS, 3 ID PREPARED BY; RICHARD F. KAMINSKI AND ASSOC. #DIAGRAM 4 IT 1 300 S 10 5 6 KK A 7 KM DRAINAGE AREA A 8 KO 3 9 BA .00444 10 PH 10 0.46 0.93 1.65 2.10 2.45 3.30 3.90 4.50 11 LS 78 12 U5 0.170 I3 71 RUNOFF SUMMARY FLOI4 IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE b-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT A 4.21 2.70 0.63 0.63 0.63 0.00 tit NORMAL END OF HEC-I t#t �'8 HEC-1 INPUT PAGE 1 LINEID.......i.......2,,,...,3.......4.......5.......b.......1.......8.......7......10 I ID EXISTING SITE DRAINAGE — 2 YEAR STORM 2 ID CHANNEL BLDG CO. — BAYFIELD DRIVEa N. ANDOVER, MASS. 3 ID PREPARED BY. RICHARD F. K,AMINSKI AND ASSOC. #DIAGRAM 4 IT 1 300 5 10 5 6 KK A 7 KM DRAINAGE AREA A 8 KO 3 9 BA .00444 10 PH 50 0.36 0,67 1.10 1.50 1.80 2.30 2.80 3.10 11 LS 78 12 UD 0.170 13 li RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA III SOUARE MILES PEAK. TIME OF AVERAGE FLOW FOR IAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT A 1.41 2.72 0.24 0.24 0.24 0.00 III NORMAL EMU OF HEC-I fit# ��10 ######################################### ####################################### # FLOOD HYDROGRAPH PACKAGE KC-1) # # U,S. ARMY CORPS OF ENGINEERS # # FEBRUARY 1791 # # THE HYDROLOGIC ENGINEERING CENTER # # REVISED 14 JUN 85 # # 609 SECOND STREET # # # # DAVIS, CALIFORNIA 95616 # # RUN DATE: 09/1511980 # # # 13:15:11,24 # # (916) 551-1748 OR (FTS) 448-3205 # # # # $ # Small Watershed Printout Features # # Haestad Methods (203) 755-1666 # % % %%%%%%% %%R%% % % % % % % %% % % % % % %%%%%%% %%%% % %%%%% % % % % % % % % % % % % % % %%%%%X% %%%%% %%% THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-I K14OWN AS HECI (JAN 75), HECIGS, HECIDB, AND HECIKW, THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITI0,4 OF -ISI:R- ON RN-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THE VERSION RELEASED 31JANG5 CONTAINS NEW OPTIONS ON RL AND BA RECORDS, AND ADDS THE HL RECORD, SEE JAP4UARY 1985 INPUT DESCRIPTION FOR NEW DEFINITIONS. FULL MICRO-COMPUTER IMPLEMENTATION ... Small Watershed Print Features 1.0 N. H A E 9 T A D METHODS 37 Brookside Road # Waterbury, Connecticut 067018 1 1203) 7551666 HEG-1 INPUT PAGE 1 LINEIll.......I.......2.......3.......4.......5.......6.......7.......a.......9......10 1 ID PROPOSED SITE DRAINAGE - 100 YEAR STORM 2 ID CHANNEL BLDG CO. - BAYFIELD DRIVE, N. ANDOVER, MASS. 3 ID PREPARED BY: RICHARD F. KAIINSKI AND ASSOC. #DIAGRAH 4 IT 1 300 5 IQ 5 6 KK A 7 KM DRAINAGE AREA A 8 KO 3 9 BA .00355 10 PH 1 0.64 1.34 2.48 3.3 3.8 4.7 5.45 6.4 11 LS 79 12 UD .17 13 KK B l 14 KM DRAINAGE AREA P1 15 KO 3 16 BA .00042 17 LS 73 81.5 10 UD .05 19 KK RBI 20 0 PIPE ROUT B1 21 KO 3 22 RK 178 .015 .013 CIRC 1 23 Y;K B2 24 KM DRAIWE AREA 02 25 KO .3 26 BA .0)47 27 LS 74 80 28 OD .05 29 YJ; RB2 30 KR PIPE ROUT B2 31 KQ 3 32 RK 6 .01 .013 CIRC 1 33 KK B3 34 Kli ROOF DRAINAGE FROM BLDG 35 KO 3 36 SA .00€331 37 LS 90 100 38 UD .0 39 KK RB3 40 lei PIPE ROUT B3 41 K8 3 42 RK 62 .035 .013 CIRC .67 �2 f ' HEC-i INPUT PAGE 2 LINEIB.......i.......2.......3.......4.......5.......6.......7.......0.......9......10 43 KY 13123 44 KM COMBINE RBI, 02, & RB3 45 VID 3 46 HC 3 41 It PrV SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->1 DIVERSION OR PUMP FLOW NO. i,1 CONNECTOR !< -1 RETURN OF DIVERTED OR PUMPED FLOW 6 A 13 DI V V 19 Rill 23 , 82 V V 21 R62 33 E+3 V , V 34 RD3 43 (111) RUNFF ALSO COMPUTED AT THIS LOCATION # FLOOD HYDROGRAPH PACKAGE IHEGi€ # # U.S. ARMY CORPS OF ENGINEERS # # FEBRUARY 1981 # # THE HYDROLOGIC ENGINEERING CENTER t # REVISED 14 JUN 85 # # 609 SECOND STREET t # # # DAVIS, CALIFORNIA 95616 # # RUN DATE: OB/1511988 # # # # TIME: 13:15:18,71 # # (916) 551-1748 OR IFTSI 448-3205 # # # # # # Small Watershed Printout Features # # Haestad Methods (203) 755-1666 t PROPOSED SITE DRAINAGE - 100 YEAR STORM CHA€€1IEL BLDG CO, - BAYFIELD BRIDE, 11, A"€ OVER, KASS. PREPARED BY: RICHARD F. KAMINSKI AND AS5OC, 5 lO DUTF`UT CONTROL VARIABLES 1PRNT 5 PRINT CONTROL [PLOT 0 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROEiRAPTI TIME DATA ffiN I MINUTES IN COMPUTATION INTERVAL IRATE 1 0 STARTING DATE ITI€iE 0000 STARTING TIME NO 300 NUMBER OF HYDROGRAPH ORDINATES KDOATE 1 0 ENDING DATE HDTIME 0459 ENDING TIME COMPUTATION INTERVAL 0.02 HGURS TOTAL TIME EASE 4,98 €OURS ENGLISH UNITS DRAINAGE AREA SkQ!14RE T11LES PRECIPITATION DEPTH INCHES LENGTH, ELEVATIO€! FEET FLOC! CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT ### $11 ### ### ### $$1 ### $$$ ### $it ### ### tit tit tit ### ### tit $it ### it$ ### III tit $I$ tit tit tit tit ### ### 0$ 01 # # 6 Y,K # A # # # ############## 8 kO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0, HYDROGRAPH PLOT SCALE 9 BA SUBBASIN CHARACTERISTICS TAREA 0.00 SUBBASIH AREA PRECIPITATION DATA 10 PH DEPTHS FOR I-PERCENT HYPOTHETICAL STORM ..... HYDRO-35 ...... ............... TP-40 ............... ........... TP-49 ........... 5-KIN 15-11IN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 0.64 1.34 2.49 3.30 3.80 4.70 5.45 6.40 0,00 0.00 0.00 0.00 STORM AREA = 0.00 11 LS SCS LOSS RATE STRTL 0.53 INITIAL ABSTRACTION CRVNHR 79.00 CURVE NUMBER RTIMP 0.00 PERCENT IMPERVIOUS AREA 12 UD SCS DII(ENSID-ILESS LNITGRAPH TLAG 0.17 LAG ### VALUE EXCEEDS TABLE IN LOGLOG 0.01667 0.01667 24.00000 U111T HYDROGRAPH 53 END-OF-PERIOD ORDINATES 0. 1. 2. 3. 4. 6. 7. 8. 9. 10, 10. 9. 9. 8, 7. 7. 6. 5. 4. 3. 3. 2. 2, 2. 2. 11 1. 1. 1. 1. 1, 1. 0. 0. 0, 0. 0. 0. 0. 0. . 0. 0. 0. 0. 0. 0. 0. 0, 0, 0, 0. 0. 0. 1## ### 1#1 #11 ### HYDROGRAPH AT STATION A TOTAL RAINFALL = 4.44, TOTAL LOSS = 2.11, TOTAL EXCESS = 2.33 PEAL: FLOW TIME MAXIMUM AVERAGE FLOW 4CFSI (HR) 6-HR 24-HR 72-HR 4.98-HR 7.0 2,69 ICFS} 1.0 1.0 1.0 1.0 (INCHES) 2,273 2.273 2,273 2.273 (AC-FT) 0,430 0.430 0.430 0.430 CUMULATIVE AREA = 0.004 SO MI 111 111 111 111 111 111 111 1E1 1t1 III 1#1 111 111 111 111 111 111 01 111 0110 111 111 "1 111 1" 111 $11 111 111 111 111 111 01111111$101 1 1 I3_k1( 1 B1 # 1 1 1111111111101 15 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL O,CAL 0. HYDROGRAPH PLOT SCALE 16 BA SUBBASIII CHARACTERISTICS TAREA 0.00 SUBBASIN AREA PRECIPITATION DATA 10 PH DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM ..... HYDRO-35 ...... .... TP-40 ..1......,,.1.. ........... TP-49 5-HIN 15-11IN 60-MIN 2-HR. 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 0.64 1.34 2.48 3130 3.80 4.70 5.45 6.40 0.00 0.00 0.00 0,00 STORM AREA = 0.00 17 LS SCS LOSS RATE STRTL 0.74 INITIAL ABSTRACTION CRVIIBR 73,00 CURVE NUMBER RTIMP 81.50 PERCENT IMPERVIOUS AREA 18 UD SCS DIMENSIONLESS UNITGRAPH TLAG 0.05 LAG VALUE EXCEEDS TABLE IN LOGLOG 0.01667 0.01667 24.00000 WARNING #1# TIME I1'-ITERVAL IS GREATER THAN ,29#LAG LWIT HYDROGRAPH 17 END-OF-PERIOD ORDINATES 1. 2. 3. 3. 3. 2. 1. 1. 0. 0. 0. 0. 01 0. 0. 0. 01 10 #11 144 ### HYDROGRAPH AT STATION B1 TOTAL RAINFALL = 4,44, TOTAL LOSS = 0.48, TOTAL EXCESS = 3.% PEAL; FLOW TIME MAXIMUM AVERAGE FLOW (EFS) IHR1 6-HR 24-HR 72-HR 4198-HR 1.7 2.55 (EAS) 0.2 0,2 0,2 0,2 1INCHES) 3.943 3.943 3.943 3.943 (AC-FT) 0,088 01099 0.088 0.0B8 CUMULATIVE AREA r 0,000 SG 111 ### 1## 1#1 111 ### ##3 111 #11 111 $it 11# ### ##1 #1# ### ### to ### ### ### 11# ### ### 10 11# ##1 #0 0# ### #1# 1## ### 10 111101#4lilt # 1 19 yr # RBI # # # 111111######## 21 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT COMTRUL OSCAL 0. HYDROGRAPH PLOT SCALE HYDRAGRAPH ROOTING DATA L 178. CHANNEL LENGTH S 0.0150 SLOPE H 0.013 CHANNEL ROUGHNESS COEFFICIENT CA 0.00 CONTRIBUTING AREA SHAPE CIRC CHANNEL SHAPE WD 1.00 BOTTOM WIDTH OR DIAMETER l 0.00 SIN SLOPE 333 KINEMATIC STREAM ROUTING USED FOR THIS REACH COMPUTED KINEMATIC PARAMETERS ALPHA M DT #MIN) DX SFT1 7,5746 1.250 0.50 89,00 ### 3## ### ### ### HYDROGRAPH AT STATION RBI PEAK FLOW TIME 11AXIMIJM AVERAGE FLN (CFS) (HR) 6-HR 24-HR 72-HR 4.98-HR 1.7 2.57 (EFS) 0.2 0.2 0.2 0.2 (INCHES) 3.940 3.940 3.940 31940 (AC-FT) 0.689 0.059 0.008 0.088 CUKULAT I VE AREA = 0,000 SO MI #3# 3## ##3 #$$ 33$ 133 0$ 311 33$ 3#$ ### ### ### 10 $33 ### 3#$ ### ### $0 ### ### $13 #0 3## ##3 i## Ili 111 0110 $11 ##3 ###33##3###### 3 3 23 Kr, # B2 # # $ 043110##3333 25 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE SURBASIN RUNOFF DATA 26 BA SUBBASIN CHARACTERISTICS TAREA 0.00 SUBBASIN AREA PRECIPITATION DATA 10 PH DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM HYDRO-35 ...... ............. TP-40 .............,. ........... TP-47 ,..,....... 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 1-DAY 10-DAY 0.64 1,34 2.48 3.30 3.80 430 5.45 6,40 0.00 0,00 0,00 0.00 STORM AREA = 0.00 27 LS SCS LOSS RATE STRTL 0.70 INITIAL ABSTRACTION 28 UD SCS DIMENSIONLES'S UNITGRAPH TLAS 0,05 LAG VALUE EXCEEDS TABLE IN LOGLOG 0,01667 0.01667 24.00000 WARNING 11k TIME INTERVAL IS GREATER THA11 ,271LAG UNIT HYDROGRAPH 17 END-OF-PERIOD ORDINATES 1. 2. 4, 4. 3, 2, 1. 1, 01 0. 0, 0, +) 0, 0, 0. 0, 01 tkt tit lit tit HYDROGRAPH AT STATION B2 TOTAL RAINFALL w 4,44, TOTAL LOSS = 0,50, TOTAL EXCESS'= 3.94 PEAK FL1114 TIME MAXIMUM AVERAGE FLOW (CFS) (MR) 6-HR 24-HR 72-HR 4,98-HR 1,9 2.55 (CFS) 0,2 0,2 0.2 0,2 (INCHES) 3.919 3,919 3,919 3,919 (AC-FT) 0,090 01098 01090 0.098 CUMULATIVE AREA = 0.000 SO Ill I11 lit 111 lit lit tit $1t lit $0 111 $19 lit lit tit tit tit tit lit 1kt tit it$ tit tit tit tit tit $I$ tit tit # tit $It kit tillitttkktitt 1 1 29 YY, I RR2 t t t 1111"tt"llit 31 KO OUTPUT CONTROL VARIABLES IFRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0, HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTI16 DATA 32 W, KINEMVATIC WAVE STREAM ROUTING L 6, CHANNEL LENGTH S 0,0100 SLOPE 1.1 0,013 CHANNEL ROUGHNESS COEFFICIENT CA 0.00 CONTRIBUTING AREA SHAPE CIRC CHANNEL SHAPE Wo 1,00 BOTTOM WIDTH OR DIAMETER t 0,00 SIDE SLOPE tit KINEMATIC STREAM ROUT1116 USED FOR THIS REACH q rnl+nllfrn If YY7r IdRTir nAn ALrirnr ' 6.1B46 1,250 0150 3,00 , III ### ### ### ## HYDROGRAPH AT STATION RB2 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 4,98-HR 1.9 2.55 (CFS) 0,2 012 0,2 0,2 (INCHES) 3,919 3.919 3.919 3.719 (AC-FT) 0,090 0.09E 0.098 01098 CUMULATIVE AREA = 0,(*0 60 HI ### ### ### ### 1## #i# ### ### ##1 $0 its ##1 t## #11 ### ### ### ### $$I ### ### ### ### #1# 11# ### 1## 1## 1## 144 10 #11 ### 33 KY # B3 # # 1 ###11#1111##1# 35 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE SUBBASIN RUINVI DATA 36 BA SUBBASIN CHARACTERISTICS TAREA 0.00 SUBBASItl AREA PRECIPITATION DATA 10 PH DEPTHS FOR i-PERCENT HYPOTHETICAL STORM HYDRO-35 I,I,,I ..I.,111...I... TP--40 ............... I I I I.I,I I,I TP-49 I....,...., -MIN 15-HIH 60-MIN 2-HR 3-HR 6-HR 12-M 24-HR 2-DAY 4-DAY 7-DAY IO-DAY 0,64 1.34 2,48 3.30 3,80 4.70 5.45 6.40 0,00 0.00 0,00 0,00 STORM AREA = 0100 37 LS SCS LOSS RATE STRTL 0,04 INITIAL ABSTRACTION CRVNBR 98.00 CURVE NUMBER RTIFIP 100,00 PERCENT IPIPERVIOUS AREA 39 UD SCS DIMEI,SIONLESS 114ITGRAPH TLAB 0.05 LAG tit VALUE EXCEEDS TABLE IN LOGLOG 0,01667 0.01667 24.00000 WARNING 8## TIME INTERVAL IS GREATER THAN ,291LAG UNIT HYDROGRAPH 17 END-OF-PERIOD ORDI14ATES 0. 2, 2. 2. 2, 11 1. 0, 0. 0, HYDROGRAPH AT STATION 63 TOTAL RAINFALL = 4.44, TOTAL LOSS = 0,00, TOTAL EXCESS = 4,44 FEAT; FLOW TIRE MAXIMUM AVERAGE FLO'IA (CFS) (HR) 6-HR 24-HR 72-HR 4f98-HR 1r4 2,55 (CFI) 0r2 012 Oft 0.2 (INCHES) 4.421 4,421 4,421 4.421 (AC-FT) 0.073 0,073 01073 0,073 CUMULATIVE AREA = 0.000 SO Ml $0 fit tit tit tit tit ttt to ttt tit tit tit tit tit tit tit tit tit #tt lit lit lit tit tit tit tit tit tit 411 tit tit tit ttt tttttttt4ttttt t t 39 Y.Y. t RB3 t t t tttttttttttttt 41 KO OUTPUT CONTROL VARIABLES IPRPIT 3 F'R1Nf CONTROL IPLOT 0 PLOT CONTROL USCAL Or HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA 42 RK KINEMATIC NAVE STREAM ROUTING L 62, CHANNEL LENGTH S 0.0350 SLOPE N 0.013 Cfl4$,JEL ROUGHNESS COEFFICIENT CA 0.00 CONTRIBUTING AREA SHAPE CIRC CHANNEL SHAPE WD 0.67 BOTTOM MOTH OR DIAMETER 7 0.00 SIDE SLOPE ttt KINEMATIC STREAM ROUT1149 USED FOR THIS REACH COMPUTED KINEMATIC PARAMETERS ALPHA M DT (MIN) DX (FT) 10,8233 1.250 0.50 31.00 tit tit ttt $1$ tit HYDROBRAPH AT STATION RB3 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 4,98-HR 1.4 2.55 (CFS) 0.2 0,2 0,2 0.2 (INCHES) 4,420 4,420 4,420 4.420 (AG-FT) 0,073 0,073 0,073 0,073 CUMULATIVE AREA = 0r000 50 M[ �•- l ## ttt ### ### ### ### ### It$ #t# t#t ### ### ##t ### ### ### ##t ### ### ##t 111 $11 ### tit t## ### ##t t## ### ##t #t# #t$ tit 43 M 1 B123 # ##########t#tt 45 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0, HYGROCRAPH PLOT SCALE 46 HC HYUROGRAPH COIIBINATITI ICOMP 3 0BER OF HYDROGRAPNS TO COMBINE t## tit tit t## ### tit HYDROGRAPH AT STATION B123 PEAT: FLOW TIME MAXIMUM AVERAGE FLIM (CFS) (HR) 6-HR 24-HR 72-HR 4.98-HR 5.1 2.55 (CFS) 0.6 0.6 0.5 0.6 (INCHES) 4.056 4.056 4.05b 4.056 (AC-FT) 0,260 0,260 0.260 0.260 CUMULATIVE AREA = 0.001 SO MI �� IZ RUNOFF SUMMARY FLOWI IN CUBIC FEET PER SECOND TINE III HOURS, AREA IN 5OUARE MILES PEAK TIM OF AVERAGE FLW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT A 7.00 2.68 1.05 1.05 1.05 0.00 HYDROGRAPH AT B1 1.74 2.55 0.21 0.21 0.21 0,00 ROUTED TO R81 1.72 2.57 0.21 0.21 O�21 0.00 HYDROGRAPH AT B2 1.94 2.55 0.24 0.24 0.24 0.00 ROUTED TO R02 1.94 2.55 0.24 0.24 0.24 0.00 HYDROGRAPH AT 93 1.42 2.55 0.18 0.18 0118 0.00 ROUTED TO RB3 1.41 2.55 0.10 0.18 0.18 0.00 3 COH81NED AT A123 5.06 2.55 0.63 0.63 0.63 0.00 tit NORMAL END OF HEC-I ttt P-13 HEC-1 INPUT PAGE 1 LINEID,.,,,,,1,,,.,,,2.......3.......4.......5.......6.......7.......8.......9......10 1 ID PROPOSED SITE DRAINAGE - 10 YEAR STORM 2 ID CHANNEL BLDS CO, - BAYFIELD DRIVE, N. ANDOVER, MASS. 3 ID PREPARED BY; RICNARD F. KAMINSKI AND ASSOC, #DIAGRAM 4 IT 1 300 5 IO 5 6 W A 7 KM DRAINAGE AREA A 8 KO 3 9 AA ,W355 10 PH 10 0.46 0.93 1.65 2,1 2,45 3,3 19 4,5 1l LS 79 12 UD ,17 13 KK 61 14 KM DRAINAGE AREA BI 15 KO 3 16 BA ,00042 17 LS 73 81.5 18 UD .05 19 i,X RBI 24 KN PIPE ROUT B1 21 KO 3 22 RK 178 .015 .013 CIRC 1 23 KK B2 24 KM DRAINAGE AREA B2 25 KO 3 26 BA .00047 27 L9 74 80 28 UD .05 29 KK RB2 ,I) VIM PIPE ROUT B2 31 KO 3 32 RK 6 101 .013 CIRC 1 33 YIX B3 34 KM ROOF DRAINAGE FROM BLDG 35 KO 3 36 BA ,00031 37 LS 98 Wo 38 UD 105 39 KK RB3 40 KM PIPE ROUT B3 41 KO 3 42 RK 62 J135 .00 CIRC ,67 HEM INPUT PAN 2 LINEICf.,,,,..I...,..,2.......3.......4.......5.......6.......7.......0.."...9......to 43 KK BI23 44 lai CQiiME RBI, RB2, & RB3 45 Y,d 3 46 HC 3 47 tl �- 1J RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT A 3.57 2.70 0.53 0.53 0.53 0.00 HYDROGRAPH AT Ai 1.18 2.55 0.14 0.14 0.14 0.00 ROUTED TO RBI 1.17 2,57 0.14 0.14 0.14 0.00 HYDROGRAPH AT B2 1.31 2.55 0.16 0.16 0.16 0.00 ROUTED TO RB2 €.31 2.55 0.16 0.16 0.16 0.00 HYDROGRAPli AT 93 1.00 2.55 0.12 0.12 0.12 0.00 ROUTED TO RB3 1.00 2.55 0.12 0.12 0.12 0.oo 3 COMBINED AT B123 3.47 2.Yi 0.42 0.42 0.42 0.00 9i NORMAL END OF NEC-1 Itt KC-1 INPUT PAGE 1 LINEID... 1.-...2,,,,,,,3,,,,,..4...,...5.......6.......7,,,,,,.8,,,,,,.9......10 1 1D PROPOSED SITE DRAINAGE - 2 YEAR STORM 2 ID CHANNEL BLDG CO. - BAYFIELD DRIVE, N. ANDOVER, MASS, 3 ID PREPARED BY: RICHARD F. KAMINSKI AND ASSOC. #DIAGRAM 4 IT I 300 5 IO 5 6 KK A 7 KM DRAINAGE AREA A 8 KO 3 9 BA .00355 10 PH 50 0.36 0.67 1,10 1.5 1,8 2,3 2.8 3.1 I1 LS 79 12 UD .17 13 YAK Bl 14 1;M DRAINAGE AREA Bf 15 1(O 3 16 BA .00042 17 LS 73 81.5 18 UD ,03 f9 KK RBI 20 KM PIPE ROUT B1 21 KO 3 22 RK 178 .015 ,0IS GIRG I 23 KK B2 24 KM DRAINAGE AREA B2 25 KO 3 26 BA ,00047 27 LS. 74 80 28 UD ,05 29 KK RB2 30 XA PIPE ROUT B2 31 KO 3 32 RK 6 ,01 .013 GIRG 1 33 KK B3 34 KM ROOF DRAINAGE FROM BLDG 35 KO 3 36 BA ,00031 37 LS 98 10(l 38 UD .€?5 39 11K RB3 4€7 KM PIPE ROUT B3 41 KO 3 42 RK 62 .035 ,013 GIRC ,67 HEC-1 INPUT PAGE 2 LINEIB.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 43 KK B123 44 Yil COMBINE RBI, R62, RB3 45 K8 3 46 HC 3 47 ii RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SOUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN HAX10 TIME OF OPERATION STATIOFV FLOW PEAT; AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR H`fDROGRAPH AT A 1.25 2,70 0.20 0.20 0.20 0.00 HYDROGRAPH AT Bl 0.77 2.55 0.09 0.09 0.09 0.00 ROUTED TO RBI 0.76 2.57 0.09 0109 0.09 0.00 HYDROGRAPH AT B2 0.85 2.55 0.10 0.10 0.10 0.00 ROUTED TO RB2 0.85 2.55 0110 0.10 0.10 (1.00 HYOROGRAPH AT B3 0.68 2,55 0.08 0.08 0.08 0.00 ROUTED TO RB3 0.60 2.55 0.08 0.08 0.08 0.00 3 COMBINED AT B 12.) 2,29 2.55 0.1416 0.26 0.26 0.00 ##I NORML ENO OF HEC-I T## DRAINAGE ENGINEERINGr— Jc�c GIVEN PROJECT e G'�'z�iuG Cam, �, .OJ5 1- RANFALL )NTEN--4TY AT/a YEAR STORM NO. iY• ///T%f✓� :iir ►+r,*A44 P1PE SIZE 12 /PGr° UNL Jam/} JNG LINE LENGTH REOU tEO CAPACITY PrE SIZE XOFIE DESIGN COfiOrDk5 ]NVERT ELEVATION a �r. RIM FROM DIA tTER S TO (FEET) N-ET PIPE (Irr) Ulm) D{ZP)N VE CO TY UPPER LOWER ELEVATIorr C Q 711J 36 4.'j Z Z77.Q✓ � /.00 to I _ �— E Nflrw: �EG2viEIZ-D GAp}kciTy C Q AA)ALyefLi a� -T I D Y-{f-� '557"0E-rig} _ 7 rC/erQ DFji-orvT PES/; ),j 7!-A1J - ACTLt/(L SLoPG �v5T /3�' ✓�C/r��� /11j •J O ......./A-........DATE . ` .GS: SUBJECT 61 CIgC-r,1t. �l }...........1 1t.........�: r�t.........:.. .......... SHEET NO................OF............. 'LHKD. BY .............DATE rr rry, ............... 7.... � .........?.(�Y .t? �....n( \� JOB NO. ...................................... p i QEFiARDJ.���'N . FOH TEN civil- H ,p No,33613 4 4 � �bkAt.� 2.g2 k Z,C? �v�Lo 4 cU hf 5 g jUl�b1� - 10, x Ire" t.AVNufa\/6 - Iv a,22 0.72 A L