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POUDRE SCHOOL DISTRICT, ''VIPS'' BUILDING - SITE PLAN ADVISORY REVIEW - 21-98 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT
16APR98 22:42:01 PAGE 13 ' SUMMARY OF ERRORS AND SPECIAL NOTES 1 1 1 u 16APR98 22:42:01 VIPS SERVICE DRIVE SUMMARY PRINTOUT TABLE 150 SECNO 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 O 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 CWSEL DIFWSP DIFWSX DIFKNS TOPVID .42 .00 .00 .12 16.00 .44 .01 .00 .14 16.00 .45 .01 .00 .15 16.00 .46 .01 .00 .16 16.00 .47 .01 .00 .17 16.00 .48 ' .01 .00 .18 16.00 .49 .01 .00 .19 16.00 .50 .01 .00 .20 16.00 .51 .01 .00 .21 16.00 PAGE 12 XLCH .00 .00 .CO .00 .00 .00 .00 .00 �- Qckr*e,rl 1-7 aP-s .00 l Li �cD'SJtTfrs:I1 = �L.? aFc 16APR98 22:42:01 PAGE 11 THIS RUN EXECUTED 16APR98 22:42:02 f:ftftfwrraaaaarwww+a++ffattttwwwattt HEC-2 WATER SURFACE PROFILES Version 4.6.0; February 1991 trtfa+awwafffwfw+aaww+wart:fftttawww+ NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST VIPS SERVICE DRIVE SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN O CWSEL CRIWS EG 10*KS VCH AREA 1.000 .00 .00 .00 .00 10.00 .42 .45 .57 100.07 3.12 3.20 1.000 .00 .00 .00 .00 11.00 .44 .46 .60 100.07 3.24 3.40 1.000 .00 .00 .00 .00 12.00 .45 .48 .62 100.07 3.35 3.58 1.000 .00 .00 .00 .00 13.00 .46 .49 .64 100.07 3.46 3.76 1.000 .00 .00 .00 .00 14.00 .47 .51 .67 100.06 3.56 3.93 1.000 .00 .00 .00 .00 15.00 .48 .52 .69 100.06 3.66 4.10 1.000 .00 .00 .00 .00 16.00 .49 .54 .71 100.05 3.75 4.26 1.000 .00 .00 .00 .00 17.00 .50 .55 .73 100.05 3.84 4.42 1.000 .00 .00 .00 .00 18.00 .51 .56 .75 100.05 3.93 4.58 16APR98 22:42:01 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 GLOB OCH GROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 9 CCHV= .100 CEHV= .300 *SECNO 1.000 3280 CROSS SECTION 1.00 EXTENDED .01 FEET 1.000 .51 .51 .56 .30 .75 .24 .00 .00 .50 18.0 .0 18.0 .0 .0 4.6 .0 .0 .0 .88 .00 .00 3.93 .00 .000 .016 .000 .000 .00 .00 .010005 0. 0. 0. 0 17 7 .00 16.00 16.00 PAGE 10 16APR98 22:42:01 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV O OLDS OCH OROS ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROS XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 8 CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .50 .50 .55 .30 .73 .23 .00 .00 .50 17.0 .0 17.0 .0 .0 4.4 .0 .0 .0 .88 .00 .00 3.84 .00 .000 .016 .000 .000 .00 .00 .010005 0. 0. 0. 0 17 7 .00 16.00 16.00 T1 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER LIDSTONE 8 ANDERSON, INC. T2 CAPACITY OF PROPOSED DRIVEWAY -- BOTH OUTSLOPE TO EAST 8 LONG. SLOPE = 1.0% T3 VIPS SERVICE DRIVE J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 WSEL FO 0 10 1 0.010 0.3 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 15 0 1 PAGE 9 16APR98 22:42:01 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 GLOB OCH GROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 7 CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .49 .49 .54 .30 .71 .22 .00 .00 .50 16.0 .0 16.0 .0 .0 4.3 .0 .0 .0 .88 .00 .00 3.75 .00 .000 .016 .000 .000 .00 .00 .010005 0. 0. 0. 0 17 7 .00 16.00 16.00 T1 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER LIDSTONE & ANDERSON, INC. T2 CAPACITY OF PROPOSED DRIVEWAY -- BOTH OUTSLOPE TO EAST & LONG. SLOPE = 1.0% T3 VIPS SERVICE DRIVE J1 ICHECK ING NINV IDIR STRT METRIC HVINS 0 WSEL FO 0 9 1 0.010 0.3 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 8 0 1 PAGE 8 16APR98 22:42:01 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 GLOB OCH GROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR (TRIAL IDC ICONT CORAR TOPWID ENDST *PROF 6 CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .48 .48 .52 .30 .69 .21 .00 .00 .50 15.0 .0 15.0 .0 .0 4.1 .0 .0 .0 .88 .00 .00 3.66 .00 .000 .016 .000 .000 .00 .00 .010006 0. 0. 0. 0 17 7 .00 16.00 16.00 T1 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER LIDSTONE & ANDERSON, INC. T2 CAPACITY OF PROPOSED DRIVEWAY -- BOTH OUTSLOPE TO EAST & LONG. SLOPE = 1.0% T3 VIPS SERVICE DRIVE J1 ICHECK IND NINV IDIR STRT METRIC HVINS D WSEL FO 0 8 1 0.010 0.3 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 7 0 1 PAGE 7 16APR98 22:42:01 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 QLOB OCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 5 CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .47 .47 .51 .30 .67 .20 .00 .00 .50 14.0 .0 14.0 .0 .0 3.9 .0 .0 .0 .88 .00 .00 3.56 .00 .000 .016 .000 .000 .00 .00 .010006 0. 0. 0. 0 17 7 .00 16.00 16.00 T1 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER LIDSTONE & ANDERSON, INC. T2 CAPACITY OF PROPOSED DRIVEWAY -- BOTH OUTSLOPE TO EAST & LONG. SLOPE = 1.0% T3 VIPS SERVICE DRIVE J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 WSEL FO 0 7 1 0.010 0.3 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 6 0 1 PAGE 6 16APR98 22:42:01 PAGE 5 SECNO DEPTH CNSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 OLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 4 CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .46 .46 .49 .30 .64 .19 .00 .00 .50 13.0 .0 13.0 .0 .0 3.8 .0 .0 .0 .88 .00 .00 3.46 .00 .000 .016 .000 .000 .00 .00 .010007 0. 0. 0. 0 17 7 .00 16.00 16.00 T1 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER LIDSTONE 8 ANDERSON, INC. T2 CAPACITY OF PROPOSED DRIVEWAY -- BOTH OUTSLOPE TO EAST & LONG. SLOPE = 1.0% T3 VIPS SERVICE DRIVE J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 WSEL FO 0 6 1 0.010 0.3 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 5 0 1 16APR98 22:42:01 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 GLOB OCH GROB ALOB ACH ARDS VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 3 CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .45 .45 .48 .30 .62 .17 .00 .00 .50 12.0 .0 12.0 .0 .0 3.6 .0 .0 .0 .88 .00 .00 3.35 .00 .000 .016 .000 .000 .00 .00 .010007 0. 0. 0. 0 17 7 .00 16.00 16.00 T1 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER LIDSTONE & ANDERSON, INC. T2 CAPACITY OF PROPOSED DRIVEWAY -- BOTH OUTSLOPE TO EAST & LONG. SLOPE = 1.0% T3 VIPS SERVICE DRIVE J1 ICHECK ING NINV IDIR STRT METRIC HVINS 0 WSEL FO 0 5 1 0.010 0.3 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 4 0 1 PAGE 4 16APR98 22:42:01 PAGE 3 SECNO DEPTH CWSEL CR1WS WSELK EG HV HL OLOSS L-BANK ELEV O OLOB OCH OROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 2 CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .44 .44 .46 .30 .60 .16 .00 .00 .50 11.0 .0 11.0 .0 .0 3.4 .0 .0 .0 .88 .00 .00 3.24 .00 .000 .016 .000 .000 .00 .00 .010007 0. 0. 0. 0 17 7 .00 16.00 16.00 T1 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER LIDSTONE 8 ANDERSON, INC. T2 CAPACITY OF PROPOSED DRIVEWAY -- BOTH OUTSLOPE TO EAST 8 LONG. SLOPE = 1.0% T3 VIPS SERVICE DRIVE J1 ICHECK INO NINV IDIR STRT METRIC HVINS O WSEL FO 0 4 1 0.010 0.3 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 3 0 1 16APR98 22:42:01 SECNO DEPTH CWSEL CRINS WSELK EG HV HL OLOSS L-BANK ELEV O OLOB OCH OROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 1 CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .42 .42 .45 .30 .57 .15 .00 .00 .50 10.0 .0 10.0 .0 .0 3.2 .0 .0 .0 .88 .00 .00 3.12 .00 .000 .016 .000 .000 .00 .00 .010007 0. 0. 0. 0 14 7 .00 16.00 16.00 T1 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER LIDSTONE 8 ANDERSON, INC. T2 CAPACITY OF PROPOSED DRIVEWAY -- BOTH OUTSLOPE TO EAST 8 LONG. SLOPE = 1.0% T3 VIPS SERVICE DRIVE J1 ICHECK INO NINV IDIR STRT METRIC HVINS O WSEL FO 0 3 1 0.010 0.3 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 2 0 1 PAGE 2 16APR98 22:42:01 r+rrrrrr+rrwrrxxx++rxxrrx+rr+rrrrx+++ HEC-2 WATER SURFACE PROFILES Version 4.6.0; February 1991 trrrrre+wwwrwww:xxxxxxxxwrwwrrrr+xrrx THIS IS AN ARCHIVAL RUN ALL DATA AND RESULTS ARE SAVED ON UNIT 96 AC T1 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER LIDSTONE 8 ANDERSON, INC. T2 CAPACITY OF PROPOSED DRIVEWAY -- BOTH OUTSLOPE TO EAST 8 LONG. SLOPE = 1.0% T3 VIPS SERVICE DRIVE J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 0 2 1 0.010 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW 1 0 1 OT 9 10 11 12 13 14 15 NC 0.016 0.016 0.016 0.1 0.3 X1 1 6 0 16.01 10 10 10 GR 0.50 0.0 0.00 0.01 0.17 2.0 0.30 GR 0.88 16.01 PAGE 1 THIS RUN EXECUTED 16APR98 22:42:01 WSEL FO 0.3 CHNIM ITRACE 16 17 18 15.0 0.38 16.0 o�rr- ++xwxfrwrw+ar::+wwwrwar+wwwwwrrr+rrrrraa+rrr * HEC-2 WATER SURFACE PROFILES * Version 4.6.0; February 1991 w x * RUN DATE 16APR98 TIME 22:42:01 +rxwwraa+rxwxrrraaaawaa++rxxwwwwwwwaaarwxwww V.T.1�S 'SlaeViQrL �k\[< L oi.iG��vai �KL x x xxxxxxx xxxxx xxxxx x x x x x x x x x x x x xxxxxxx xxxx x xxxxx xxxxx x x x x x x x x x x x x x xxxxxxx xxxxx xxxxxxx awwr*ww++arwwwrrwrrxrwwx++:aarwwxra+rww * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 rrwx+r**wwwx++aww*wwrwwxw+xrarrwrw+r+wr APPENDIX D HYDRAULIC EVALUATION OF ON -SITE CONVEYANCE FACILITIES VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: V1PSP100.DAT 8 .OUT ' 100-YR PROPOSED CONDITION ON -SITE HYDROLOGY -- APRIL 1998 LIDSTONE 8 ANDERSON *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) , 111 7.5 .1 .1 0 42. 4 ou I� _ -%•5 Or 112 113 8.0 6.2 (DIRECT (DIRECT FLOW) FLOW) 0 40. 0 35. 1 t 114 3.4 (DIRECT FLOW) 0 34. ENDPROGRAM PROGRAM CALLED .00(s) .00( ) .00( ) .00( ) 1 56. .41 .42 .19 .03 .00(S) .00( ) .00( ) .00( ) 1 57. .40 .39 .18 .04 .00(S) .00( ) .00( ) .00( ) 1 58. .38 .39 .18 .03 .00(S) .00( ) .00( ) .00( ) 1 59. .37 .37 .17 .04 .00(S) .00( ) .00( ) .00( ) 2 0. .36 .37 .17 .03 .00(S) .00( ) .00( ) .00( ) 2 1. .35 .34 .15 .03 .00(S) .00( ) .00( ) .00( ) 2 2. .33 .34 .15 .01 .00(S) .00( ) 00( ) .00( ) 2 3. .31 .31 .13 .02 .00(S) .00( ) .00( ) .00( ) 2 4. .29 .30 .14 .00 .00(S) .00( ) .00( ) .00( ) 2 5. .27 .27 .12 .01 .00(S) .00( ) .00( ) .00( ) 2 6. .26 .26 .12 .00 .00(s) .00( ) .00( ) .00( ) 2 7. .24 .24 .11 .01 .00(s) .00( ) .00( ) .00( ) 2 8. .23 .23 .11 .00 .00(S) .00( ) .00( ) .00( ) 2 9. .21 .21 .10 .01 .00(S) .00( ) .00( ) .00( ) 2 10. .20 .20 .10 .00 .00(S) .00( ) .00( ) .00( ) 2 11. .19 .18 .09 .00 .00(S) .00( ) .00( ) .00( ) 2 12. .17 .18 .10 .00 .00(S) .00( ) .00( ) .00( ) 2 13. .16 .16 .08 .00 .00(S) .00( ) .00( ) _ .00( ) 2 14. .15 .16 .09 .00 .00(S) .00( ) .00( ) .00( ) 2 15. .14 .14 .08 .00 .0O(S) .00( ) .00( ) .00( ) 2 16. .14 .14 .08 .00 .00(S) .00( ) .00( ) .00( ) 2 17. .13 .12 .07 .00 .00(S) .00( ) .00( ) .00( ) 2 18. .12 .13 .08 .00 .0O(S) .00( ) .00( ) .00( ) 2 19. .12 .11 .07 .00 .00(S) .00( ) .00( ) .00( ) 2 20. .11 .11 .07 .00 .00(S) .00( ) .00( ) .00( ) 2 21. .10 .10 .06 .00 .00(s) .00( ) .00( ) .00( ) 2 22. .10 .10 .07 .00 .00(S) .00( ) .00( ) .00( ) 2 23. .09 .09 .06 .00 .00(S) .00( ) .00( ) .00( ) 2 24. .09 .09 .07 .00 .00(S) .00( ) .00( ) .00( ) 2 25. .08 .08 .05 .00 .00(S) .00( ) .00( ) .00( ) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 111 .00(s) .00( ) .00( ) .00( ) 1 23. .87 .88 .46 .07 .00(s) .00( ) .00( ) .00( ) 1 24. .83 .85 .45 .06 .00(s) .00( ) .00( ) .00( ) 1 25. .79 .80 .42 .07 .00(s) .00( ) .00( ) .00( ) 1 26. .76 .77 .42 .06 .00(s) .00( ) .00( ) .00( ) 1 27. .73 .73 .40 .07 .00(s) .00( ) .00( ) .00( ) 1 28. .70 .71 .39 .06 .00(s) .00( ) .00( ) .00( ) 1 29. .67 .68 .37 .07 .00(s) .00( ) .00( ) .00( ) 1 30. .65 .67 .37 .06 .00(s) .00( ) .00( ) .00( ) 1 31. .63 .64 .35 .07 .00(s) .00( ) .00( ) .00( ) i 32. .62 .63 .35 .06 .00(s) .00( ) .00( ) .00( ) 1 33. .60 .60 .33 .07 .00(s) .00( ) .00( ) .00( ) 1 34. .59 .60 .34 .06 .00(s) .00( ) .00( ) .00( ) 1 35. .57 .57 .32 .07 .00(s) .00( ) .00( ) .00( ) 1 36. .56 .57 .32 .06 .00(s) .00( ) .00( ) .00( ) 1 37. .55 .55 .30 .07 .00(s) .00( ) .00( ) .00( ) 1 38. .54 .55 .31 .06 .00(s) .00( ) .00( ) .00( ) 1 39. .53 .54 .29 .07 .00(s) .00( ) .00( ) .00( ) 1 40. .53 .54 .30 .06 .00(s) .00( ) .00( ) .00( ) 1 41. .52 .52 .28 .07 .00(s) .00( ) .00( ) .00( ) 1 42. .51 .52 .29 .05 .00(s) .00( ) .00( ) .00( ) 1 43. .51 .51 .27 .06 .00(s) .00( ) .00( ) .00( ) i 44. .50 .51 .28 .05 .00(s) .00( ) .00( ) .00( ) 1 45. .50 .50 .26 .06 .00(s) .00( ) .00( ) .00( ) 1 46. .49 .50 .27 .05 .00(s) .00( ) .00( ) .00( ) 1 47. .49 .49 .25 .06 .00(s) .00( ) .00( ) .00( ) 1 48. .49 .50 .26 .05 .00(s) .00( ) .00( ) .00( ) 1 49. .48 .48 .24 .06 .00(s) .00( ) .00( ) .00( ) 1 50. .48 .49 .25 .05 .00(s) .00( ) .00( ) .00( ) 1 51. .48 .47 .23 .05 .00(s) .00( ) .00( ) .00( ) 1 52. .46 .47 .23 .04 .00(s) .00( ) .00( ) .00( ) 1 53. .45 .45 .21 .04 .00(s) .00( ) .00( ) .00( ) 1 54. .44 .45 .21 .03 .00(s) .00( ) .00( ) .00( ) 1 55. .42 .42 .19 .04 I 1 1 .11(S) .00( ) .00( ) .00( ) 0 50. 6.97 7.17 2.25 .55 .10(S) .00( ) .00( ) .00( ) 0 51. 6.87 7.04 2.10 .48 .10(S) .00( ) .00( ) .00( ) 0 52. 6.76 6.93 2.00 .44 .10(S) .00( ) .00( ) .00( ) 0 53. 6.65 6.80 1.91 .43 .09(S) .00( ) .00( ) .00( ) 0 54. 6.54 6.69 1.85 .41 .09(S) .00( ) .00( ) .00( ) 0 55. 6.43 6.56 1.77 .42 .08(S) .00( ) .00( ) .00( ) 0 56. 6.31 6.43 1.66 .33 .08(S) .00( ) .00( ) .00( ) 0 57. 6.20 6.30 1.56 .31 .07(S) .00( ) .00( ) .00( ) 0 58. 6.08 6.18 1.49 .29 .07(S) .00( ) .00( ) .00( ) 0 59. 5.96 6.04 1.41 .29 .06(S) .00( ) .00( ) .00( ) 1 0. 5.76 5.85 1.37 .27 .06(S) .00( ) .00( ) .00( ) 1 1. 5.51 5.57 1.27 .24 .05(S) .00( ) .00( ) .00( ) 1 2. 5.26 5.33 1.20 .20 .05(S) .00( ) .00( ) .00( ) 1 3. 5.02 5.08 1.13 .20 .04(S) .00( ) .00( ) .00( ) 1 4. 4.79 4.85 1.09 .18 .04(S) .00( ) .00( ) .00( ) 1 5. 4.58 4.62 1.03 .19 .04(S) .00( ) .00( ) .00( ) 1 6. 4.37 4.41 .98 .16 .03(S) .00( ) .00( ) .00( ) 1 7. 4.17 4.20 .92 .16 .03(S) .00( ) .00( ) .00( ) 1 8. 3.97 4.01 .89 .14 .02(S) .00( ) .00( ) .00( ) 1 9. 3.79 3.82 .84 .14 .02(S) .00( ) .00( ) .00( ) 1 10. 3.61 3.65 .81 .13 .02(S) .00( ) .00( ) .00( ) 1 11. 3.45 3.47 .76 .12 .01(S) .00( ) .00( ) .00( ) 1 12. 2.91 2.94 .73 .10 .01(S) .00( ) .00( ) .00( ) 1 13. 2.37 2.38 .69 .11 .01(S) .00( ) .00( ) .00( ) 1 14. 1.97 2.00 .67 .10 .01(S) .00( ) .00( ) .00( ) 1 15. 1.68 1.70 .63 .10 .01(S) .00( ) .00( ) .00( ) 1 16. 1.47 1.49 .62 .09 .01(S) .00( ) .00( ) .00( ) 1 17. 1.31 1.32 .58 .10 .01(S) .00( ) .00( ) .00( ) 1 18. 1.19 1.21 .58 .09 .00(S) .00( ) .00( ) .00( ) 1 19. 1.10 1.11 .55 .10 .00(S) .00( ) .00( ) .00( ) 1 20. 1.03 1.05 .54 .09 .00(S) .00( ) .00( ) .00( ) 1 21. .97 .98 .50 .09 .00(S) .00( ) .00( ) .00( ) 1 22. .92 .94 .49 .07 .00(s) .00( ) .00( ) .00( ) 0 17. 1.03 1.04 .66 .37 .00(S) .00( ) .00( ) .00( ) 0 18. 1.25 1.28 .72 .44 .00(S) .00( ) .00( ) .00( ) 0 19. 1.46 1.47 .72 .37 .01(S) .00( ) .00( ) .00( ) 0 20. 1.67 1.70 .76 .44 .01(S) .00( ) .00( ) .00( ) 0 21. 1.92 1.95 .97 .62 .01(S) .00( ) .00( ) .00( ) 0 22. 2.27 2.30 1.16 .76 .01(S) .00( ) .00( ) .00( ) 0 23. 2.65 2.69 1.24 .70 .01(s) .00( ) .00( ) .00( ) 0 24. 3.04 3.14 1.36 .86 .01(s) .00( ) .00( ) .00( ) 0 25. 3.41 3.52 1.39 .82 .01(S) .00( ) .00( ) .00( ) 0 26. 3.52 3.79 1.93 1.48 .02(S) .00( ) .00( ) .00( ) 0 27. 3.70 4.02 2.27 1.58 .02(S) .00( ) .00( ) .00( ) 0 28. 3.94 4.37 2.53 1.71 .02(S) .00( ) .00( ) .00( ) 0 29. 4.21 4.67 2.71 1.73 .03(S) .00( ) .00( ) .00( ) 0 30. 4.50 5.04 2.88 1.81 .03(S) .00( ) .00( ) .00( ) 0 31. 4.88 5.65 4.10 2.96 .04(S) .00( ) .00( ) .00( ) 0 32. 5.40 6.31 4.98 3.24 .05(S) .00( ) .00( ) .00( ) 0 33. 5.95 6.96 5.43 3.17 .06(S) .00( ) .00( ) .00( ) 0 34. 6.26 7.35 5.93 3.40 .07(S) .00( ) .00( ) .00( ) 0 35. 6.59 7.71 6.20 3.25 .09(S) .00( ) .00( ) .00( ) 0 36. 6.88 7.70 4.90 1.78 .10(S) .00( ) .00( ) .00( ) 0 37. 7.08 7.82 4.37 1.61 .11(S) .00( ) .00( ) .00( ) 0 38. 7.23 7.86 4.12 1.48 .11(s) .00( ) .00( ) .00( ) 0 39. 7.33 7.92 4.00 1.47 .12(S) .00( ) .00( ) .00( ) 0 40. 7.41 7.96 3.95 1.40 .12(S) .00( ) .00( ) .00( ) 0 41. 7.46 7.90 3.50 1.00 .12(S) .00( ) .00( ) .00( ) 0 42. 7.47 7.87 3.26 .89 .12(S) .00( ) .00( ) .00( ) 0 43. 7.46 7.80 3.08 .85 .12(S) .00( ) .00( ) .00( ) 0 44. 7.42 7.75 2.97 .81 .12(S) .00( ) .00( ) .00( ) 0 45. 7.38 7.67 2.87 .80 .12(S) .00( ) .00( ) .00( ) 0 46. 7.32 7.58 2.67 .65 .12(S) .00( ) .00( ) .00( ) 0 47. 7.24 7.48 2.51 .61 .12(S) .00( ) .00( ) .00( ) 0 48. 7.16 7.38 2.41 .57 .11(S) .00( ) .00( ) .00( ) 0 49. 7.07 7.27 2.31 .57 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSP100.DAT & .OUT 100-YR PROPOSED CONDITION ON -SITE HYDROLOGY -- APRIL 1998 LIDSTONE & ANDERSON ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 111 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 2.1 112 111 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 2.2 113 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 1.1 114 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 .4 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSP100.DAT & .OUT 100-YR PROPOSED CONDITION ON -SITE HYDROLOGY -- APRIL 1998 LIDSTONE & ANDERSON HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 CONVEYANCE ELEMENTS THE UPPER NUMBER 1S DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 111 112 113 114 0 1. .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) 0 2. .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) 0 3. .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) 0 4. .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) 0 5. .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) 0 6. .00 .00 .00 .00 .00(S) .00( ) .00( ) .00( ) 0 7. .00 .00 .00 .00 .00(S) .00( ) .00( ) .00( ) 0 8. .00 .00 .00 .00 .00(S) .00( ) .00( ) .00( ) 0 9. .01 .01 .02 .03 .00(S) .00( ) .00( ) .00( ) 0 10. .03 .04 .09 .18 .00(S) .00( ) .00( ) .00( ) 0 11. .07 .08 .18 .25 .00(S) .00( ) .00( ) .00( ) 0 12. .16 .19 .32 .36 .00(S) .00( ) .00( ) .00( ) 0 13. .29 .30 .39 .31 .00(S) .00( ) .00( ) .00( ) 0 14. .45 .47 .50 .38 .00(S) .00( ) .00( ) .00( ) 0 15. .62 .63 .53 .31 .00(S) .00( ) .00( ) .00( ) 0 16. .82 .85 .63 .42 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSP100.DAT 8 .OUT 100-YR PROPOSED CONDITION ON -SITE HYDROLOGY -- APRIL 1998 LIDSTONE 8 ANDERSON WIDTH INVERT GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE NUMBER CONNECTION (FT) (FT) (FT/FT) 111 112 5 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.4 .1 5.9 .1 112 0 0 3 .0 1. .0010 113 0 0 3 .0 1. .0010 114 0 0 3 .0 1. .0010 TOTAL NUMBER OF GUTTERS/PIPES, 4 SIDESLOPESOVERBANK/SURCHARGE HORIZ TO VERT MANNING DEPTH JK L R N (FT) ' .0 .0 .100 .10 0 7.6 .2 9.0 ' .0 .0 .001 10.00 0 .0 .0 .001 10.00 0 .0 .0 .001 10.00 0 ' 1 I l 1 2 3. .3 .0 .1 .0 2 4. .3 .0 .1 .0 2 5. .2 .0 .1 .0 2 6. .2 .0 .1 .0 2 7. .2 .0 .1 .0 2 8. .2 .0 .1 .0 2 9. .2 .0 .1 .0 2 10. .2 .0 .1 .0 2 11. .2 .0 .1 .0 2 12. .1 .0 .1 .0 2 13. .1 .0 .1 .0 2 14. .1 .0 .1 .0 2 15. .1 .0 .1 .0 2 16. .1 .0 .1 .0 2 17. .1 .0 .1 .0 2 18. .1 .0 .1 .0 2 19. .1 .0 .1 .0 2 20. .1 .0 .1 .0 2 21. .1 .0 .1 .0 2 22. .1 .0 .1 .0 2 23. .1 .0 .1 .0 2 24. .1 .0 .1 .0 2 25. .1 .0 .1 .0 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSP100.DAT & .OUT 100-YR PROPOSED CONDITION ON -SITE HYDROLOGY -- APRIL 1998 LIDSTONE & ANDERSON *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 3.760 TOTAL RAINFALL (INCHES) 2.890 TOTAL INFILTRATION (INCHES) .260 TOTAL WATERSHED OUTFLOW (INCHES) 2.431 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .199 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .004 0 57. 2.7 .1 1.6 .3 0 58. 2.6 .1 1.5 .3 0 59. 2.4 .1 1.5 .3 1 0. 2.3 .1 1.4 .3 1 1. 2.2 .1 1.3 .3 1 2. 2.0 .1 1.2 .2 1 3. 1.9 .1 1.2 .2 1 4. 1.8 .1 1.1 .2 1 5. 1.7 .1 1.1 .2 1 6. 1.6 .0 1.0 .2 1 7. 1.5 .0 .9 .2 1 8. 1.4 .0 .9 .1 1 9. 1.4 .0 .9 .1 1 10. 1.3 .0 .8 .1 1 11. 1.3 .0 .8 .1 1 12. 1.2 .0 .7 .1 1 13. 1.1 .0 .7 .1 1 14. 1.1 .0 .7 .1 1 15. 1.0 .0 .6 .1 1 16. 1.0 .0 .6 .1 1 17. 1.0 .0 .6 .1 1 18. .9 .0 .6 .1 1 19. .9 .0 .6 .1 1 20. .9 .0 .5 .1 1 21. .8 .0 .5 .1 1 22. .8 .0 .5 .1 1 23. .8 .0 .5 .1 1 24. .7 .0 .5 .1 1 25. .7 .0 .4 .1 1 26. .7 .0 .4 .1 1 27. .7 .0 .4 .1 1 28. .6 .0 .4 .1 1 29. .6 .0 .4 .1 1 30. .6 .0 .4 .1 1 31. .6 .0 .4 .1 1 32. .6 .0 .4 .1 1 33. .6 .0 .3 .1 1 34. .6 .0 .3 .1 1 35. .5 .0 .3 .1 1 36. .5 .0 .3 .1 1 37. .5 .0 .3 .1 1 38. .5 .0 .3 .1 1 39. .5 .0 .3 .1 1 40. .5 .0 .3 .1 1 41. .5 .0 .3 .1 1 42. .5 .0 .3 .1 1 43. .5 .0 .3 .1 1 44. .5 .0 .3 .1 1 45. .5 .0 .3 .1 1 46. .5 .0 .3 .1 1 47. .5 .0 .3 .1 1 48. .5 .0 .3 .1 1 49. .5 .0 .3 .1 1 50. .5 .0 .2 .1 1 51. .5 .0 .2 .1 1 52. .4 .0 .2 .0 1 53. .4 .0 .2 .0 1 54. .4 .0 .2 .0 1 55. .4 .0 .2 .0 1 56. .4 .0 .2 .0 1 57. .4 .0 .2 .0 1 58. .4 .0 .2 .0 1 59. .3 .0 .2 .0 2 0. .3 .0 .2 .0 2 1. .3 .0 .2 .0 2 2. .3 .0 .2 .0 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSP100.DAT 8 .OUT 100-YR PROPOSED CONDITION ON -SITE HYDROLOGY -- APRIL 1998 LIDSTONE 8 ANDERSON HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 11 12 13 14 0 1. .0 .0 .0 .0 0 2. .0 .0 .0 .0 0 3. .0 .0 .0 .0 0 4. .0 .0 .0 .0 0 5. .0 .0 .0 .0 0 6. .0 .0 .0 .0 0 7. .0 .0 .0 .0 0 8. .0 .0 .0 .0 0 9. .0 .0 .0 .0 0 10. .1 .0 .1 .1 0 11. .2 .0 .1 .2 0 12. .4 .0 .3 .3 0 13. :6 .0 .4 .3 0 14. .8 .0 .4 .3 0 15. 1.0 .0 .5 .3 0 16. 1.3 .0 .6 .4 0 17. 1.5 .0 .6 .4 0 18. 1.7 .0 .7 .4 0 19. 2.0 .0 .7 .4 0 20. 2.1 .0 .7 .4 0 21. 2.5 .0 .9 .5 0 22. 3.0 .0 1.1 .7 0 23. 3.5 .0 1.2 . .7 0 24. 3.9 .1 1.3 .8 0 25. 4.3 .1 1:4 .8 0 26. 5.0 .2 1.7 1.1 0 27. 6.1 .3 2.1 1.5 0 28. 7.0 .4 2.4 1.6 0 29. 7.8 .4 2.6 1.7 0 30. 8.3 .5 2.8 1.8 0 31. 9.9 .7 3.5 2.4 0 32. 12.2 .8 4.5 3.1. 0 33. 14.0 1.0 5.2 3.2 0 34. 15.3 1.1 5.7 3.3 0 35. 16.3 1.1 6.1 3.3 Quo I��� u /L,3 aP5 0 36. 15.3 1.0 5.6 2.5 a 0 37. 13.1 .8 4.6 1.7 aY = L•� et , 0 38. 11.5 .7 4.2 1.5 z 0 39. 10.5 .6 4.1 1.5 3' 3 ems 0 40. 9.8 .6 4.0 1.4 0 41. 8.8 .5 3.7 1.2 0 42. 7.8 .4 3.4 .9 0 43. 7.0 .4 3.2 .9 0 44. 6.4 .3 3.0 .8 0 45. 6.0 .3 2.9 .8 0 46. 5.5 .3 2.8 .7 0 47. 5.1 .3 2.6 .6 0 48. 4.7 .2 2.5 .6 0 49. 4.4 .2 2.4 .6 0 50. 4.2 .2 2.3 .6 0 51. 3.9 .2 2.2 .5 0 52. 3.6 .2 2.1 .5 0 53. 3.4 .2 2.0 .4 0 54. 3.3 .1 1.9 .4 0 55. 3.1 .1 1.8 .4 0 56. 2.9 .1 1.7 .4 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSP1O0.DAT & .OUT 100-YR PROPOSED CONDITION ON -SITE HYDROLOGY -- APRIL 1998 LIDSTONE & ANDERSON NUMBER OF TIME STEPS 145 INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 V1PS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSP100.DAT & .OUT 100-YR PROPOSED CONDITION ON -SITE HYDROLOGY -- APRIL 1998 LIDSTONE & ANDERSON SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 11 111 220.0 2.1 87.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 12 112 120.0 .1 7.0 .1000 .016 .250 .100 .300 .51 .50 .00180 1 13 113 130.0 1.1 40.0 .0270 .016 .250 .100 .300 .51 .50 .00180 1 14 114 330.0 .4 63.0 .0350 .016 .250 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 4 TOTAL TRIBUTARY AREA (ACRES), 3.76 FL C' VS�i S� 1c�1�. aUT N1oa5�,JT�r-1 bJZ�UT • �cI i�� - �t%2a�Z•'f' [+a. -Earn or.) l a� -yTz c1/�cr ENVIRONMENTAL PROTECTION AGENCY - STORM (LATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** ' 2 1 1 2 3 4 WATERSHED 0 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSP100.DAT & .OUT ' 100-YR PROPOSED CONDITION ON -SITE HYDROLOGY -- APRIL 1998 LIDSTONE & ANDERSON 145 0000 1. 1 1. 1 24 5. .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 ' 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 .2 .016 .25 .1 .3 .51 .50 .0018 1 11 111 220 2.09 87. .013 ' 1 12 112 120 0.14 7. .100 1 13 113 130 1.15 40. .027 1 14 114 330 0.38 63. .035 ' 0 4 11 12 13 14 ' 111 112 5 2 0.1 i. 0.1 0.0 0.0 0.013 3.4 0.060 5.9 0.130 7.E 0.226 9.0 112 3 1. ' 113 3 1. 114 3 1. 0 ' 4 111 112 113 114 ENDPROGRAM rSRrr- APPENDIX C WITH -PROJECT CONDITION MODSWMM INPUT AND OUTPUT 100-YEAR EVENT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 101 .0 .0 .2 2 25. 102 .0 .0 .4 2 25. 103 .0 .0 .1 2 25. ENDPROGRAM PROGRAM CALLED I 1 1 1 56. .00 .00 .00 .24(S) .35(S) .07(S) 1 57. .00 .00 .00 .24(S) .35(S) .07(S) 1 58. .00 .00 .00 .24(S) .35(S) .07(S) 1 59. .00 .00 .00 .24(S) .35(S) .07(S) 2 0. .00 .00 .00 .24(S) .35(S) .07(S) 2 1. .00 .00 .00 .24(S) .35(S) .07(S) 2 2. .00 .00 .00 .24(S) .35(S) .07(S) 2 3. .00 .00 .00 .24(S) .35(S) .07(S) 2 4. .00 .00 .00 .24(S) .35(S) .07(S) 2 5. .00 .00 .00 .24(S) .35(S) .07(S) 2 6. .00 .CO .00 .24(S) .35(S) .07(S) 2 7. .00 .00 .00 .24(S) .35(S) .07(S) 2 8. .00 .00 .00 .24(S) .35(S) .07(S) 2 9. .00 .00 .00 .24(S) .35(S) .07(S) 2 10. .00 .CO .00 .24(S) .35(S) .07(S) 2 11. .00 .00 .00 .24(S) .35(S) .07(S) 2 12. .00 .00 .00 .24(S) .35(S) .07(S) 2 13. .00 .00 .00 .24(S) .35(S) .07(S) 2 14. .00 .00 .00 .24(S) .35(S) .07(S) 2 15. .00 .00 .00 .24(S) .36(S) .07(S) 2 16. .00 .00 .00 .24(S) .36(S) .07(S) 2 17. .00 .00 .00 .24(S) .36(S) .07(S) 2 18. .00 .00 .00 .24(S) .36(S) .07(S) 2 19. .00 .00 .00 .24(S) .36(S) .07(S) 2 20. .00 .00 .00 .24(S) .36(S) .07(S) 2 21. .00 .00 .00 .24(S) .36(S) .07(S) 2 22. .00 .00 .00 .24(S) .36(S) .07(S) 2 23. .00 .00 .00 .24(S) .36(S) .07(S) 2 24. .00 .00 .00 .24(S) .36(S) .07(S) 2 25. .00 .00 .00 .24(S) .36(S) .07(S) VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE100.DAT & .OUT 100-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON 1 23. .00 .00 .00 .23(S) .32(S) .07(S) 1 24. .00 .00 .00 .23(S) .32(S) .07(S) 1 25. .00 .00 .00 .23(S) .32(S) .07(S) 1 26. .00 .00 .00 .23(S) .32(S) .07(S) 1 27. .00 .00 .00 .23(S) .32(S) .07(S) 1 28. .00 .00 .00 .23(S) .33(S) .07(S) 1 29. .00 .00 .00 .23(S) .33(S) .07(S) 1 30. .00 .00 .00 .23(S) .33(S) .07(S) 1 31. .00 .00 .00 .23(S) .33(S) .07(S) 1 32. .00 .00 .00 .23(S) .33(S) .07(S) 1 33. .00 .00 .00 .23(S) .33(S) .07(S) 1 34. .00 .00 .00 .23(S) .33(S) .07(S) 1 35. .00 .00 .00 .23(S) .33(S) .07(S) 1 36. .00 .00 .00 .23(S) .33(S) .07(S) 1 37. .00 .00 .00 .23(S) .33(S) .07(S) 1 38. .00 .00 .00 .23(S) .34(S) .07(S) 1 39. .00 .00 .00 .23(S) .34(S) .07(S) 1 40. .00 .00 .00 .23(S) .34(S) .07(S) 1 41. .00 .00 .00 .23(S) .34(S) .07(S) i 42. .00 .00 .00 .23(S) .34(S) .07(S) 1 43. .00 .00 .00 .23(S) .34(S) .07(S) 1 44. .00 .00 .00 .23(S) .34(S) .07(S) 1 45. .00 .00 .00 .23(S) .34(S) .07(S) 1 46. .00 .00 .00 .23(S) .34(S) .07(S) 1 47. .00 .00 .00 .23(S) .34(S) .07(S) 1 48. .00 .00 .00 .24(S) .34(S) .07(S) 1 49. .00 .00 .00 .24(S) .34(S) .07(S) 1 50. .00 .00 .00 .24(S) .34(S) .07(S) i 51. .00 .00 .00 .24(S) .34(S) .07(S) 1 52. .00 .00 .00 .24(S) .35(S) .07(S) 1 53. .00 .00 .00 .24(S) .35(S) .07(S) 1 54. .00 .00 .00 .24(S) .35(S) .07(S) 1 55. .00 .00 .00 .24(S) .35(S) .07(S) 0 50. .00 .00 .00 .18(s) .22(S) .06(S) 0 51. .00 .00 .00 .19(S) .23(S) .06(S) 0 52. .00 .00 .00 .19(S) .23(S) .06(S) 0 53. .00 .00 .00 .19(s) .24(S) .06(S) 0 54. .00 .00 .00 .19(S) .24(S) .06(S) 0 55. .00 .00 .00 .20(S) .25(S) .07(S) 0 56. .00 .00 .00 .20(S) .25(S) .07(S) 0 57. .00 .00 .00 .20(S) .26(S) .07(S) 0 58. .00 .00 .00 .20(S) .26(S) .07(S) 0 59. .00 .00 .00 .20(S) .26(S) .07(S) 1 0. .00 .00 .00 .20(S) .27(S) .07(S) 1 1. .00 .00 .00 .21(s) .27(S) .07(S) 1 2. .00 .00 .00 .21(s) .27(S) .07(s) 1 3. .00 .00 .00 .21(S) .28(S) .07(S) 1 4. .00 .00 .00 .21(S) .28(S) .07(S) 1 5. .00 .00 .00 .21(S) .28(S) .07(s) 1 6. .00 .00 .00 .21(S) .29(S) .07(S) 1 7. .00 .00 .00 .21(S) .29(S) .07(S) 1 8. .00 .00 .00 .21(S) .29(S) .07(S) 1 9. .00 .00 .00 .22(S) .29(S) .07(S) 1 10. .00 .00 .00 .22(S) .30(S) .07(S) 1 11. .00 .00 .00 .22(S) .30(S) .07(S) 1 12. .00 .00 .00 .22(S) .30(S) .07(S) 1 13. .00 .00 .00 .22(S) .30(S) .07(S) 1 14. .00 .00 .00 .22(S) .30(S) .07(S) 1 15. .00 .00 .00 .22(S) .31(S) .07(S) 1 16. .00 .00 .00 .22(S) .31(S) .07(S) 1 17. .00 .00 .00 .22(S) .31(S) .07(S) 1 18. .00 .00 .00 .22(S) .31(S) .07(S) 1 19. .00 .00 .00 .22(S) .31(S) .07(S) 1 20. .00 .00 .00 .22(S) .31(S) .07(S) 1 21. .00 .00 .00 .22(S) .32(S) .07(S) 1 22. .00 .00 .00 .23(S) .32(S) .07(S) 0 17. .00 .00 .00 .01(s) .01(s) .00(s) 0 18. .00 .00 .00 .01(s) .01(s) .00(s) 0 19. .00 .00 .00 .01(S) .01(s) .00(S) 0 20. .00 .00 .00 .01(s) .01(S) .00(S) 0 21. .00 .00 .00 .01(s) .01(S) .01(S) 0 22. .00 .00 .00 .01(S) .01(S) .01(S) 0 23. .00 .00 .00 .02(S) .02(S) .01(S) 0 24. .00 .00 .00 .02(S) .02(S) .01(S) 0 25. .00 .00 .00 .02(S) .02(S) .01(S) 0 26. .00 .00 .00 .03(S) .03(S) .01(S) 0 27. .00 .00 .00 .03(S) .03(S) .01(S) 0 28. .00 .00 .00 .04(S) .03(S) .01(S) 0 29. .00 .00 .00 .04(S) .04(S) .02(S) 0 30. .00 .00 .00 .05(S) .05(S) .02(S) 0 31. .00 .00 .00 .06(S) .05(S) .02(S) 0 32. .00 .00 .00 .06(S) .06(S) .03(S) 0 33. .00 .00 .00 .07(S) .07(S) .03(S) 0 34. .00 .00 .00 .09(s) .09(S) .03(S) 0 35. .00 .00 .00 .10(S) .10(s) .04(S) 0 36. .00 .00 .00 .11(S) .11(S) .04(S) 0 37. .00 .00 .00 .12(S) .12(S) .05(S) 0 38. .00 .00 .00 .13(S) .13(S) .05(S) 0 39. .00 .00 .00 .13(S) .14(S) .05(S) 0 40. .00 .00 .00 .14(S) .15(S) .05(S) 0 41. .00 .00 .00 .15(S) .16(S) .05(S) 0 42. .00 .00 .00 .15(S) .17(S) .05(S) 0 43. .00 .00 .00 .16(S) .18(S) .06(S) 0 44. .00 .00 .00 .16(S) .18(S) .06(S) 0 45. .00 .00 .00 .17(S) .19(S) .06(S) 0 46. .00 .00 .00 .17(S) .20(S) .06(S) 0 47. .00 .00 .00 .17(S) .20(S) .06(S) 0 48. .00 .00 .00 .18(S) .21(S) .06(S) 0 49. .00 .00 .00 .18(S) .22(S) .06(S) VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE100.DAT & .OUT 100-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 101 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1.2 102 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 2.1 103 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 .4 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE100.DAT & .OUT 100-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 101 102 103 0 1. .00 .00 .00 .00( ) .00( ) .00( ) 0 2. .00 .00 .00 .00( ) .00( ) .00( ) 0 3. .00 .00 .00 .00( ) .00( ) .00( ) 0 4. .00 .00 .00 .00( ) .00( ) .00( ) 0 5. .00 .00 .00 .00( ) .00(S) .00( ) 0 6. .00 .00 .00 .00(S) .00(S) .00( ) 0 7. .00 .00 .00 .00(S) .00(S) .00(S) 0 8. .00 .00 .00 .00(S) .00(S) .00(S) 0 9. .00 .00 .00 .00(S) .00(S) .00(S) 0 10. .00 .00 .00 .00(S) .00(S) .00(S) 0 11. .00 .00 .00 .00(S) .00(S) .00(S) 0 12. .00 .00 .00 .00(S) .00(S) .00(S) 0 13. .00 .00 .00 .00(S) .00(S) .00(S) 0 14. .00 .00 .00 .00(S) .00(S) .00(S) 0 15. .00 .00 .00 .00(S) .00(S) .00(8) 0 16. .00 .00 .00 .00(S) .01(S) .00(S) VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE100.DAT 8 .OUT ' 100-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE 8 ANDERSON WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORI2 TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) ' 101 0 2 2 PIPE .0 1. .0010 .0 .0 .100 .01 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 100.0 .0 ' 102 0 2 2 PIPE .0 1. .0010 .0 .0 .100 .01 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 100.0 .0 103 0 2 2 PIPE .0 1. .0010 .0 .0 .100 .01 ' 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 100.0 .0 TOTAL NUMBER OF GUTTERS/PIPES, 3 2 3. 1 .3 .0 2 4. 1 .3 .0 2 5. 1 .3 .0 2 6. 1 .3 .0 2 7. 1 .3 .0 2 8. 1 .2 .0 2 9. 1 .2 .0 2 10. 1 .2 .0 2 11. 1 .2 .0 2 12. 1 .2 -0 2 13. 1 .2 .0 2 14. 1 .2 .0 2 15. 1 .2 .0 2 16. .0 .2 .0 2 17. .0 .2 .0 2 18. .0 .2 .0 2 19. .0 .2 .0 2 20. .0 .2 .0 2 21. .0 .2 .0 2 22. .0 .2 .0 2 23. .0 .2 .0 2 24. .0 .2 .0 2 25. .0 .1 .0 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE100.DAT 8 .OUT 100-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE 8 ANDERSON *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 3.690 TOTAL RAINFALL (INCHES) 2.890 TOTAL INFILTRATION (INCHES) .430 TOTAL WATERSHED OUTFLOW (INCHES) 2.187 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .272 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .001 0 57. 1.4 3.1 .3 0 58. 1.4 3.0 .3 0 59. 1.3 2.8 .3 1 0. 1.2 2.7 .3 1 1. 1.1 2.6 .2 1 2. 1.1 2.4 .2 1 3. 1.0 2.3 .2 1 4. .9 2.2 .2 1 5. .9 2.1 .2 1 6. .8 2.0 .2 1 7. .8 1.9 .2 1 8. .7 1.8 .1 1 9. .7 1.7 .1 1 10. .7 1.7 .1 1 11. .6 1.6 .1 1 12. .6 1.5 1 1 13. .6 1.4 1 1 14. .5 1.4 .1 1 15. .5 1.3 .1 1 16. .5 1.3 .1 1 17. .5 1.2 .1 1 18. .5 1.2 .1 1 19. .5 1.2 .1 1 20. .4 1.1 .1 1 21. .4 1.1 1 1 22. .4 1.0 .1 1 23. .4 1.0 .1 1 24. .4 .9 .1 1 25. .4 .9 .1 1 26. .3 .9 .1 1 27. .3 .9 .1 1 28. .3 .8 .1 1 29. .3 .8 .1 1 30. .3 .8 .1 1 31. .3 .8 .1 1 32. .3 .7 .1 1 33. .3 .7 .1 1 34. .3 .7 .1 1 35. .3 .7 .1 1 36. .3 .7 .1 1 37. .3 .7 .1 1 38. .3 .6 .1 1 39. .3 .6 .1 1 40. .3 .6 .1 1 41. .3 .6 .1 1 42. .3 .6 .1 1 43. .2 .6 .1 1 44. .2 .6 .1 1 45. .2 .5 .1 1 46. .2 .5 .1 1 47. .2 .5 .1 1 48. .2 .5 .1 1 49. .2 .5 .1 1 50. .2 .5 .1 1 51. .2 .5 .0 1 52. .2 .5 .0 1 53. .2 .4 .0 1 54. .2 .4 .0 1 55. .2 .4 .0 1 56. .2 .4 .0 1 57. .2 .4 .0 1 58. .2 .4 .0 1 59. .2 .4 .0 2 0. .2 .4 .0 2 1. 1 .3 .0 2 2. 1 .3 .0 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE100.DAT & .OUT 100-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 1 2 3 0 1. .0 .0 .0 0 2. .0 .0 .0 0 3. .0 .0 .0 0 4. .0 .0 .0 0 5. .0 .0 .0 0 6. .0 .0 .0 0 7. .0 .0 .0 0 8. .0 .0 .0 0 9. .0 .0 .0 0 10. 1 .1 .1 0 11. 1 .2 .2 0 12. .3 .4 .3 0 13. .4 .6 .3 0 14. .6 .7 .3 0 15. .7 .8 .3 0 16. .8 .9 .3 0 17. .9 1.0 .3 0 18. 1.0 1.0 .4 0 19. 1.1 1.0 .4 0 20. 1.2 1.1 .4 0 21. 1.4 1.3 .5 0 22. 1.7 1.6 .6 0 23. 1.9 1.7 .6 0 24. 2.1 1.9 .7 0 25. 2.3 2.0 .8 0 26. 2.7 2.4 1.1 0 27. 3.3 3.1 1.4 0 28. 3.7 3.6 1.5 0 29. 4.1 3.9 1.6 0 30. 4.4 4.2 1.7 0 31. 5.3 5.3 2.3 0 32. 6.6 7.0 3.0 0 33. 7.6 8.1 3.1 0 34. 8.2 8.9 3.2 0 35. 8.7 9.5 3.3 QIbp.i T g71 °M 0 0 36. 37. 8.0 6.6 8.8 7.5 2.5 1.8 Q o° \at z �' S a F5 0 0 38. 39. 5.8 5.3 7.0 6.8 1.6 1.5 0 40. 4.9 6.8 1.5 0 41. 4.5 6.4 1.2 0 42. 3.9 5.9 1.0 0 43. 3.6 5.6 .9 0 44. 3.3 5.4 .8 0 45. 3.1 5.3 .8 0 46. 2.9 5.0 .7 0 47. 2.6 4.8 .6 0 48. 2.4 4.6 .6 0 49. 2.3 4.4 .6 0 50. 2.2 4.3 .6 0 51. 2.1 4.1 .5 0 52. 1.9 3.9 .5 0 53. 1.8 3.7 .4 0 54. 1.7 3.6 .4 0 55. 1.7 3.5 .4 0 56. 1.6 3.3 .4 V1PS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE100.DAT & .OUT 100-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON NUMBER OF TIME STEPS 145 INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE100.DAT & .OUT 100-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 101 130.0 1.2 72.0 .0240 .016 .250 .100 .300 .51 .50 .00180 1 2 102 240.0 2.1 30.0 .0270 .016 .250 .100 .300 .51 .50 .00180 1 3 103 330.0 .4 55.0 .0350 .016 .250 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 3 TOTAL TRIBUTARY AREA (ACRES), 3.69 ( cic�4, aLrT • C-XIaT �.IG OaL1b�T asl ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** 2 1 1 2 r�a�SWMr�1 inl� sr 3 4 • l=lCl�T C�ar�^�nr� WATERSHED 0 r�S VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE100.DAT & .OUT 1oa _yR t11C�L-T 100-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON 145 0000 1. 1 1. 1 24 5. .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 -2 .016 .25 .1 .3 .51 .50 .0018 1 1 101 130 1.16 72. .024 1 2 102 240 2.15 30. .027 1 3 103 330 0.38 55. .035 0 3 1 2 3 101 2 2 0.01 1. 0.1 0. 0.0 100. 0.0 102 2 2 0.01 1. 0.1 0. 0.0 100. 0.0 103 2 2 0.01 1. 0.1 0. 0.0 100. 0.0 0 3 101 102 103 ENDPROGRAM 1 I EXISTING CONDITION 100-YEAR EVENT 1 1 1 1 1 t *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 101 .0 .0 .1 2 25. 102 .0 .0 .1 2 25. 103 .0 .0 .0 2 25. ENDPROGRAM PROGRAM CALLED I 1 1 1 56. .00 .00 .00 .07(S) .06(S) .02(S) 1 57. .00 .00 .00 .07(S) .06(S) .02(S) 1 58. .00 .00 .00 .07(S) .06(S) .02(S) 1 59. .00 .00 .00 .07(S) .06(S) .02(S) 2 0. .00 .00 .00 .07(S) .06(S) .02(S) 2 1. .00 .00 .00 .07(S) .06(S) .02(S) 2 2. .00 .00 .00 .07(S) .06(S) .02(S) 2 3. .00 .00 .00 .07(S) .06(S) .02(S) 2 4. .00 .00 .00 .07(S) .06(S) .02(S) 2 5. .00 .00 .00 .07(S) .06(S) .02(S) 2 6. .00 .00 .00 .07(S) .06(S) .02(S) 2 7. .00 .00 .00 .07(S) .06(S) .02(S) 2 8. .00 .00 .00 .07(S) .06(S) .02(S) 2 9. .00 .00 .00 .07(S) .06(S) .02(S) 2 10. .00 .00 .00 .07(S) .06(S) .02(S) 2 11. .00 .00 .00 .07(S) .06(S) .02(S) 2 12. .00 .00 .00 .07(S) .06(S) .02(S) 2 13. .00 .00 .00 .07(S) .06(S) .02(S) 2 14. .00 .00 .00 .07(S) .06(S) .02(S) 2 15. .00 .00 .00 .07(S) .06(S) .02(S) 2 16. .00 .00 .00 .07(S) .06(S) .02(S) 2 17. .00 .00 .00 .07(S) .06(S) .02(S) 2 18. .00 .00 .00 .07(S) .06(S) .02(S) 2 19. .00 .00 .00 .07(S) .06(S) .02(S) 2 20. .00 .00 .00 .07(S) .06(S) .02(S) 2 21. .00 .00 .00 .07(S) .06(S) .02(S) 2 22. .00 .00 .00 .07(S) .06(S) .02(S) 2 23. .00 .00 .00 .07(S) .06(S) .02(S) 2 24. .00 .00 .00 .07(S) .06(S) .02(S) 2 25. .00 .00 .00 .07(S) .06(S) .02(S) VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE2.DAT & .OUT 2-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON 1 23. .00 .00 .00 .06(S) .05(S) .02(S) i 24. .00 .00 .00 .06(S) .05(S) .02(S) 1 25. .00 .00 .00 .06(S) .05(S) .02(S) 1 26. .00 .00 .00 .06(S) .05(S) .02(S) 1 27. .00 .00 .00 .06(S) .05(S) .02(S) i 28. .00 .00 .00 .06(S) .05(S) .02(S) 1 29. .00 .00 .00 .06(S) .05(S) .02(S) 1 30. .00 .00 .00 .06(S) .05(S) .02(S) 1 31. .00 .00 .00 .06(S) .05(S) .02(S) 1 32. .00 .00 .00 .06(S) .06(S) .02(S) 1 33. .00 .00 .00 .06(S) .06(S) .02(S) 1 34. .00 .00 .00 .06(S) .06(S) .02(S) 1 35. .00 .00 .00 .06(S) .06(S) .02(S) 1 36. .00 .00 .00 .06(S) .06(S) .02(S) 1 37. .00 .00 .00 .06(S) .06(S) .02(S) 1 38. .00 .00 .00 .06(S) .06(S) .02(S) 1 39. .00 .00 .00 .06(S) .06(S) .02(S) i 40. .00 .00 .00 .06(S) .06(S) .02(S) 1 41. .00 .00 .00 .06(S) .06(S) .02(S) 1 42. .00 .00 .00 .06(S) .06(S) .02(S) 1 43. .00 .00 .00 .06(S) .06(S) .02(S) 1 44. .00 .00 .00 .06(S) .06(S) .02(S) 1 45. .00 .00 .00 .07(S) .06(S) .02(S) 1 46. .00 .00 .00 .07(S) .06(S) .02(S) 1 47. .00 .00 .00 .07(S) .06(S) .02(S) 1 48. .00 .00 .00 .07(S) .06(S) .02(S) i 49. .00 .00 .00 .07(S) .06(S) .02(S) 1 50. .00 .00 .00 .07(S) .06(S) .02(S) 1 51. .00 .00 .00 .07(S) .06(S) .02(S) 1 52. .00 .00 .00 .07(S) .06(S) .02(S) 1 53. .00 .00 .00 .07(S) .06(S) .02(S) 1 54. .00 .00 .00 .07(S) .06(S) .02(S) 1 55. .00 .00 .00 .07(S) .06(S) .02(S) 1 0 50. .00 .00 .00 .04(S) .04(S) .01(S) 0 51. .00 .00 .00 .05(S) .04(S) .01(S) 0 52. .00 .00 .00 .05(S) .04(S) .01(S) ' 0 53. .00 .00 .00 .05(S) .04(S) .01(S) 0 54. .00 .00 .00 .05(S) .04(S) .01(S) ' 0 55. .00 .00 .00 .05(S) .04(S) .01(S) 0 56. .00 .00 .00 ' .05(S) .04(S) .01(S) 0 57. .00 .00 .00 .05(S) .04(S) .01(S) 0 58. 00 .00 .00 ' .05(S) .04(S) .01(S) 0 59. .00 .00 .00 .05(S) .04(S) .01(S) 11 .00 .00 . 0 00 ' .05(S) .04(S) .02(S) 10. . .00 .00 .0 .05(S) .04(S) .02(S) 1 2. .00 .00 .00 ' .05(S) .04(S) .02(S) 1 3. .00 .00 .00 .05(S) .05(S) .02(S) 1 4. .00 .00 .00 ' .05(S) .05(S) .02(S) 1 5. .00 .00 .00 .05(S) .05(S) .02(S) 1 6. .00 .00 .00 ' .05(S) .05(S) .02(S) 1 7. .00 .00 .00 .05(S) .05(S) .02(s) 1 8. .00 .00 .00 ' .05(S) .05(S) .02(S) 1 9. .00 .00 .00 .06(S) .05(S) .02(S) 1 10. .00 .00 .00 ' .06(S) .05(S) .02(S) 1 11. .00 .00 .00 .06(S) .05(S) .02(S) ' 1 12. .00 .00 .00 .06(S) .05(S) .02(S) 1 13. .00 .00 .00 .06(S) .05(S) .02(S) ' 1 14. .00 .00 .00 .06(S) .05(S) .02(S) 1 15. .00 .00 .00 .06(S) .05(S) .02(S) ' 1 16. .00 .00 .00 .06(S) .05(S) .02(S) 1 17. .00 .00 .00 .06(S) .05(S) .02(S) ' 1 18. .00 .00 .00 .06(S) .05(S) .02(S) 1 19. .00 .00 .00 .06(S) .05(S) .02(S) 1 20. .00 .00 .00 .06(S) .05(S) .02(S) 1 21. .00 .00 .00 .06(S) .05(S) .02(S) 1 22. .00 .00 .00 1 .06(S) .05(S) .02(S) 0 17. .00 .00 .00 .00(s) .00(s) .00( ) 0 18. .00 .00 .00 .00(s) .00(S) .00(S) 0 19. .00 .00 .00 .00(s) .00(S) .00(S) 0 20. .00 .00 .00 .00(S) .00(S) .00(S) 0 21. .00 .00 .00 .00(S) .00(S) .00(S) 0 22. .00 .00 .00 .00(S) .00(S) .00(s) 0 23. .00 .00 .00 .00(S) .00(s) .00(S) 0 24. .00 .00 .00 .00(S) .00(s) .00(s) 0 25. .00 .00 .00 .00(S) .00(s) .00(S) 0 26. .00 .00 .00 .00(s) .00(S) .00(S) 0 27. .00 .00 .00 .00(s) .00(S) .00(S) 0 28. .00 .00 .00 .00(S) .01(S) .00(S) 0 29. .00 .00 .00 .01(S) .01(S) .00(s) 0 30. .00 .00 .00 .01(s) .01(s) .00(S) 0 31. .00 .00 .00 .01(s) .01(s) .00(S) 0 32. .00 .00 .00 .01(S) .01(S) .01(S) 0 33. .00 .00 .00 .01(S) .02(S) .01(S) 0 34. .00 .00 .00 .02(S) .02(S) .01(s) 0 35. .00 .00 .00 .02(s) .02(S) .01(S) 0 36. .00 .00 .00 .02(S) .02(S) .01(S) 0 37. .00 .00 .00 .03(S) .03(S) .01(s) 0 38. .00 .00 .00 .03(S) .03(S) .01(s) 0 39. .00 .00 .00 .03(S) .03(S) .01(S) 0 40. .00 .00 .00 .03(S) .03(S) .01(S) 0 41. .00 .00 .00 .03(S) .03(S) .01(S) 0 42. .00 .00 .00 .04(S) .03(S) .01(s) 0 43. .00 .00 .00 .04(S) .03(S) .01(s) 0 44. .00 .00 .00 .04(S) .03(S) .01(S) 0 45. .00 .00 .00 .04(S) .03(S) .01(S) 0 46. .00 .00 .00 .04(S) .04(S) .01(s) 0 47. .00 .00 .00 .04(S) .04(S) .01(S) 0 48. .00 .00 .00 .04(S) .04(S) .01(S) 0 49. .00 .00 .00 .04(S) .04(S) .01(S) VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE2.DAT & .OUT 2-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 101 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1.2 102 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 2.1 103 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 .4 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE2.DAT & .OUT 2-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 101 102 103 0 1. .00 .00 .00 .00( ) .00( ) .00( ) 0 2. .00 .00 .00 .00( ) .00( ) .00( ) 0 3. .00 .00 .00 .00( ) .00( ) .00( ) 0 4. .00 .00 .00 .00( ) .00( ) .00( ) 0 5. .00 .00 .00 .00( ) .00( ) .00( ) 0 6. .00 .00 .00 .00( ) .00( ) .00( ) 0 7. .00 .00 .00 .00( ) .00( ) .00( ) 0 8. .00 .00 .00 .00( ) .00( ) .00( ) 0 9. .00 .00 .00 .00( ) .00( ) .00( ) 0 10. .00 .00 .00 .00( ) .00( ) .00( ) 0 11. .00 .00 .00 .00( ) .00( ) .00( ) 0 12. .00 .00 .00 .00( ) .00(S) .00( ) 0 13. .00 .00 .00 .00(S) .00(S) .00( ) 0 14. .00 .00 .00 .00(S) .00(S) .00( ) 0 15. .00 .00 .00 .00(S) .00(S) .00( ) 0 16. .00 .00 .00 .00(S) .00(S) .00( ) VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE2.DAT & .OUT , 2-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE 1 GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) ' 101 0 2 2 PIPE .0 1. .0010 .0 .0 .100 .01 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 100.0 .0 , 102 0 2 2 PIPE .0 1. .0010 .0 .0 .100 .01 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 100.0 .0 103 0 2 2 PIPE .0 1. .0010 .0 .0 .100 .01 0 , RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 100.0 .0 TOTAL NUMBER OF GUTTERS/PIPES, 3 6 2 3. 1 1 .0 2 4. 1 1 .0 2 5. 1 1 .0 2 6. 1 1 .0 2 7. 1 1 .0 2 8. 1 1 .0 2 9. 1 1 .0 2 10. 1 1 .0 2 11. .0 .1 .0 2 12. .0 .1 .0 2 13. .0 .1 .0 2 14. .0 .0 .0 2 15. .0 .0 .0 2 16. .0 .0 .0 2 17. .0 .0 .0 2 18. .0 .0 .0 2 19. .0 .0 .0 2 20. .0 .0 .0 2 21. .0 .0 .0 2 22. .0 .0 .0 2 23. .0 .0 .0 2 24. .0 .0 .0 2 25. .0 .0 .0 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE2.DAT 8 .OUT 2-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE 8 ANDERSON *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 3.690 TOTAL RAINFALL (INCHES) 1.060 TOTAL INFILTRATION (INCHES) .337 TOTAL WATERSHED OUTFLOW (INCHES) .489 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .234 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .003 0 57. .4 .4 .1 0 58. .4 .4 .1 0 59. .4 .4 .1 1 0. .4 .3 .1 1 1. .4 .3 .1 1 2. .4 .3 .1 1 3. .4 .3 .1 1 4. .4 .3 .1 1 5. .4 .3 .1 1 6. .3 .3 .1 1 7. .3 .3 .1 1 8. .3 .3 .1 1 9. .3 .3 .1 1 10. .3 .3 .1 1 11. .3 .3 .1 1 12. .3 .3 .1 1 13. .3 .3 .1 1 14. .3 .3 .1 1 15. .3 .2 .1 1 16. .2 .2 .1 1 17. .2 .2 .1 1 18. .2 .2 .1 1 19. .2 .2 .1 1 20. .2 .2 .1 1 21. .2 .2 .1 1 22. .2 .2 .1 1 23. .2 .2 .1 1 24. .2 .2 .1 1 25. .2 .2 .1 1 26. .2 .2 .0 1 27. .2 .2 .0 1 28. .2 .2 .0 1 29. .2 .2 .0 1 30. .2 .2 .0 1 31. .2 .2 .0 1 32. .2 .2 .0 1 33. .2 .2 .0 1 34. .2 .2 .0 1 35. 1 .2 .0 1 36. 1 .2 .0 1 37. 1 1 .0 1 38. 1 1 .0 1 39. 1 1 .0 1 40. .1 1 .0 1 41. .1 .1 .0 1 42. .1 .1 .0 1 43. .1 .1 .0 1 44. .1 .1 .0 1 45. .1 .1 .0 1 46. .1 .1 .0 1 47. .1 .1 .0 1 48. .1 .1 .0 1 49. .1 .1 .0 1 50. .1 .1 .0 1 51. 1 1 .0 1 52. 1 1 .0 1 53. 1 1 .0 1 54. 1 1 .0 1 55. 1 1 .0 1 56. .1 .1 .0 1 57. .i .1 .0 1 58. .1 .1 .0 1 59. .1 .1 .0 2 0. 1 1 .0 2 1. 1 1 .0 2 2. 1 1 .0 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE2.DAT & .OUT 2-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 1 2 3 0 1. .0 .0 .0 0 2. .0 .0 .0 0 3. .0 .0 .0 0 4. .0 .0 .0 0 5. .0 .0 .0 0 6. .0 .0 .0 0 7. .0 .0 .0 0 8. .0 .0 .0 0 9. .0 .0 .0 0 10. .0 .0 .0 0 11. .0 .0 .0 0 12. .0 .0 .0 0 13. .0 .0 .0 0 14. .0 .0 .0 0 15. .0 .0 .0 0 16. .0 .0 .0 0 17. .0 .0 .0 0 18. .0 .0 .0 0 19. .0 .1 .1 0 20. .1 .1 .1 0 21. .1 .2 .1 0 22. .2 .3 .2 0 23. .2 .3 .2 0 24. .3 .4 .2 0 25. .4 .4 .2 0 26. .5 .6 .2 0 27. .7 .8 .3 0 28. .8 .9 .4 0 29. 1.0 1.0 .4 0 30. 1.1 1.1 .4 0 31. 1.4 1.3 .5 0 32. 1.7 1.7 .7 0 33. 2.0 1.9 .7 0 0 34. 35. 2.2 2.4 2.0 2.1 .7 .7 Qzlc�'L = 2•`4 aPs 0 0 36. 37. 2.2 1.9 1.8 1.3 .6 .4 7- 0 F5 0 0 38. 39. 1.6 1.4 1.1 1.0 .3 .3 �t Imp r = b•`I 4F 0 40. 1.3 .9 .3 0 41. 1.2 .9 .3 0 42. 1.1 .8 .3 0 43. 1.0 .8 .3 0 44. 1.0 .7 .3 0 45. .9 .7 .2 0 46. .9 .7 .2 0 47. .8 .6 .2 0 48. .7 .6 .2 0 49. .7 .5 .1 0 50. .6 .5 .1 0 51. .6 .5 .1 0 52. .5 .4 .1 0 53. .5 .4 .1 0 54. .5 .4 .1 0 55. .5 .4 .1 0 56. .4 .4 .1 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE2.DAT & .OUT 2-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON NUMBER OF TIME STEPS 145 INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .12 .36 .48 .60 .84 1.80 3.24 1.08 .84 .48 .36 .36 .36 .24 .24 .24 .24 .12 .12 .12 .12 .12 .12 .12 VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE2.DAT & .OUT 2-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE & ANDERSON SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .CO18O 1 101 130.0 1.2 72.0 .0240 .016 .250 .100 .300 .51 .50 .00180 1 2 102 240.0 2.1 30.0 .0270 .016 .250 .100 .300 .51 .50 .00180 1 3 103 330.0 .4 55.0 .0350 .016 .250 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 3 TOTAL TRIBUTARY AREA (ACRES), 3.69 - Mc3p5 W Mr�l ovr� `. T • CX��Tr1S Oaria IToi.1 ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9)- JIN(lO) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** 2 1 1 2 t1n�5 W tn�^ 1 .1A�T 3 4 CX ti lG G� n�aTc i D WATERSHED 0 Z - ��R G1lcal.cT VIPS BUILDING AT BARTON EARLY CHILDHOOD CENTER FILES: VIPSE2.DAT 8 .OUT 2-YR EXISTING CONDITION ON -SITE HYDROLOGY -- MARCH 1998 LIDSTONE 8 ANDERSON 145 0000 1. 1 1. 1 24 5. .12 .36 .48 .60 .84 1.80 3.24 1.08 .84 .48 .36 .36 .36 .24 .24 .24 .24 .12 .12 .12 .12 .12 .12 .12 -2 .016 .25 .1 .3 .51 .50 .0018 1 1 101 130 1.16 72. .024 1 2 102 240 2.15 30. .027 1 3 103 330 0.38 55. .035 0 3 1 2 3 101 2 2 0.01 1. 0.1 0. 0.0 100. 0.0 102 2 2 0.01 1. 0.1 0. 0.0 100. 0.0 103 2 2 0.01 1. 0.1 0. 0.0 100. 0.0 0 3 101 102 103 ENDPROGRAM u EXISTING CONDITION 2-YEAR EVENT EXISTING CONDITION MODSWMM INPUT AND OUTPUT I I 1 I I il ■ .. .........M l..Y..�..,.I C...MM,. V-r-`11�>. S. I b.+�L I 4 / 1419'9 1 12 FEATURE I CHECKED BY DATE SHEET OF 444f 6.�! 47.5 5 r-=T rA Mo'bSu!!-ir-I a� F�jLE �At2'TtznL�'t�..l i'o�.it� a�i �-2IFi'� or1 r�x� tz�tt�tse 'Rk'rt : Qm - -7•S CFs lop-`/K ibrkc-!t�, WsEL = �JS6C_po = -7Z+9 Fr A0-0&a�keI S vKI /cx>-Yr� Ama-Fr D�SCIiT�+2CC A-r- St.I OoRa� • T��1ze�.tre� la`I l�'�- IIZ WF-hCN dor�r��n1Es �CLyJKLs SHE /ELlgrlf�lfc. \\ TeCL¢-R5E /tT iT'1'13 l�OATlani) 1�seH/�z6� Prr- SC' daewLc� TnT�Rss � -I!M -n-h Tzt_7f.Lr-PP . Fwc*-A 8 irk 13 �CC> ISc = 6. 1 CFS L-cs '�tRw1 -rr= A -La A M G T'n-�r� of -7.0eFr- Ar 7.hz Lae p-", j ±zisa �a.-r E -* Y ejt7%'� -[aY TT-hE:7 7zvr1 PF F--snarl Z�Rc iw1 1'� ��mlc = 33 aFs ( (�`v.�r�-•rert n-r4 J TrFc RuaJAvu= 7dZr SE aF 3. 10 m I %-T ez Tr4E cxtsTwl6 Iap-y,2 '�iserFP PeT- TI+tS uc CA-"c,0, list "WINW. R.Mu= wav •nwm .M 4•b.Ma•1 C•4MM1• OWNER -PROJECT BY DATE PROJECT NO. FEATURE CHECKED BY DATE SHEET OF UrrH- + --t 1 1 Az.-3 5 C-eksx;!� atil -f=a;, rct:, iPt-� iYr'i Rai Z \/cKLnAE (FT3i ZI(auIle (A-e- P-� 55b -71 ll�b 55D D. D 13 -1Z 'ZSIo 7�' S Z(s15 O. oL0 -13 3gio 5�.�I9 0.130 `H so -74- 4ez,�> 9sz9 o.zz� 3 ,%-r� -a Iscf+peie� Tm f'1 a � �kRE7l' O.�(p�i5 Fri" /�cu-'�'R�P�i125 �TERM�w1''O umiA6 Q = CA z1N = (zA-064,d--1a.511 I IA . . OWNER -PROJECT BY DATE PROJECT NO. C-;rL 4 %/+/ 98 ec;i�Lu FEATURE CHECKED BY DATE SHEET OF WaLlshez, "C'M= c:*= CXvr. .lSse�Bnaa �ATaY-4..ic. Lz7r- ica�l� ro.1 y -I-v-rrcaA-rZc-7vk = Z. C l .-- -F-ETZV,cxs = a• 28 A- I/7. 09 -D. ZS l Z.rs) J -laAc, wl d-)�a.ot) �4o•bz) = o.'aIZ PT-JF-r ovoP-L , a v�w4! Li 'sue 1 = 4zc) F-r- (z.v) n:�(4a,54.O Pr%/h c Zzo Pr �I-7.DFr S0VM%nsl.1 127- T�IZ3, To ?1�01�06� 'Pc,Sl� -rc3 rtc. 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DUT poxt> �co-`Jia Isar Fam es �Es�� r —cL CIS C+H,A'Rt+C ri e. A-Trl TZ�rv4�.t ln�, ft Su"gB A51 4 i , db"rz o-narl .t i st. �Tea�. ae nil Tzl>NloFF -r-a - rt€ SW alc z - Tz--;,rLt FF To QZ,�`gc = z.l aFs Q� Z I Ex = 9.5 ass T2.J. tapF Ta 7T}s EAI�r TuLidstone 8 Anderson. Inc. OWNER —PROJECT BY DATE PROJECT NO. FEATURE CHECKED BY DATE SHEET OF Cxrn, lac 0-rwQ�,j I I I Al.-4 5 88 5l o 3 -- -I I B • -rco c%sr -Ksr'ra- oce�A = a.38 At. t�1 v ous /°c 7f a. ZI Av- o•zl �� Suot O. a35 Fr / Pr o�lc2��rm ��.! LEi,lG-l}I = Sa SaP+- - - - ---- �/._' 1�-5. ����a�.-►� �71L 3��Z�98 Qar�i11 FEATURE CHECKED BY DATE SHEET OF C-�asTaa ����� I iYD�zaway 1 A I.) 5 c e Bhsi.1 1 -- TiaiS - -0 5\. I 'aow.,r� aF "'f�2Yl ors �R� = a• 33 � toc -0.33\t� :. iZ7, l 1.1t_ JJl 0,C>74 PT) Pv- t/.�w.-c,`.+�. �oyj LC-1.I6T7-� � 38a F'f \ /3O Fr ssaata �,� Z — � a. -rlz� earz,.t m cor ��1 -r dTt� r izolk = 7—IS AQ IM$C�LVIot�S = b.li{- ftC_ a. L4 r i�'rz ems- 1 nor ti¢U� auS = Z 1 � �06 = 30 335�- 6Vt�ftirtD kLL- aTTu:iL -F'Nl Vlt-TK-` ZED nib 'YZ=rt C� RI Q2�TGe�� nrgx o.sl �alrtc 't�s�N TZAM— COG -IF. = p. oo 1 S � 1 EXISTING CONDITION APPENDIX A MODSWMM SUBBASIN PARAMETERS, ALLOWABLE DISCHARGE CALCULATIONS, AND DETENTION POND RATING CURVES western berm will serve as an emergency spillway if a rainfall event is experienced which exceeds the design storm, or the pond does not otherwise function properly. Elsewhere around the perimeter of the pond, a minimum of 1.6 feet of freeboard is provided. 3.3 Hydraulic Evaluation of On -Site Conveyance Facilities Other than the pond outfall pipe described in the previous section, the only significant on -site conveyance facility is the service drive which will convey runoff from the northern portion of Subbasin 11 to the detention pond. The service drive has been designed to provide adequate conveyance capacity for directing the contributing 100-year runoff from Subbasin 11 to the detention pond. The service drive was hydraulically analyzed using a single cross section HEC-2 deck in order to determine the normal flow depth in the drive for the entire 100-year runoff from Subbasin 11 (16.3 cfs). The typical service drive cross section shown on Sheet 2 was utilized. The results of this analysis indicate that the 100-year flow depth in the drive will be slightly less than 0.5 feet, or slightly lower than the 6-inch curb height designed for the service drive. The HEC-2 output which documents the results of this analysis is included in Appendix D. With regard to other conveyance facilities designed for the site, it is noted that the proposed metal sidewalk culvert provided at the downstream end of the detention pond outlet pipe will convey nuisance flows under the sidewalk. Given the relatively small capacity of the sidewalk culvert, it will likely be overtopped on an annual basis. 8 3.2 Results of the With -Project Condition Hydrologic Analysis The existing condition hydrologic model was modified to reflect with -project conditions, and MODSWMM was used to determine with -project condition runoff from the site, as well as the ' detention pond operating parameters for the 100-year event. The peak discharge at each of the three design points is given in Table 3.1, along with the corresponding allowable discharge; the ' information given in this table is also provided on Sheet 2. Detailed MODSWMM input and output for the with -project condition analysis is provided in Appendix C. Table 3.1. Summary of With -Project Condition Peak Discharges. 100-Year Event DesignPaint Area Peak "Allowable" (acres} Discharge Release Ratea (cfs) (cfs) 1 2.23 8.0 8.0 2 1.15 6.1 7.0 3 0.38 3.3 3.1 a Reference is made to Section 2.3 for definition of "allowable" release rate. Comparing the with -project condition discharges given in the table with the allowable release rates cited in Section 2.3, it evident that release requirements will be met at DPs #1 and #2. The discharge at DP #3 will exceed the allowable release by 0.2 cfs. However, the with -project condition 100-year runoff at DP #3 will be equal to the existing condition 100-year runoff at that point. Furthermore, the total 100-year discharge leaving the eastern perimeter of the site will be 9.4 cfs (total for DPs #2 and #3), which is lower than the total allowable 100-year release to the adjacent property of 10.1 cfs. The MODSWMM model also provides the operating parameters for the proposed detention pond. For the 100-year event, the model indicates that the pond will release runoff at peak rate of 7.5 cfs, with an maximum active storage volume of 0.12 acre-feet. The maximum 100-year water surface elevation in the pond will be 72.9 feet. This pond operation information is also provided on Sheet 2. The with -project condition model further indicates that the depth of water in the detention pond will exceed one foot for less than one hour during the 100-year event. The berm which forms the western perimeter of the pond has been designed to an elevation of 74.0 feet, while the minimum berm elevation around the remainder of the pond is 74.5 feet. The 7 0 III. WITH -PROJECT CONDITION HYDROLOGIC EVALUATION 3.1 Definition of the With -Project Condition Hydrologic Model For with -project conditions, runoff patterns along the northern perimeter and in the northeast portion of the site (existing Subbasin 3) will not be altered. However, the location of the north -south drainage divide through the remainder of the site will be shifted a substantial distance to the east. The changes to the drainage pattern in the central and southern portion of the site were made in response to the proposed site plan shown on Sheet 2. The site plan indicates that portions of both existing Subbasins 1 and 2 will be converted from pervious to impervious land use by construction of the V.I.P.S. Building, expansion of the parking lot, and construction of sidewalks and the service drive. The proposed grading shown on the sheet was configured to direct nearly all of the additional impervious area to the detention pond. As designed, the detention pond is located at the southwest corner of the property, as shown on Sheet 2. The pond has been designed to receive runoff from Subbasin 11 and release it at a level which, when combined with the undetained runoff from Subbasin 12, meets or exceeds the allowable release requirement at DP #1. The tributary area associated with proposed Subbasin 13 is significantly reduced in comparison to its corresponding existing Subbasin 2. As in the existing condition, runoff from this subbasin is directed to DP #2. Proposed Subbasin 14, at the northeast comer of the site, is nearly identical to existing Subbasin 3 with only a slight increase in the impervious area. Runoff from this subbasin is again depicted as concentrating at DP #3. For each of the four subbasins described above, hydrologic modeling parameters were defined based on the proposed grading and site plan (Sheet 2) and City criteria. Background information concerning the definition of these parameters is presented in Appendix A. It is noted that as with the existing condition analysis, routing conveyance elements were not defined in the hydrologic model. The stage -storage curve was determined for the proposed detention pond based on the grading plan shown on Sheet 2. In addition, a stage -discharge curve was produced for the proposed pond outlet assuming the design configuration which includes a 15-inch RCP with an orifice plate covering the top 4 inches of the pipe entrance (detail shown on Sheet 2). A combined stage -storage - discharge curve was developed, and the storage -discharge curve was incorporated into the hydrologic model. All detention pond rating curve calculations are included in Appendix A. T ' where Q1001auow is the allowable release during the 100-year event (in cfs), Moral is the total area ' under consideration in acres, AtCW;mPtt is the currently pervious area which will be made impervious (in acres), Q21ex is the existing condition 2-year runoff (in cfs), and Q1001ex is the existing condition 100-year runoff (in cfs). Equation (1) was applied to each of the three on -site subbasins in order to ' determine the allowable release rate for the with -project condition 100-year event at each of the three design points. ' The allowable release rate calculations are provided in Appendix A. The results of these calculations indicate the following: (a) an allowable 100-year release of 8.0 cfs at DP 41; (b) an ' allowable 100-year release of 7.0 cfs at DP #2; and (c) an allowable 100-year release of 3.1 cfs at DP #3. 1 1 5 2.2 Results of the Existing Condition Hydrologic Analysis MODSWMM, the modified version of Urban Storm Drainage District's Storm Water Management Model (UDSWM2-PC), was used to determine existing condition runoff from the site for both the 2- and 100-year events. The peak discharges at each of the three design points are summarized in Table 2. 1; the information given in this table is also provided on Sheet 1. Detailed MODSWMM input and output for the two existing condition analyses is provided in Appendix B. Table 2.1. Summary of Existing Condition Peak Discharges. ?irea Peak Discharge (cfs} Design Pomt (acres) 2 year: 1 1.16 2.4 8.7 2 2.15 2.1 9.5 3 0.38 0.7 3.3 2.3 Allowable Release Rates Given the location of the project site in the Spring Creek Basin, on -site detention is not strictly required. However, without defining downstream drainage easements and evaluating street flow capacities, on -site detention is required to reduce 100-year with -project condition runoff to the existing 100-year rate. Although it is not specifically required by criteria, the City of Fort Collins Stormwater Utility has requested that detention be provided for the with -project condition 100-year event such that the 2-year existing condition discharge is met for all areas on the site which are currently pervious, but which will be made impervious by the project. Under this scenario, all areas which are either currently impervious, or currently pervious and will remain so in the with -project condition, are allowed to release at the 100-year existing condition level. The school district has made every effort to meet the intent of this request, as evidenced by the results presented in Section 3.2. The following paragraphs define the "allowable" release rates for the site, based on the City's request. The 100-year allowable release rate for the site was calculated using the following equation: Q1001allow — (Anew imper * Q21ex ) + [(Atotal - Anew imper ) 0 Q1001ex ] / Atotal (1) 4 I ' II. EXISTING CONDITION HYDROLOGIC EVALUATION ' 2.1 Definition of the Existing Condition Hydrologic Model ' In the existing condition, runoff patterns within the Barton Early Childhood Center site can be characterized as follows: (a) the majority of the site drains to the east and south, with a raised ' concrete wall along the site's southern perimeter directing runoff from this area to the east; (b) runoff from the western third of the site is directed to the west and south, with the aforementioned raised concrete wall directing runoff from this area to the west; (c) the area east of the existing building, ' including the eastern portion of the playground, drains to the small irrigation ditch and private land to the east; and (d) runoff from the fringe area north of the existing building is directed north to Prospect Road, then east along the road. Due to the site's location on relatively high ground adjacent to two streets which act as drainage divides, there is no off -site drainage onto the site. The existing condition site plan and topography, as well as the delineation of on -site subbasin boundaries, are all shown on Sheet 1. As shown on the sheet, Subbasin 1 represents the western portion of the site which concentrates runoff in Stover Street adjacent to the southwest corner of the site. Design Point 1 (DP #1) is located at the point where runoff from Subbasin 1 leaves the site and enters the street drainage system. From this point, storm runoff continues south on Stover Street until confluencing with Spring Creek, north of Stuart Street. Subbasin 2 includes the portion of the site which directs runoff to the southeast corner of the property; this includes approximately half of the entire site. Design Point 2 (DP #2) is defined at the southwest corner to include all runoff from Subbasin 2. From this point, storm runoff continues overland in a southerly direction, to Spring Creek. Subbasin 3 represents the area east of the existing building, as well as the eastern portion of the playground, both of which direct runoff to the site's eastern perimeter. Although runoff from this subbasin does not concentrate at a single location, Design Point 3 (DP #3) is defined as shown on Sheet 1 to represent the total runoff from Subbasin 3. As indicated on the sheet, a subbasin has not been defined for the northern fringe of the site which drains to Prospect Road. No site modifications are proposed for this portion of the site. For each of the three subbasins described above, hydrologic modeling parameters were defined based on the existing topographic and site map (Sheet 1) and City criteria. Background information concerning the definition of these parameters is presented in Appendix A. It is noted that due to the relatively small size of the site, routing conveyance elements were not defined in the hydrologic model. W Figure I.I. Location Map for the V.I.P.S. Building at • • • Barton Early Childhood Center Water Resources and Environmental Consultants 2 I. INTRODUCTION 1.1 General The Barton Early Childhood Center is a four -acre site owned by the Poudre School District R-1. It is located at 703 East Prospect Road in Fort Collins, Colorado. The site is bounded by Prospect Road on the north, Stover Street on the west, Parker Street right-of-way (the street is unimproved) on the south, and private land on the east. Figure 1.1 is a vicinity map of the study site. The area is located in the Spring Creek Basin and is subject to conditions specified in the Spring Creek Master Drainageway Plan [EPI, 1988]. The site consists of: (a) two permanent buildings and one modular building, all of which occupy the northern portion of the site; (b) an asphalt parking lot and sand playground, both located in the central area of the site; and (c) an open, grassed area across the southern portion of the site. Sheet 1 shows both the existing topography and site configuration at the Barton Early Childhood Center. The current project includes: (a) construction of a building within the southern portion of the site, for use by the Volunteers in Poudre Schools (V.I.P.S.) program; (b) expansion of the existing parking lot into the open area directly west of the playground; and (c) construction of a detention pond in the southwest comer of the site. 1.2 Purpose and Scope of Study The purpose of this study is to develop a drainage plan to accommodate the increase in runoff which will result from the proposed project,. while meeting all City of Fort Collins' release requirements. The plan addresses on -site detention requirements and the conveyance of on -site flows, to existing outfall locations, through the parking lot, the service drive, drainage pans, and a sidewalk culvert. The drainage improvements are hydraulically designed to meet City of Fort Collins detention requirements and to provide controlled conveyance of runoff for up to and including the 100-year event. The scope of this study was limited to the hydrologic and hydraulic evaluation of existing site conditions for the 2- and 100-year return period events, as well as the 100-year return period event for with -project conditions. A description of the methodology and documentation of the results are provided in the following chapters. TABLE OF CONTENTS ' I. INTRODUCTION.......................................................I ' 1.1 General..........................................................1 1.2 Purpose and Scope of Study ......................................... 1 ' II. EXISTING CONDITION HYDROLOGIC EVALUATION ...................... 3 ' 2.1 Definition of the Existing Condition Hydrologic Model .................... 3 2.2 Results of the Existing Condition Hydrologic Analysis ................ . .. 4 2.3 Allowable Release Rates ............................................ 4 III. WITH -PROJECT CONDITION HYDROLOGIC EVALUATION ................. 6 ' 3.1 Definition of the With -Project Condition Hydrologic Model ................ 6 3.2 Results of the With -Project Condition Hydrologic Analysis ................. 7 3.3 Hydraulic Evaluation of On -Site Conveyance Facilities .................... 8 FIGURES/TABLES/APPENDICES/SHEETS FIGURES ' Figure 1.1. Location Map for the V.I.P.S. Building at Barton Early Childhood Center...... 2 TABLES Table 2.1. Summary of Existing Condition Peak Discharges . ........................ 4 LTable 3.1. Summary of With -Project Condition Peak Discharges . .................... 7 ' APPENDICES Appendix A: MODSWMM Subbasin Parameters, Allowable Discharge Calculations, and ' Appendix B: Detention Pond Rating Curves Existing Condition MODSWMM Input and Output Appendix C: With -Project Condition MODSWMM Input and Output ' Appendix D: Hydraulic Evaluation of On -Site Conveyance Facilities SHEETS Sheet 1: Existing Condition Site, Grading and Drainage Plan Sheet 2: With -Project Condition Site, Grading and Drainage Plan i LIDSTONE & ANDERSON, INC. Water Resources and Environmental Consultants 760 Whalers Way, Suite B-200 Fort Collins, CO 80525 April 17, 1998 Mr. Basil Hamdan City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, CO 80524 RE: Drainage Improvement Plan for the V.I.P.S. Building at Barton Early Childhood Center (LA Project No. COPR111) Dear Basil: Lidstone & Anderson, Inc. (LA) is pleased to submit our report documenting the Drainage Improvement Plan for the V.I.P.S. Building at Barton Early Childhood Center. The drainage improvement plan documented in the attached report provides for the conveyance, detention, and controlled release of runoff from the proposed V.I.P.S. Building addition at the Barton Early Childhood Center site. All hydrologic modeling and hydraulic analyses completed in support of this drainage improvement plan were performed in accordance with the guidelines and specifications set forth in the City of Fort Collins Storm Drainage Design Criteria Manual. If you have any questions regarding the procedures and results given in this report, please do not hesitate to call us. Sincerely, LIDSTO ANDERSON, INC. Gr o . Koch. P.E. P of t Manager GJK/tlt Attachment (970) 226-0120 FAX: (970) 226-0121 E-MAIL: LAWater@FortNet.org Branch Office: Box 27, Savery, Wyoming 82332 DRAINAGE IMPROVEMENT PLAN FOR THE V.I.P.S. BUILDING AT BARTON EARLY CHILDHOOD CENTER PREPARED FOR: Poudre School District R-1 Facilities Division 2407 Laporte Avenue Fort Collins, CO 80521-2297 SUBMITTED TO: City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, CO 80524 PREPARED BY: Lidstone & Anderson, Inc. 760 Whalers Way, B-200 Fort Collins, CO 80525 (LA Project No. COPRlll) April 17, 1998