\ \ \ \ \ \ i \ \ 
BURY & PITTMAN-DFW, INC. Conference Memorandum Consulting Engineers/Surveyors Page 1 of I Project 18 Acre Excel Site, Addison Conf'e.rence Date 08124/95 Client WliCOX R,."ltv Issue Date
Coofereuce Looalloo City of Addison Service Center Pro,iectNo. 3027-01 Attendanee John Baumgartner, City of Addison -Public Works Director Ocie Vest, BPI Paul Lee, BPI Rooting """"'"
, Discuss Detention . Distuuion: The following hi Qur understlWdin,g of the subject matter covered in this OOIlference. if this differs with yoor understanding, please notify us.: We
determined that the downstream restriction to our flow occurs at the 8 X 5 Reinforced Concrete Box (RCB) at Sunbelt Drive as shown on the attached map. We agreed that the adjoining CMP
could handle the flows from Sunbelt and Westgrove Drive but would not accept any of the flows from the drainage basin for the project site. This leaves the 8 X 5 RCB for this drainage
area. Based on a previous drainage area map this area has a peak discharge of 824.93 CPS, however, the capacity of the RCB is only 593 CPS. This leaves 􀀲􀀳􀀱􀀮􀁾􀀳􀀠CPS or 6.22 Ac-ft
of water that must be detained for this drainage basin. We agreed that our project and upstream developed area is 20% of the drainage basin. Therefore we should be required to detain
20% ofthe total or approximately 1.25 Ac-ft. a·\PAIII.Ian, Distribution John Baumgartner, City of Addison David M. Pearson, BPI Ocie Vest, BPI "",,_by Paul Lee 
RECEIVED J1. -31996 WILCOX CITY MANAGER June 29, 1996 Mr. Ron Whitehead TOWN OF ADDISON City Manager P.O. Box 144 Addison, TX 75001 Dear Ron: I am writing thls letter on behalfofExcel
Communications, Inc. As you know, Excel is building two facilities of 300,000 square feet valued at more than $18,000,000. These facilities will be completed by September 15 and will
employ approximately 2,000 people. The new buildings are located at Addison Road and Bent Tree Plaza Parkway. In the last thlrty days, Excel has purchased an additional 18 acres along
Bent Tree Plaza Parkway to build an office building of approximately 200,000 square feet whlch will employ an additional 1,500 employees. '" Excel's new home is now in Addison, Texas
along Bent Tree Plaza Parkway. Thus, we feel that a name change would be appropriate, and we are requesting that Bent Tree Plaza Parkway be renamed Excel Parkway. Excel Communications,
Inc. will incur all cost ofstreet signage change. I appreciate your consideration and look forward to hearing from you soon. Sincerely, JKP.ew WILCOX REALTY GROUP I)allns • San. A:rtlon:io
Two Lincoln Centre· 5420 LBJ Freeway· Suite 740· Dallas, Texas 75240 214-770-2100 • Fax 214-770-2199 
TOWN OF ADDISoN To:C h/'/'>.: -;:r;;;,v . 􀁾􀀾􀀯􀀠I, Company: PW:" 1'4&ld: c;//'J>FAX #:_______􀁾__ Date:/, /6-y& # of pages (including cover): k o Original in mail 􀁾􀁥􀁲 your request
Comments: PUBLIC WORKS From: John Baumgartner, P.E. Director Phone: 214/450-2886 FAX: 2141450-2837 16801 Westgrove P.O. Box 144 Addison, TX 75001 OFYI oCall me 􀁾􀀠
Bur)' &. Pittman-DFW, Inc. 5310 Ha.....est HiU Rd.,Sltite 100 Bury+Pittman Dallas, Texas 75230 Consulting Engineers and Surveyors Tel 2141991-0011 Fax 2141991-<1278 LETTER OF TRANSMITI'AL
TO TOWN OF ADDISON DATE 12/01/95 I 16801 WESTGROVE DRIVE PROJECT NUMBER 3027-01 I ADDISON TEXAS 75001-0144 DATACODB DEL-B.C. ATIN: JOHN BAUMGARTNER ROUTING: RE: EXCEL SERVICE CENTER
WB ARE SENDING YOU: Shop Drawings Original Drawings X Prints SpecificatiollB Reports THESE ARE TRANSMITTED: As Requeste.d For Your Use X For Re.view and Comment NUMBER DESCRIPTION 3
SETS CIVIL PLANS FOR EXCEL SERVICE CENTER 􀁾􀀠 PLAN CHECK COMMENTS ! REMARKS PLEASE CALL ME IF THERE IS ANYTHING ELSE THAT NEEDS TO BE DONE TO INSURE THAT THE PLAT IS ON THE DECEMBER
12TH CITY COUNCIL AGENDA. DISTRffiUTION: PREPARED BY: CC: SUBASH GAITONDE, CMC PAUL LEE RAY GARRISON, WSI OCmVEST BPI Itenclosures are not u noted, kindly notifY WI at onee. 
􀁾􀀧􀁬􀂫􀀧􀀮􀀠 PUBUC WORKS DEPARTMENT (214) 451).!Z871 . foot om.. Box 144 Addison, T.... 75001 Exeel Telecommunications Center Construction Plan Revie{7!1?J3 November 27, 1995 1'1\J
1. All civil plans shall be signed and sealed by a Texas Registered Civil Engineer. 2. General notes: A. Revise notes as indicated. 3. Plat: A. Provide site visibility easement of.350
feet for western driveway or relocate access point. 7c.v v .f)c;J 6'7 !>-cf<q;frf.t::. II'lS !vf'.M.<;;>-.Jr 4. Site Plan: A. Verify fire 􀁬􀁡􀁮􀁾􀂷􀁲􀁡􀁭􀁵􀁳􀀠requirements with fire
department -Gordon Robbins 450-7201. B. Site visibility easement required. C. A 5-foot sidewalk is required along Bent Tree Plaza Parkway. D. Handicap ramps are required at all driveway/sidewalk
intersections. 5. Grading Plan: 'f\.. Provide recessed curb inlet at the sump in Addison Road. B. Provide inlet calculations. C. Place a concrete pilot channel in the bottom of the detention
ponds or fit them with french drains to facilitate drainage. . 
Excel Telecommunications Center Construction Plan Review November 27, 1995 Page Two 6. Utility Plan: A. All meter assemblies shall include backflow prevention devices --see attached.
B. Fire hydrant assemblies shall include 6" gate valve. 7. Erosion Control Plan: A. Show location of stabilized construction entrances. B. Provide for perimeter access control to manage
random acce5\to the site. (' 􀁾􀀧􀀧􀀧􀀧􀀠 (,.>-t Rxc 8. Storm Drain Plan and Profile: A. Revise detention pond to provide a water surface elevation ofless than 639.75. 9. Standard Details:
A. See attached Addison standards and revise your details as required. 10. See plan for miscellaneous notes. 11. Resubmittal required. 
l1ury & Piitman-IW,\\', Inc, 􀁃􀁏􀁉􀁬􀁾􀁵􀁬􀁴􀁩􀁬􀀱􀀾􀀡􀀡􀀠 􀁆􀀮􀀺􀁊􀁬􀁾􀁩􀁮􀀨􀀬􀀨􀀬􀁉􀀢􀀡􀀧􀀯􀁓􀁬􀁬􀁮􀂷􀀨􀀧􀁹􀁯􀁬􀀧􀁳 Bury+Pittman :'5310 lIal'wslllill Road/Suite 100 Dallas, '!'PX,IS
75230 TeI2H!99J-OOI J 􀀱􀀧􀁾􀀱􀁜􀀧􀀠 '11 +/991-0278 April 2, 1996 Mr. John Baumgartner, P.E. 3027-01 Town ofAddison 16801 Westgrove Drive Addison, Texas 75001-0144 RE: Excel Service
Center Dear John: We need something for our files showing the revised inlet on Addison load to be approved. I have drawn up the attached sketch showing what you proposed (match inlet
at Addison Road and Beltline). Please call me if you have any questions or problems, Of you can fax it back to me if everything is acceptable. Thank you, 7Jvt 􀀨􀀢􀀭􀀭􀁾􀀠 Paul Lee,
P.E. PL\nh Attachment c;U'AUVcityaddi.sn2\nh 
--I 24-RCP Wf\ N-J _ 14' 'MDE REC. f /􀁾􀀠INLET PER CI 􀁾􀀠 , STD. 4' DEEP I II 􀁎􀁾 641.53 Te . , I 􀁾::.. 􀀮􀀽􀀠 􀁾􀀠 I . j 􀁾'" 􀀠 (J1 􀁾􀀮􀁉􀀠 􀁾 II , ) 1/1 V I i I 6-HIGH CURB 6-THICK
CONCRE' 􀁾􀀠 􀁾􀀠Bury+Pittman, nco . C<!1l8u1Unt; S.".ee" andSm: yon : ! hlIMr. 'rI!:bI td tH/IKI14U hi U61 1-«1I!I ' 􀁀􀁾􀁴 199. tw'Y dr PitImon, 􀁾􀀮􀀠 INLET DETAIL ON ADDISON ROAD
N.r's APPROVED BY: EXCEL SERVICE 􀁉􀁈􀁾􀁉􀀠 I CENTER PHASE PII!! Bury+Pittman Consulting Engmeers and Surveyors I 
DRAINAGE REPORT FOR EXCEL SERVICE CENTER ADDISON, TEXAS PREPARED FOR WILCOX REALTY GROUP c/o CONSTRUCTION MANAGEMENT CORPORATION 15303 DALLAS P ARKW A Y, SUITE 640, LB 80 DALLAS, TEXAS
Preliminary for Review Only Bury+Pittman Consulting Engineers and Surveyors 
i UUI'Y & Pitinlilll-IJ!"W, Inc. Bury+Pittman Gonsultinf!: En:;inccl's/Sllt'veyors 5310 Harvest Hill Rom1/SIIiLe 100 Dallas, T('xas 75230 T('J ZJ4/{j9HlOl j Fa)" 􀁊􀀺􀀱􀀴􀀯􀁾􀀩􀁦􀀩􀁉􀀭􀀰􀀲􀀷􀀸􀀠
October 23, 1995 . John Baumgartner, P.E. Preliminary for Review Only Town of Addison 16801 Westgrove Drive Addison, Texas 75001-0144 Re: Drainage Report for Excel Service Center -Commercial
Addison, Texas Dear Mr. Baumgartner: 4 Please accept the following drainage report for the development of the 18 acre office and warehouse facility at the southwest corner of Addison
Road and Bent Tree Plaza Drive. The project is going to be constructed by Construction Management Corporation. Your expeditious review of this submittal is greatly appreciated. Please
do not hesitate to call Paul Lee at (214) 991-0011 if you have any questions. 􀀷􀁾􀁾􀀠 Ocie L. Vest, P.E. OLV/nh cc: file c:\PAUL\exceldr.ain\nh : :;I 
Drainage Report Eldsting Conditions: The project is a 18 acre tract at the southwest corner of Addison Road and Bent Tree Plaza. The site accepts flows from a 4' wide concrete flume
from Addison Road. This is from a drainage area of 11.5 acres. This flows through an open natural channel to a 60" RCP at the southwest corner of the site. This 60"RCP flows to a channel
North of Sunbelt Drive where it enters a 8' X 5' box which slows to Addison Airport. This box has a peak capacity of 593 CFS. Detention Requirement: Since the drainage area contributing
to the box produces a peak flow of 625, (see Appendix 1 HEC-I Report) and the box is only able to handle 593 CFS. The peak must be reduced by 32 CFS. This project and the upstream contributing
area are only 20% of the area contributing to the box. Therefore our site is required to reduce the peak Qby 7 CFS which is 20% of the total reduction required. Proposed Condition: Al
acre foot detention pond has been provided at the east end of the site this pond accepts all of the lows from Addison Road through a 14' wide concrete flume (see Appendix 3 for mannings
size) a small portion of the site. See Appendix 2 for HEC I study showing the detention routing. The discharge is an 18"rep which joins to the site storm system and discharges to the
existing 60" RCP. This pond reduces the peak discharge by 18 CFS. The water surface elevation of the pond will be 640.86 at the peak. This shonld prevent flooding currently occurring
on Addison Road. ,---------------BURy& PITTMAN, INC, ______________ ---l 
APPENDIX I HECI-HYDROGRAPH FOR DRAINAGE BASIN CONTRIBUTING TO 8' X 5' REINFORCED CONCRETE BOX ----------BURy8fPITTMAN. INC_------___---' 
1***************************************** *************************************** * * * * '" FLOOD HYDROGRAPH PACKAGE (HEC-I) * '" U.S. ARMY CORPS OF ENGINEERS '" MAY 1991 * '" HYDROLOGIC
ENGINEERING CENTER * VERSION 4.0.1E '" '" 609 SECOND STREET '" '" Lahey F77L-EMl32 version 5.01 '" '" DAVIS, CALIFORNIA 95616 '" '" Dodson & Associates, Inc. '" '" (916) 551-1748 * '"
RUN DATE 10{20/95 TIME 09:32:51 * '" * ***************************************** *************************************** x X XXXXXXX XXXXX X X XX X X XX X X X X X XXXXXXX XXXX X XXXXX
X X X X X X X XX X X X X X XXXXXXX XXXXX XXX TIllS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-I KNOWN j(g HEC1 (JAN 73), HECIGS, HEClDB, AND HEC1KW. THE DEFINfTIONS OF VARIABLES -RTIMP-AND
-RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION

1 NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT
INFILTRATION KINEMATIC W A VB: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 HEC-l INPUT PAGE 1 ID.......1.......2...... .3...... .4.......5.......6.......7.......8.......9......
10 ID HYDROGRAPH FOR THE ENTIRE DRIANAGE BASIN CONTRIBUTING TO THE BOX ID AT IT 15 0 150 10 1 KK DEV KM COMPUTE RUNOFF HYDROGRAPH FOR DEVELOPED WATERSHED BA .1952PH 100 .87 1.88 LU .8
.06 * Lca=.28, Sst = .5,L=.61 US .24 .719 ZZ 3.8 5.2 5.5 7 8.5 9.5 .. 
1***************************************** * * * FLOOD HYDROGRAPH PACKAGE (HEC-l) '" * MAY 1991 * * VERSION 4.0. IE * * Lahey F77L-EMl32 version 5.01 '" * Dodson & Associates, Inc. *
* RUN DATE 10/20/95 TIME 09:32:51 '" ***************************************** *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER
'" 609 SECOND STREET * '" DAVIS, CALIFORNIA 95616 * '" (916) 551·1748 '" * * *************************************** HYDROGRAPH FOR THE ENTIRE DRIANAGE BASIN CONTRIBUTING TO THE BOX
AT 4 10 OUTPUT CONTROL V ARlABLES IPRNT 1 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPHPLOTSCALE IT HYDROGRAPH TIME DATA NMIN 15 MINUTES IN COMPUTATION INTERVAL !DATE 1 0 STARTING
DATE ITIME 0150 STARTING TIME NQ 101 NUMBER OF HYDROGRAPH ORDINATES .. NDDATE 2 0 ENDING DATE NDTIME 0250 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.25 HOURS TOTAL TIME
BASE 25.00 HOURS 
ENGLISH UNITS DRAINAGE AREA SQUARE MILES 􀁐􀁾􀁃􀁗􀁉􀁔􀁁􀁔􀁉􀁏􀁎􀁄􀁅􀁮􀁈􀀠 􀁲􀁮􀁣􀁾􀀠 LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME 􀁁􀁃􀁾􀀭􀁆􀁅􀁅􀁔􀀠 SURFACE AREA
ACRES 􀁔􀁅􀁍􀁐􀁅􀁒􀁁􀁾􀀠 􀁄􀁅􀁇􀁾 FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** *
* 5KK * DEV * * * ************** COMPUTE RUNOFF HYDROGRAPH FOR DEVELOPED WATERSHED SUBBASrn RUNOFF DATA 7 BA SUBBASrn CHARACTERISTICS 􀁔􀁁􀁾􀁁􀀠 0.20 SUBBASrn AREA .. PRECWITATION DATA
8 PH DEPTHS FOR loo-PERCENT HYPOTHETICAL STORM ..... HYDRO-35 ...... .. ............. TP-40 ............... .. ......... TP-49 ......... .. 5-MlN 15-MIN 6O-MIN 2-HR 3-HR 6-HR 12-HR 24-HR
2-DAY 4-DAY 7-DAY 10-DAY 0.87 1.88 3.80 5.20 5.50 7.00 8.50 9.50 0.00 0.00 0.00 0.00 
STORM AREA = 0.20 9LU UNIFORM LOSS RATE STRTL 0.80 INITIAL LOSS CNSTL 0.06 UNIFORM LOSS RATE RTIMP 0.00 PERCENT IMPERVIOUS AREA 10 US SNYDER UNITGRAPH TP 0.24 LAG CP 0.72 PEAKING COEFFICIENT
SYNTHETIC ACCUMULATED-AREA VS. TIME CURVE WILL BE USED *** TC INCREASED TO DELTA T OF 0.25 HR CLARK DID NOT CONVERGE TO GIVEN SNYDER COEFFICIENTS APPROXlMATECLARK COEFFICIENTS FROM GIVEN
SNYDER CP AND TP ARE TC== 0.36 AND R== 0.13 INTERVALS UNIT HYDROGRAPH PARAMETERS CLARK TC= 0.36 HR, R= 0.13 HR SNYDER TP= 0.24 HR, CP= 0.58 UNIT HYDROGRAPH 3 END-OF-PERIOD ORDINATES
􀁾 191. 252. 61. ************************************************************************************************************** HYDROGRAPH AT STATION DEV *********************************************
***************************************************************** 
,. DA MON HRMN ORO RAIN LOSS EXCESS COMPQ ,. DA MON HRMN ORO RAIN LOSS EXCESS COMPQ ,. 1 1 1 1 1 0150 0205 0220 0235 0250 1 2 3 4 5 0.00 0.02 0.02 0.02 0.02 0.00 0.02 0.02 0.02 0.02
0.00 0.00 0.00 0.00 0.00 o. O. O. O. O. ,. ,. ,. ,. ,. 1 1 1 1 1 1435 1450 1505 1520 1535 52 53 54 55 56 0.40 0.33 0.09 0.07 0.16 0.01 0.01 0.02 0.02 0.02 0.39 0.31 0.07 0.06 0.14 320.
190. 117. 48. 45. 1 0305 6 0.02 0.02 0.00 O. ,. 1 1550 57 0.14 0.02 0.13 63. 1 0320 7 0.02 0.02 0.00 O. ,. 1 1605 58 0.13 0.02 0.11 62. 1 0335 8 0.02 0.02 0.00 O. ,. 1 1620 59 0.12 0.02
0.11 57. 1 0350 9 0.02 0.02 0.00 O. ,. 1 1635 60 0.11 0.02 0.10 52. 1 0405 10 0.02 0.02 0.00 O. ,. 1 1650 61 0.11 0.02 0.09 48. 1 0420 11 0.02 0.02 0.00 O. ,. 1 1705 62 0.08 0.02 0.07
41. 1 0435 12 0.02 0.02 0.00 O. ,. 1 1720 63 0.08 0.02 0.06 34. 1 1 1 1 1 1 0450 0505 0520 0535 0550 0605 13 14 15 16 17 18 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02
0.00 0.00 0.00 0.00 0.00 0.00 O. O. O. O. O. O. ,. ,. ,. ,. ,. ,. 1 1 1 1 1 1 1735 1750 1805 1820 1835 1850 64 65 66 67 68 69 0.Q7 0.Q7 0.Q7 0.06 0.06 0.06 0.02 0.02 0.02 0.02 0.02 0.02
0.06 0.05 0.05 0.05 0.05 0.04 30. 28. 27. 25. 24. 23. 1 0620 19 0.02 0.02 0.00 O. ,. 1 1905 70 0.06 0.02 0.04 21. 1 0635 20 0.02 0.02 0.00 O. ,. 1 1920 71 0.05 0.02 0.04 20. 1 1 1 1
1 1 1 1 0650 0705 0720 0735 0750 0805 0820 0835 21 22 23 24 25 26 27 28 0.02 0.03 0.03 0.Q3 0.Q3 0.05 0.05 0.05 0.02 0.03 0.03 0.03 0.03 0.05 0.05 0.05 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 O. O. O. O. O. O. O. O. ,. ,. ,. ,. ,. ,. ,. ,. 1 1 1 1 1 1 1 1 1935 1950 2005 2020 2035 2050 2105 2120 72 73 74 75 76 77 78 79 0.05 O.I'JS 0.03 0.03 0.03 0.03 0.Q2 0,02 0.02
0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.04 0.04 0.01 0.01 0.01 0.01 0.01 0.01 20. 19. 14. 8. 6. 6. 5. 5. 
1 0850 29 0.06 0.06 0.00 O. * 1 2135 80 0.02 0.01 0.01 4. 1 0905 30 0.06 0.06 0.00 O. * 1 2150 81 0.02 0.01 0.01 4. 1 0920 . 31 0.06 0.04 0.02 3. * 1 2205 82 0.02 0.01 0.01 4. 1 0935
32 0.06 0.02 0.05 13. * 1 2220 83 0.Q2 0.01 0.01 4. 1 0950 33 0.06 0.02 0.05 22. * 1 2235 84 0.02 0.01 0.01 3. 1 1005 34 0.07 0.02 0.05 25. * 1 2250 85 0.Q2 0.01 0.01 3. 1 1020 35 0.07
0.02 0.06 27. * 1 2305 86 0.Q2 0.01 0.01 3. 1 1035 36 0.07 0.02 0.06 28. * 1 2320 87 0.02 0.01 0.00 3. 1 1050 37 0.08 0.Q2 0.06 30. * 1 2335 88 0.02 0.01 0.00 2. 1 1105 38 0.10 0.02
0.09 36. * 1 2350 89 0.02 0.01 0.00 2. 1 1120 39 0.11 0.02 0.09 44. * 2 0005 90 0.02 0.01 0.00 2. 1 1135 40 0.12 0.02 0.10 48. * 2 0020 91 0.02 0.01 0.00 2. 1 1150 41 0.12 0.02 0.11
52. * 2 0035 92 0.02 0.01 0.00 1. 1 1205 42 0.13 0.02 0.12 57. * 2 0050 93 0.02 0.01 0.00 1. 1 1220 43 0.15 0.02 0.13 62. * 2 0105 94 0.02 0.01 0.00 1. 1 1235 44 0.07 0.02 0.05 50. *
2 0120 95 0.02 0.01 0.00 1. 1 1250 45 0.08 0.02 0.06 33. * 2 0135 96 0.02 0.01 0.00 1. 1 1305 46 0.30 0.01 0.29 74. * 2 0150 97 0.02 0.01 0.00 1. 1 1320 47 0.36 0.01 0.35 143. * 2 0205
98 0.00 0.00 0.00 O. 1 1335 48 0.44 0.01 0.43 187. * 2 0220 99 0.00 0.00 0.00 O. 1 1350 49 0.94 0.01 0.92 305. * 2 0235 100 0.00 0.00 0.00 O. 1 1405 50 1.88 0.01 1.86 614. * 2 0250 101
0.00 0.00 0.00 O. 1 1420 51 0.54 0.01 0.52 625. * * 􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀁾􀀪�
�􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀠 TOTAL RAINFALL = 9.50, TOTAL LOSS = 1.80, TOTAL EXCESS = 7.70 PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR
72-HR 25.00-HR + (CFS) (HR) 
1 (CFS) + 625. 12.50 139. 40. 39. 39. (INCHES) 6.620 7.702 7.702 7.702 (AC-FI) 69. 80. 80. 80. CUMULATIVE AREA = 0.20 SQ 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 AREA STAGE MAX STAGE + 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT + DEY
625. 12.50 139. 40. 39. 0.20 *** NORMAL END OF HEC-1 *** .. 
APPENDIX 2 HECI-STUDY FOR DETENTION POND ROUTING OF 11.5 ACRE OFFSITE DRAINAGE AREA . I '-----------BURy& PITTMAN, INC.--------------' i 
􀁜􀁾􀀠 1***************************************** *************************************** * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-l) * '" U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * ..
HYDROLOGIC ENGINEERING CENTER * VERSION 4.0.1E * .. 􀁾􀁓􀁅􀁃􀁏􀁎􀁄􀁓􀁔􀁒􀁅􀁅􀁔􀀠 * * Lahey F77L-EMl32 version 5.01 '" * DAVIS, CALIFORNlA 95616 * '" Dodson & Associates, Inc. '" * (916)
551-1748 * '" RUN DATE 10120/95 TIME 09:34:53 * .. * ***************************************** *************************************** x X XXXXXXX XXXXX X X XX X X XX X X X X X XXXXXXX
XXXX X XXXXX X X X X X X X XX X X X X X XXXXXXX XXXXX XXX THiS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-l KN(I')WN AS HEC1 (JAN 73), REC1GS, HEClDB, ANDHEC1KW. THE DEFINITIONS OF
VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS
THE FORTRAN77 VERSION 
NEW OPTIONS: DAMBREAK OUTFLOW SUB:MERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT
INFILTRATION KINEMATIC WAVB: NEW FINITE DIFFERENCE ALGORITHM 1 HEC-1 INPUT PAGE 1 LINE ID....... 1....•..2.......3.......4.......5.......6.......7....•..8.......9......10 1 2 3 4 ID
ID IT 10 Addison pond analysis PAUL LEE 15 0 150 1 5 6 7 8 9 10 KK KM BA PH LV US * DEV COMPUTE RUNOFF HYDROGRAPH FOR DEVELOPED WATERSHED 0.018 100 .8 1.8 3.6 5.1 5.3 7 8.2 9.2 .8 .06
.699 .719 11 12 13 14 15 16 17 18 19 KK RES KM ROUTE DEVELOPED RUNOFF THROUGH RESERVOIR KO 1 2 .,. RS 1 ELEV 634.43 SA .015 .028 .089 .188 .228 .358 1.58 SE 634 636 637 638 639 640 644.5
SL 634.59 1.7671 .60 .5 SS 644 25 3.0 1.5 ZZ 
1***************************************** *************************************** * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC
ENGINEERING CENTER * VERSION 4.0.1E * * 609 SECOND STREET * * Lahey F77L-EMf32 version 5.01 * * DAVIS, CALIFORNIA 95616 * * Dodson & Associates, Inc. * * (916) 551-1748 * * RUN DATE
lOf20f95 TIME 09:34:53 * * * ***************************************** *************************************** Addison pond analysis PAUL LEE 4 10 OUTPUT CONTROL VARIABLES IPRNT 1 PRINT
CONTROL IPLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPHPLOTSCALE IT HYDROGRAPH TIME DATA NMIN 15 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0150 STARTING TIME NQ 101 NUMBER
OF HYDROGRAPH ORDINATES 􀁾􀀠 NDDATE 2 0 ENDING DATE NDTIME 0250 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.25 HOURS TOTAL TIME BASE 25.00 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **'* *** **'* *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 5KK * DEV * * * **************
COMPUTE RUNOFF HYDROGRAPH FOR DEVELOPED WATERSHED SUBBASIN RUNOFF DATA 7BA SUBBASIN CHARACTERISTICS TAREA 0.02 SUBBASIN AREA ..... PRECIPITATION DATA 8 PH DEPTHS FOR loo-PERCENT HYPOTHETICAL
STORM ..... HYDRO-35 ...... •.............. TP-40 ............... ........... TP-49 ......... .. 5-MIN 15-MIN 6O-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 
, 0.80 1.80 3.60 5.10 5.30 7.00 8.20 9.20 0.00 0.00 0.00 0.00 STORM AREA = 0.02 9LU UNIFORM LOSS RATE STRTL 0.80 INITIAL LOSS CNSTL 0.06 UNIFORM LOSS RATE RTIMP 0.00 PERCENT IMPERVIOUS
AREA 10 US SNYDER UNITGRAPH TP 0.70 LAG CP 0.72 PEAKING COEFFICIENT SYNTHETIC ACCUMULATED-AREA VS. TIME CURVE WILL BE USED *** APPROXIMATE CLARK COEFFICIENTS FROM GIVEN SNYDER CP AND
TP ARE TC= 0.90 AND R= 0.42 INTERVALS UNIT HYDROGRAPH PARAMETERS CLARK TC= 0.90 HR. R= 0.42 HR SNYDER TP= 0.69 HR, CP= 0.71 UNIT HYDROGRAPH 11 END-OF-PERIOD ORDINATES 2. 7. 11. 11. 7.
4. 2. 1. 1. o. O. 􀁾􀀠 *************************************************************************************************************** HYDROGRAPH AT STATION DEV **************************************
************************************************************************* 
* DA MON HRMN ORO RAIN LOSS EXCESS COMPQ * DA MON HRMN ORO RAIN LOSS EXCESS COMPQ * 1 0150 1 0.00 0.00 0.00 o. * 1 1435 52 0.43 0.01 0.41 39. 1 0205 2 0.02 0.02 0.00 o. * 1 1450 53 0.36
0.01 0.34 37. 1 0220 3 0.02 0.02 0.00 o. * 1 1505 54 0.06 0.02 0.04 29. 1 0235 4 0.02 0.02 0.00 o. * 1 1520 55 0.05 0.02 0.03 21. 1 0250 5 0.02 0.02 0.00 o. * 1 1535 56 0.17 0.02 0.16
14. 1 0305 6 0.02 0.02 0.00 o. * 1 1550 57 0.16 0.02 0.14 10. 1 0320 7 0.02 0.02 0.00 o. * 1 1605 58 0.15 0.02 0.13 8. 1 0335 8 0.02 0.02 0.00 o. * 1 1620 59 0.14 0.02 0.12 7. 1 0350
9 0.02 0.02 0.00 o. * 1 1635 60 0.13 0.02 0.11 7. 1 0405 10 0.02 0.02 0.00 o. * 1 1650 61 0.12 0.02 0.11 6. 1 0420 11 0.02 0.02 0.00 o. * 1 1705 62 0.07 0.02 0.05 5. 1 0435 12 0.02 0.02
0.00 o. * 1 1720 63 0.06 0.02 0.05 5. 1 0450 13 0.02 0.02 0.00 o. * 1 1735 64 0.06 0.02 0.04 4. 1 0505 14 0.02 0.02 0.00 o. * 1 1750 65 0.06 0.02 0.04 3. 1 0520 15 0.02 0.02 0.00 o.
* 1 1805 66 0.05 0.02 0.04 3. 1 0535 16 0.02 0.02 0.00 o. * 1 1820 67 0.05 0.02 0.04 2. 1 0550 17 0.02 0.02 0.00 o. * 1 1835 68 0.05 0.02 0.03 2. 1 0605 18 0.02 0.02 0.00 o. * 1 1850
69 0.05 0.02 0.03 2. 1 0620 19 0.02 0.02 0.00 o. * 1 1905 70 0.04 0.02 0.03 2. 1 0635 20 0.02 0.02 0.00 o. * 1 1920 71 0.04 0.02 0.03 2. 1 0650 21 0.02 0.02 0.00 o. * 1 1935 72 0.04
0.02 0.03 1. 1 0705 22 0.03 0.03 0.00 o. * 1 1950 73 0.<r4 0.02 0.02 1. 1 0720 23 0.03 0.03 0.00 o. * 1 2005 74 0.03 0.01 0.01 1. 1 0735 24 0.03 0.03 0.00 o. * 1 2020 75 0.03 0.01 0.01
1. 1 0750 25 0.03 0.03 0.00 o. * 1 2035 76 0.03 0.01 0.01 1. 1 0805 26 0.04 0.04 0.00 o. * 1 2050 77 0.03 0.01 0.01 1. 1 0820 27 0.04 0.04 0.00 o. * 1 2105 78 0.02 0.01 0.01 1. 1 0835
28 0.04 0.04 0.00 o. * 1 2120 790.02 0.01 0.01 1. 
1 0850 29 0.04 0.04 0.00 O. * 1 2135 80 0.02 0.01 0.01 1. 1 0905 30 0.05 0.05 0.00 O. * 1 2150 81 0.02 0.01 0.01 O. 1 0920 31 0.05 0.05 0.00 O. * 1 2205 82 0.02 0.01 0.01 O. 1 0935 32
0.05 0.05 0.00 O. * 1 2220 83 0.02 0.01 0.01 O. 1 0950 33 0.05 0.02 0.04 O. * 1 2235 84 0.02 0.01 0.01 O. 1 1005 34 0.05 0.02 0.04 O. * 1 2250 85 0.02 0.01 0.01 O. 1 1020 35 0.06 0.02
0.04 1. * 1 2305 86 0.02 0.01 0.01 O. 1 1035 36 0.06 0.02 0.04 1. * 1 2320 87 0.02 0.01 0.00 O. 1 1050 37 0.06 0.02 0.05 2. * 1 2335 88 0.02 0.01 0.00 O. 1 1105 38 0.12 0.02 0.10 2.
* 1 2350 89 0.02 0.01 0.00 O. 1 1120 39 0.13 0.02 0.11 3. * 2 0005 90 0.02 0.01 0.00 O. 1 1135 40 0.13 0.02 0.12 3. * 2 0020 91 0.02 0.01 0.00 O. 1 1150 41 0.14 0.02 0.13 4. * 2 0035
92 0.02 0.01 0.00 O. 1 1205 42 0.15 0.02 0.14 5. * 2 0050 93 0.02 0.01 0.00 O. 1 1220 43 0.17 0.02 0.15 5. * 2 0105 94 0.02 0.01 0.00 O. 1 1235 44 0.04 0.02 0.03 6. * 2 0120 95 0.02
0.01 0.00 O. 1 1250 45 0.05 0.02 0.04 5. * 2 0135 96 0.02 0.01 0.00 O. 1 1305 46 0.33 0.01 0.32 5. * 2 0150 0150 97 0.02 0.01 0.00 O. 1 1320 47 0.39 0.01 0.37 6. * 2 0205 98 0.00 0.00
0.00 O. 1 1335 48 0,41 0.Q1 0,40 9. * 2 0220 99 0.00 0.00 0.00 O. 1 1350 49 0.88 0.01 0.87 13. * 2 0235 100 0.00 0.00 0.00 O. 1 1405 50 1.80 0.01 1.78 22. * 2 0250 101 0.00 0.00 0.00
O. 1 1420 51 0.50 0.01 0,49 32. * * *************************************************************************************************************** .... TOTAL RAINFALL = 9.20, TOTAL
LOSS = 1.78, TOTAL EXCESS = 7,42 PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 25.00-HR + (CFS) (HR) (CFS) 
+ 39. 12.75 13. 4. 3. 3. (INCHES) 6.519 7.390 7.390 7.390 (AC-Fl) 6. 7. 7. 7. CUMULATIVE AREA = 0.02 SQ MI ***' *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
*** *** *** *** *** *** *** *** *** *** *** **************' * * 11 KK * RES * * * ************** ROUTE DEVELOPED RUNOFF THROUGH RESERVOIR 13 KO OUTPUT CONTROL VARIABLES IPRNT 1 PRINT
CONTROL IPLOT 2 PLOT CONTROL QSCAL O. HYDROGRAPHPLOTSCALE HYDROGRAPH ROUTING DATA "!' 14 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDmON RSVRIC 634.43
INITIAL CONDmON X 0.00 WORKING RAND D COEFFICIENT 
15 SA AREA 0.0 0.0 0.1 0.2 0.2 0.4 1.6 16 SE ELEVATION 634.00 636.00 637.00 638.00 639.00 640.00 644.50 17 SL LOW-LEVEL OUTLET ELEVL 634.59 ELEVATION AT CENTER OF OUTLET CAREA 1.77 CROSS-SECTIONAL
AREA COQL 0.60 COEFFICIENT EXPL 0.50 EXPONENT OF HEAD 18 SS SPILLWAY CREL 644.00 SPILLWAY CREST ELEVATION SPWID 25.00 SPILLWAY WIDTH COQW 3.00 WEIR COEFFICIENT EXPW 1.50 EXPONENT OF
HEAD *** COMPUTED STORAGE-ELEVATION DATA STORAGE 0.00 0.04 0.10 0.23 0.44 0.73 4.77 ELEVATION 634.00 636.00 637.00 638.00 639.00 640.00 644.50 COMPUTED OUTFLOW-ELEVATION DATA OUTFLOW
0.00 0.00 7.46 8.31 9.37 10.75 12.6t'J 15.23 19.23 26.08 ELEVATION 634.00 634.59 635.36 635.54 635.81 636.19 636.79 637.80 639.70 644.00 OUTFLOW 26.13 26.38 26.96 28.03 29.75 32.27 35.73
40.28 46.08 53.28 ELEVATION 644.01 644.02 644.05 644.08 644.13 644.18 644.25 644.32 644.41 644.50 
COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE 0.00 0.01 0.03 0.03 0.04 0.04 0.05 0.08 0.10 0.20 OUTFLOW 0.00 0.00 7.46 8.31 9.37 10.10 10.75 12.60 13.20 15.23 ELEVATION 634.00 634.59
635.36 635.54 635.81 636.00 636.19 636.79 637.00 637.80 STORAGE 0.23 0.44 0.63 0.73 4.02 4.05 4.09 4.14 4.21 4.29 OUTFLOW 15.70 17.86 19.23 19.78 26.08 26.38 26.96 28.03 29.75 32.27
ELEVATION 638.00 639.00 639.70 640.00 644.00 644.02 644.05 644.08 644.13 644.18 STORAGE 4.38 4.49 4.62 4.77 OUTFLOW 35.73 40.28 46.08 53.28 ELEVATION 644.25 644.32 644.41 644.50 ***
WARNING *** MODIFIED PULS ROUTING MAY BE NUMERlCALLY UNSTABLE FOR OUTFLOWS BETWEEN O. TO 11. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS.
TIDS CAN BE CORRECTED BY DECREASlNG THE TIME lNTERVAL OR lNCREASlNG STORAGE (USE A LONGER REACH.) *****************************************************************************************************
********** HYDROGRAPH AT STATION RES 􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪 􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀁾􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪�
�􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀠 * * DA MON HRMN ORO OUTFLOW ST9RAGE STAGE * DA MON HRMN ORO OUTFLOW STORAGE STAGE * DA MON HRMN ORO OUTFLOW STORAGE STAGE * *
1 0150 1 O. 0.0 634.4 * 1 1020 35 1. 0.0 634.7 * 1 1850 69 2. 0.0 634.8 I 0205 2 O. 0.0 634.4 * 1 1035 36 1. 0.0 634.7 * 1 1905 70 2. 0.0 634.8 
5 10 15 20 25 30 1 0220 3 o. 0.0 634.4 * 1 1050 37 2. 0.0 634.8 * 1 1920 71 2. 0.0 634.7 1 0235 4 o. 0.0 634.4 * 1 1105 38 2. 0.0 634.8 * 1 1935 72 2. 0.0 634.7 1 0250 o. 0.0 634.4 *
1 1120 39 2. 0.0 634.8 * 1 1950 73 1. 0.0 634.7 1 0305 6 o. 0.0 634.4 * 1 1135 40 3. 0.0 634.9 * 1 2005 74 1. 0.0 634.7 1 0320 7 o. 0.0 634.4 * 1 1150 41 4. 0.0 635.0 * 1 2020 75 1.
0.0 634.7 1 0335 8 o. 0.0 634.4 * 1 1205 42 5.0.0 635.1 * 1 2035 76 1. 0.0 634.7 1 0350 9 o. 0.0 634.4 * 1 1220 43 5. 0.0 635.1 * 1 2050 77 1. 0.0 634.7 1 0405 o. 0.0 634.4 * 1 1235 44 6. 0.0 635.2 * 1 2105 78 1. 0.0 634.7 1 0420
11 o. 0.0 634.4 * 1 1250 45 5. 0.0 635.1 * 1 2120 79 1. 0.0 634.6 1 0435 12 o. 0.0 634.4 * 1 1305 46 5. 0.0 635.1 * 1 2135 80 1. 0.0 634.6 1 0450 13 o. 0.0 634.4 * 1 1320 47 6. 0.0 635.2
* 1 2150 81 o. 0.0 634.6 1 0505 14 o. 0.0 634.4 * 1 1335 48 8. 0.0 635.5 * 1 2205 82 o. 0.0 634.6 1 0520 o. 0.0 634.4 * 1 1350 49 11. 0.1 636.4 * 1 2220 83 o. 0.0 634.6 1 0535 16 o.
0.0 634.4 * 1 1405 50 14. 0.2 637.5 * 1 2235 84 o. 0.0 634.6 1 0550 17 o. 0.0 634.4 * 1 1420 51 17. 0.4 638.7 * 1 2250 85 o. 0.0 634.6 1 0605 18 o. 0.0 634.4 * 1 1435 52 20. 0.7 640.0
* 1 2305 86 o. 0.0 634.6 1 0620 19 o. 0.0 634.4 * 1 1450 53 20. 1.1 640.5 * 1 2320 87 o. 0.0 634.6 1 0635 o. 0.0 634.4 * 1 1505 54 21. 1.4 640.8 * 1 2335 88 o. 0.0 634.6 1 0650 21 o.
0.0 634.4 * 1 1520 55 21. 1.4 640.9 * 1 2350 89 o. 0.0 634.6 1 0705 22 o. 0.0 634.4 * 1 1535 56 21. 1.4 640.8 * 2 0005 90 o. 0.0 634.6 1 0720 23 o. 0.0 634.4 * 1 1550 57 21. 1.2 640.6
* 2 0020 91 o. 0.0 634.6 1 0735 24 o. 0.0 634.4 * 1 1605 58 20. 0.9 640.3 * 2 0035 92 o. 0.0 634.6 1 0750 o. 0.0 634.4 * 1 1620 59 20. 0.7 639.9 * 2 0050 93 o. 0.0 634.6 1 0805 26 o.
0.0 634.4 * 1 1635 60 18. 0.4 639.0 * 2 0105 94 o. 0.0 634.6 1 0820 27 o. 0.0 634.4 * 1 1650 61 16. 0.2 638.0 * 2 0120 95 o. 0.0 634.6 1 0835 28 o. 0.0 634.4 * 1 1705 62 12. 0.1 636.4
* 2 <II' 0135 96 o. 0.0 634.6 1 0850 29 o. 0.0 634.4 * 1 1720 63 3. 0.0 634.9 * 2 0150 97 o. 0.0 634.6 1 0905 o. 0.0 634.4 * 1 1735 64 5. 0.0 635.1 * 2 0205 98 o. o. 0.0 634.6 1 0920
31 o. 0.0 634.4 * 1 1750 65 2. 0.0 634.8 * 2 0220 99 o. 0.0 634.6 1 0935 32 o. 0.0 634.4 * 1 1805 66 3. 0.0 634.9 * 2 0235100 o. 0.0 634.6 1 0950 33 o. 0.0 634.5 * 1 1820 67 2. 0.0 634.8
* 2 0250101 o. 0.0 634.6 1 1005 34 o. 0.0 634.6 * 1 1835 68 2. 0.0 634.8 * 
* * ************************************************************************************************************* PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 25.00-HR + (CFS)
(HR) (CFS) + 21. 13.50 13. 4. 3. 3. (INCHES) 6.517 7.387 7.387 7.387 (AC-FT) 6. 7. 7. 7. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 25.00-HR + (AC-FT) (HR) 1. 13.50 o.
o. o. o. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 25.00-HR + (FEET) (HR) 640.86 13.50 637.53 635.32 635.28 635.28 CUMULATIVE AREA = 0.02 SQ M1 1 STATION RES (I) INFLOW,
(0) OUTFLOW 􀁾􀀠 o. 5. 10. 15. 20. 25. 30. 35. 40. O. O. O. O. (S) STORAGE 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.8 1.2 1.6 0.0 0.0 DAHRMNPER 10150 1I-------.---------. --------. ---------.
---------. ---------5---------. --------.---------.---------.--------.------. 10205 2I S 
10220 31 S 10235 41 S 10250 51 S 1030S 61 S 10320 71 S 10335 81 S 10350 91 S 1040S 101 S 10420 111 ............................. S ............................. . 10435 121 S 10450 131
S 10505 141 S 10520 151 S 10535 161 S 10550 171 S 10605 181 S 10620 191 S 10635 201 S 10650 211 ............................. S ............................. . 1070S 221 S 10720 231
S 10735 241 S 10750 251 S 1080S 261 S 10820 271 S ... 10835 281 S 10850 291 S 10905 301 S 10920 311 ............................. S ............................. . 10935 321 S 10950
331 S l100S 34.1 S 
11020 35. I S 11035 36. 01 S 11050 37. I S 11105 38. I S 11120 39. I S 11135 40. I. S 11150 41. . . . I . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . .
............••... 11205 42. OI .s 11220 43. .I .S 11235 44. .I .S 11250 45. I .S 11305 46. I. .S 11320 47. .01 .S 11335 48. 01 . .S 11350 49. . 0 I . .S 11405 50. 0.. I . S 11420 51.
... ; .............0 .............. .I.. S ........................ . 11435 52. 0 S . 11450 53. .0 IS. 11505 54. . 0 I . S 11520 55. . I S 11535 56. I . . 0 S 11550 57. I..O S 11605
58. I . 0 S 11620 59. I O. S . 11635 60. . I 0 . .S 􀁾􀀠 11650 61. ..... I .........0 ................. S .......................... . 11705 62. .I . 0 . S 11720 63. 0 I S 11735 64.
10 .S 11750 65. OI S 11805 66. 10 . S 
11820 67. or S 11835 68. I S 11850 69. or S 11905 70. 10 S 11920 71. .r. ........................... S ............................. . 11935 72. I S 11950 73. I S 12005 74. I S 12020
75. I S 12035 76. I S 12050 77. I S 12105 78.1 S 12120 79.1 S 12135 80.1 S 12150 81.1. ............................ S ............................. . 12205 82.1 S 12220 83.1 S 12235
84.1 S 12250 85.1 S 12305 86.1 S 12320 87.1 S 12335 88.1 S 12350 89I S 20005 90I S 20020 911 ............................. S ............................. . 20035 921 S .... 20050 931
S 20105 941 S 20120 951 S 20135 961 S 20150 971 S 20205 981 S 
20220 991 S 202351001 S 20250 1011---------.---------.---------.---------.---------.---------S---------.---------.---------.---------.---------.---------. 1 1 RUNOFF SUMMARY FLOW IN
CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES OF + OPERATION PEAK STATI TIME OF AVERAGE FLOW FOR MAXlMUM PERIOD BASIN ON FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAXIMUM
MAXSTA TIME GE + HYDROGRAPH AT DEV 39. 12.75 13. 4. 3. 0.02 + + ROUTED TO RES 21. 13.50 13. 4. 3. 0.Q2 640.86 13.50 *** NORMAL END OF HEC-1 *** ... 
APPENDIX 3 MANNINGS SOLUTION FOR SIZING CONCRETE FLUME FROM ADDISON ROAD TO DETENTION POND L....-_________BuRy & PITTMAN, INC -________----" 
Rectangular Channel Analysis & Design Open channel -Uniform flow Worksheet Name: Comment: Solve For Bottom Width Given Input Data: Manning's n..... . 0.013 Channel Slope ••.• 0.0050
ft/ft Depth..................... .. 0.55 ft Discharge ....... . 39.00 cfs computed Results: Bottom width •..•• 13.76 ft Velocity••••....• 5.15 fps Flow Area ....... . 7.57 sf Flow Top
width •.. 13.76 ft Wetted Perimeter. 14.86 ft critical Depth•.• 0.63 ft Critical Slope .•• 0.0032 ft/ft Froude Number.... 1.22 (flow is Supercritical) open Channel Flow Module, version
3.16 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, ct 06708 
DRAINAGE REPORT FOR EXCEL WAREHOUSE PHASE II ADDISON, TEXAS PREPARED FOR WILCOX REALTY GROUP c/o CONSTRUCTION MANAGEMENT CORPORATION 15303 DALLAS PARKWAY, SUITE 640, LB 80 DALLAS, TEXAS
Bury+Pittman Consulting Engineers and Surveyors 
i BUI'Y &: 􀁐􀁩􀁵􀁮􀁈􀁕􀁬􀁾􀁄􀁆􀁜􀁜􀀢􀀠 11)(', Consulting Engiul't'n;/SUl'Vt>yOfS 5310 f-J.arn·si I-IiI! Road/Smte 100 O.:tllas, Texas 75230 Bury+Pittman ! Tel 2141991·0011 Fax 21'J/991-027A
February 5, 1996 John Baumgartner, P.E. Town of Addison 16801 Westgrove Drive Addison, Texas 75001-0144 Re: Drainage Report for Excel Warehouse Phase II Addison, Texas Dear Mr. Baumgartner:
􀁾􀀠 Please accept the following drainage report for the development of the 11 acre warehouse facility between Addison Road and Westgrove Road on Bent Tree Plaza Parkway. The project
is going to be constructed by Construction Management Corporation. Your expeditious review of this submittal is greatly appreciated. Please do not hesitate to call Paul Lee at (214)
991-0011 if you have any questions. 􀀷􀁾􀀠 Ode L. Vest, P.E. OLV/nh cc: file c;\FAUL\exc:eldr,ain\nh 
Drainage Report Existing Conditions: The project is a 11 acre tract at the midway between Addison Road and Westgrove Road on Bent Tree Plaza Parkway. The site drains to the south where
it enters an open natural channel which flows to a 8' X 5' box under Sunbelt Drive. 'This box has a capacity of 593 CFS. The remaining drainage basin that contributes to this Box enter
the same open channel through 2-72" and one 60" reinforced concrete pipes. (see appendix 3) Detention Requirement: Since the drainage area contributing to the box produces a peak flow
of 625, (see Appendix 1 HEC-l Report) and the box is only able to handle 593 CFS. The peak must be reduced by 32 CFS. This project and the upstream contributing area are only 10% of
the area contributing to the box. Therefore our site is required to reduce the peak Qby 2 CFS which is 10% of the total reduction required. Proposed Condition: The site is proposed to
be split into 4 drainage area's (see Appendix 4). Two of these area's are for the proposed parking lots. These areas will drain into a storm system and be routed to the 60" RCP. One
of the inlets for this area will be restricted to act as a detention area in one of the parking areas. 'This detention area will reduce the peak flow from this drainage area form 9 CFS
to 2 CFS. (See Appendix 2 for HEC I study showing the detention routing). The building and area around the building will sheet flow to the open channel. '----------------eURy & PITTMAN,
INO.-----------------1 
APPENDIX I HECI-HYDROGRAPH FOR DRAINAGE BASIN CONTRIBUTING TO 8' X 5' REINFORCED CONCRETE BOX L----------SUAy &. PITTMAN.1NC.---------
• • • • • • • • 􀀱􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀁾􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀠 *************************************** • FLOOD HYDROGRAPH PACKAGE IHEC-11 • •
U.S. ARMY CORPS OF ENGINEERS • * MAY 1991 • • HYDROLOGIC ENGINEERING CENTER • * VERSION 4.0.lE * • 609 SECOND STREET • * Lahey F77L-EM/32 version 5.01 * • DAVIS, CALIFORNIA 95616 • *
Dodson & Associates, 􀁉􀁮􀁣􀁾􀀠 • • 19161 551-1746 • • RUN DATE 10120195 TIME 09:32:51 * * • ***************************************** *************************************** x X J<X.1OOO<X
XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPl.J\CES ALL PREVIOUS VERSIONS OF HEC-l KNOWN AS HECl {JAN i3l, HEC1GS,
HEC1DB, AND HECIKW. THE DEFINITIONS OF VARIABLES -RTIMP-ANn -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 19?3-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH
REVISIONS DATED 28 SEP 61. THIS IS THE FORTRAN?? VERSION NEW OPTIONS: OAMBREAK OUTFLOW SUBMERGENCE t SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES
AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC-1 INPUT PAGE 1 LINE 10 .......1. ...... 2 ....... 3 .......
4....... 5 ....... 6 ....... 7 ....... 6....... 9 ...... 10 1 10 HYDROGRAPH FOR THE ENTIRE DRIANAGE BASIN CONTRIBUTING TO THE BOX 2 10 AT 3 IT 15 o 150 4 10 1 .... 5 KK llEV 6 KM COMPUTE
RUNOFF HYDROGRAPH FOR DEVELOPED WATERSHED ? SA .1952 6 PH 100 .87 1.68 3.8 5.2 5.5 7 B.5 9.5 9 LV .8 .06 * Lca=.29, Sst 􀁾􀀠 􀀮􀀵􀀯􀁌􀁾􀀮􀀶􀀱􀀠 10 US .24 .719 11 zz 1****************************-****
******** *****************+********************* • FLOOD HYDROGRAPH PACKl\.GE (HEC-1) • • U.S. ARMY CORPS OF ENGIHEERS • 
• • • • * MAY 1991 • • HYDROLOGIC ENGINEERING CENTER • • VERSION 4.0.1E • • 609 SECOND STREET • • Lahey 􀁆􀀷􀀿􀁌􀁾􀁅􀁍􀀯􀀳􀀲􀀠version 5.01 • • DAVIS, 􀁃􀁁􀁌􀁉􀁆􀁏􀁒􀁎􀁉􀁾􀀠95616 • •
Dodson & Associates, Inc. • • (916) 551-1749 • • RUN DATE 10/20/95 TIME 09,32;51 • • • •• +**** •••••••• ****** •• **********•••••••* .......... _............................ HYDROGRAPH
FOR TNE ENTIRE 􀁄􀁒􀁉􀁾􀁁􀁇􀁅􀀠BASIN CONTRIBUTING TO THE BOX 􀁾􀁔􀀠 4 IO OUTPUT cONTROL VARIABLES IPRNT 1 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL O. 􀁈􀁙􀁄􀁒􀁏􀁇􀁾􀁈􀀠PLOT SCALE IT
HYDROGRAPH TIME 􀁄􀁁􀁔􀁾􀀠 NMIN 15 MINUTES IN 􀁃􀁏􀁍􀁐􀁕􀁔􀁾􀁔􀁉􀁏􀁎􀀠􀁉􀁎􀁔􀁅􀁒􀁖􀁾􀀠 IDATE 1 0 STARTING 􀁄􀁾􀁔􀁅􀀠 ITIME 0150 STARTING TIME NQ 101 NUMBER OF HYDROGRAPH ORDINATES HDDATE
2 0 ENDING DATE: NDTIME 0250 ENDING TIME !CENT 19 CENTURY MARK 􀁃􀁏􀁍􀁐􀁕􀁔􀁾􀁔􀁉􀁏􀁎􀀠􀁉􀁎􀁔􀁅􀁒􀁖􀁾􀀠 0.25 HOURS 􀁔􀁏􀁔􀁾􀀠TIME BASE 25.00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE
MILES 􀁐􀁒􀁅􀁃􀁉􀁐􀁉􀁔􀁾􀁔􀁉􀁏􀁎􀀠DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORME VOLUME 􀁾􀁃􀁒􀁅􀀭􀁆􀁅􀁅􀁔􀀠 􀁓􀁕􀁒􀁆􀁾􀁅􀀠MEA 􀁾􀁃􀁒􀁅􀁓􀀠 TEMPERATURE DEGREES
􀁆􀁾􀁒􀁅􀁎􀁈􀁅􀁉􀁔􀀠 '** **•••• **. **•••••*. *.* *.* **. *** ••• **' .,•••• **' *** *.* •••••••* • •• 􀁾􀀪􀀪􀀠w* •••• **•••• **••*. *.* .*. *** *** ********* •••** 5KK • DEV ... ••••••••******
CCMPUTE RUNOFF 􀁈􀁙􀁄􀁒􀁏􀁇􀁾􀁈􀀠FOR DEVELOPED 􀁗􀁾􀁔􀁅􀁒􀁓􀁈􀁅􀁄􀀠 SUBBASIN RUNOFF 􀁾􀁔􀁁􀀠
••• 7 SA SUBBASIN CHARACTERISTICS TAREA O. 20 SUBBASIN AREA PRECIPITATION DATA 6 PH DEPTHS fOR 100-PERCENT HYPOTHETICAL STORM HYDRO-;5 •.•••••..•...•. TP-40 •.•...•..•.•••. • •••••••..•
TP-49 •.•••.•.•.. 5-MIN IS-MIN 60-MIN 2-HR 3-HR 6-HR l2-HR 24-HR 2-QAY 4-DAY 7-QAY lO-DAY 0.67 1.6e 3.60 5.20 5.50 7.00 8.50 9.50 0.00 0.00 0.00 0.00 STORM AREA 􀁾􀀠 O. 20 9LU UNIFORM
LOSS AATE STRTL 0.60 INITIAL LOSS CIISTL 0.06 UNIFORM LOSS RATE RTIMP 0.00 PERCENT IMPERVIOUS AREA 10 US SNYDER UNITGRAPH TP 0.24 LAG CP 0.72 PEAKING COE,FICIENT SYNTHETIC ACCUMULATED-AREA
VS. TIME CURVE WILL BE USED TC INCREASED TO DELTA T OF 0.25 HR CLARK DID NOT CONVERGE TO GIVEN SNYDER COEFFICIENTS APPROXIMATE CLARK COEFFICIENTS FROM GIVEN SNYDER CP AND TP ARE 􀁔􀁾􀀠0.36
AND R-0.13 INTERVALS UNIT HYDROGR,P.PH PARAMETERS CLARK TCa 0.36 HR, R-0.13 HI\ sNYDER TP= 0.24 HR, CP"'" 0.58 UNIT HYDRDGRAPH 3 END-O,-PERIOD OI\DINATES 191. 252. 61. *******************************
*************************************************************************************************** HYDROGRAPH AT STATION DEV *************************************************************************
********************************************************* • ..,.. DA MOO HRMN ORO RAIN LOSS EXCESS COMP Q • DA MaN HRMN 01\0 RAIN LOSS EXcESS COMPQ • 1 0150 1 0.00 0.00 0.00 o. • 1 1435
52 0.40 0.01 0.39 320. 1 0205 2 0.02 0.02 0.00 O. • 1 1450 53 0.33 0.01 0.31 190. 1 0220 3 0.02 0.02 0.00 O. • 1 1505 54 0.09 0.02 0.01 117. 1 0235 4 0.02 0.02 0.00 O. • 1 1520 55 0.07
0.02 0.06 46. 1 0250 5 0.02 0.02 0.00 O. • 1 1535 56 0.16 0.02 0.14 45. 1 0305 6 0.02 0.02 0.00 o. • 1 1550 57 0.14 0.02 0.13 63. 1 0320 7 0.02 0.02 0.00 O. • 1 1605 56 0.13 0.02 0.11
62. 1 0335 6 0.02 0.02 0.00 o. • 1 1620 59 0.12 0.02 0.11 57. 1 0350 9 0.02 0.02 0.00 O. • 1 1635 60 0.11 0.02 0.10 52. 
1 0405 10 0.02 0.02 0.00 o. • 1 1650 61 0.11 0.02 0.09 48. 1 0420 11 0.02 0.02 0.00 o. • 1 1705 62 0.08 0.02 0.07 41. 1 0435 12 0.02 0.02 0.00 o. • 1 1720 63 0.08 0.02 0.06 34. 1 0450
13 0.02 0.02 0.00 o. • 1 1735 64 0.07 0.02 0.06 30. 1 0505 14 0.02 0.02 0.00 o. • 1 1750 65 0.07 0.02 0.05 28. 1 0520 15 0.02 0.02 0.00 o. • 1 1805 66 0.07 0.02 0.05 27. 1 0535 16 0.02
0.02 0.00 o. • 1 1820 67 0.06 0.02 0.05 25. 1 0550 17 0.02 0.02 0.00 o. • 1 1835 68 0.06 0.02 0.05 24. 1 0605 18 0.02 0.02 0.00 o. • 1 1850 69 0.06 0.02 0.04 23. 1 0620 19 0.02 0.02
0.00 o. • 1 1905 70 0.06 0.02 0.04 21. 1 0635 20 0.02 0.02 0.00 o. • 1 1920 71 0.05 0.02 0.04 20. 1 0650 21 0.02 0.02 0.00 o. • 1 1935 72 0.05 0.02 0.04 20. 1 0705 22 0.03 0.03 0.00
o. • 1 1950 73 0.05 0.02 0.04 19. 1 0720 23 0.03 0.03 0.00 o. • 1 2005 74 0.03 0.01 0.01 14. 1 0735 24 0.03 0.03 0.00 o. • 1 2020 75 0.03 0.01 0.01 8. 1 0750 25 0.03 0.03 0.00 o. • 1
2035 76 0.03 0.01 0.01 6. 1 0805 26 0.05 0.05 0.00 o. • 1 2050 77 0.03 0.01 0.01 6. 1 0820 27 0.05 0.05 0.00 O. • 1 2105 78 0.02 0.01 0.01 5. 1 0835 28 0.05 0.05 0.00 O. • 1 2120 79
0.02 0.01 0.01 5. 1 0850 29 0.06 0.06 0.00 O. • 1 2135 80 0.02 0.01 0.01 4. 1 0905 30 0.06 0.06 0.00 O. • 1 2150 81 0.02 0.01 0.01 4. 1 0920 31 0.06 0.04 0.02 3. • 1 2205 82 0.02 0.01
0.01 4. 1 0935 32 0.06 0.02 0.05 13. • 1 2220 83 0.02 0.01 0.01 4. 1 0950 33 0.06 0.02 0.05 22. • 1 2235 84 0.02 0.01 0.01 3. 1 1005 34 0.07 0.02 0.05 25. • 1 2250 85 0.02 0.01 0.01
3. 1 1020 35 0.07 0.02 0.06 27. • 1 2305 86 0.02 0.01 0.01 3. 1 1035 36 0.07 0.02 0.06 28. • 1 2320 87 0.02 0.01 0.00 3. 1 1050 37 0.08 0.02 0.06 30. • 1 2335 88 0.02 0.01 0.00 2. 1
1105 38 0.10 0.02 0.09 36. • 1 2350 89 0.02 0.01 0.00 2. 1 1120 39 0.11 0.02 0.09 44. • 2 0005 90 0.02 0.01 0.00 2. 1 1135 40 0.12 0.02 0.10 48. • 2 0020 91 0.02 0.01 0.00 2. 1 1150
41 0.12 0.02 0.11 52. • 2 0035 92 0.02 0.01 0.00 1. 1 1205 42 0.13 0.02 0.12 57. • 2 0050 93 0.02 0.01 0.00 1. 1 1220 43 0.15 0.02 0.13 62. • 2 0105 94 0.02 0.01 0.00 1. 1 1235 44 0.07
0.02 0.05 50. • 2 0120 95 0.02 0.01 0.00 1. 1 1250 45 0.08 0.02 0.06 33. • 2 0135 96 0.02 0.01 0.00 1. 1 1305 46 0.30 0.01 0.29 74. • 2 0150 97 0.02 0.01 0.00 1. 1 1320 47 0.36 0.01
0.35 143. • 2 0205 98 0.00 0.00 0.00 O. 1 1335 48 0.44 0.01 0.43 187. • 2 0220 99 0.00 0.00 0.00 O. 1 1350 49 0.94 0.01 0.92 305. • 2 0235 100 0.00 0.00 0.00 O. 1 1405 50 1.88 0.01 1.
86 614. • 2 0250 101 0.00 0.00 0.00 O. 1 1420 51 0.54 0.01 0.52 625. • • ****************************************************** ********************************:t*********************
********************** TOTAL RAINFALL = 9.50, TOTAL LOSS = 1.80, TOTAL EXCESS = 7.70 PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 25.00-HR + (CFS) (HR) (CFS) + 625. 12.50 139.
40. 39. 39. (INCHES) 6.620 7.702 7.702 7.702 (AC-FT) 69. 80. 80. 80. 
CUMUIJ<TIVE AREA 􀁾􀀠 0.20 SQ 141 1 RUNO:F SlJMMA.R.Y ,LOW IN CUSIC ,EET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME or AVERAGE ,LOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME
or OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT + DEY 625. 12.50 139. 40. 39. 0.20 *** NORMAL END OF 􀁈􀁾􀁃􀀭􀁬􀀠 *** .Ii!' 
APPENDIX 2 HECI-STUDY FOR DETENTION POND ROUTING OF 11.5 ACRE OFFSITE DRAINAGE AREA L------------SURy &. PiTTMAN, INC.--------------1 
• • • • 􀁬􀀪􀁾􀀪􀀪􀀪􀁾􀀪􀀪􀁾􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀠 􀀪􀀪􀁾􀁾􀁾􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀠 • FLOOD
HYDROGAAPH PACKAGE (HEC-1) • • u.s. ARMY CORPS OF ENGINEERS • • MAY 1991 • • HYDROLOGIC ENGINEERING CENTER • • VERSION 4.0.1£ • • 609 SECOND STREET • • Lahey F77L-EM/lZ version 5.01
• • DAVIS, CALIFORNIA 95616 • • Dodson & Associates, Inc. • • (9161 551-17.8 • • RUN DATE 02/01/96 TIME 16:11:11 • • • ***************************************** ***.*.********************************
* x X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-l KNOWN As HECl (JAN
73), HECIGS, HEC1DR, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1971-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD
WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: OAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ
TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRAtION KINEMATlC NAYS: NEW FINITE DIFFERENCE 􀁾􀁇􀁏􀁒􀁉􀁔􀁈􀁍􀀠 1 HEC...1 INPUT PAGE 1 LINE IO ••••••.1. ....••
2 ••••••• 3 ••••.•••••••.•• 5 •••.••. 6 ••.•••• 7 ••••••• 8 ••••••• 9 •••••• 10 1 10 Addison pond ana1lsis for phase 2 2 IO PAUL LEE 3 IT 15 0 150 4 IO 1 .".. 5 KK DEV .6, KM COMPUTE
RUNOFF HYOROGRAPH FOR DEVELOPED WATERSHED SA .OOH ., 6 PH 100 .8 1.8 3.6 5.1 5.3 S.2 9.2 9 LV .6 .06 10 US .699 .719 • 11 KK RES 12 KM ROUTE DEVELOPED RUNO,F THROUGH RESERVOIR 13 KO
1 2 
• • • • 1< RS 1 ELEV 633.78 15 SA .0017 .0561 .1661 .348 .4647 16 SE 634 635 636 637 638 17 SL 633.78 0.7853 .6 .5 18 SS 637.35 25 3.0 1.5 • 19 zz l-W+***********************.**************
*****.***********.**.****.**.*.**.**.*. • FLOOD HYDROGRAPH 􀁐􀁾􀁃􀁋􀁁􀁇􀁅􀀠 (HEC-l) • • U.S. ARMY CORPS OF ENGINEERS • • MAY 1991 • • HYDROLOGIC ENGINEERING CENTER • • VERSION 4.0 .1E
• • 609 SECOND STREET • • Lahey F77L-EM/32 version 5.01 • • 􀁾􀁖􀁉􀁓􀀬􀀠CALIFORNIA 95616 • • Dodson & Associates, Inc. • • (916) 551-1748 • • RUN DATE 02/01/96 TIME. 16,1l, II • • •
.****k*••*k.******************.*•••*.**.* ******************•••••••• *••*.**.**.** Addison pond analysis tor phase 2 PAUL LEE 4 IO OUTPUT CONTROL VARIABLES !PRNT 1 PRINT CONTROL !PLOT
0 PLOT CONTROL QSCI\L O. HYDROGRAPH PLOT SCI\LE IT HYDROGRAPH TIME DATA NMIN 15 MINUTES IN 􀁃􀁏􀁍􀁐􀁕􀁔􀁾􀁔􀁉􀁏􀁎􀀠INTERVAL IDATE 1 0 STAATING DATE ITIME 0150 STAATING TIME NO 101 NUMBER
OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0260 ENDING TIME ICENT 19 CENTURY MAAK 􀁃􀁏􀁍􀁐􀁕􀁔􀁾􀁔􀁉􀁏􀁎􀀠 INTERVAL 0.25 HOURS TOTAL TIME SlISE 25.00 HOURS ENGLISH UNITS DRAINAGE
􀁁􀁁􀁾􀀠 SQUAAE MILES 􀁾􀀠 􀁐􀁒􀁅􀁃􀁉􀁐􀁉􀁔􀁾􀁔􀁉􀁏􀁎􀀠DEPTH INCHES LENGTH, ELEVATION FEET FLOI'I CUSIC FEET PER SECOND STORAGE VOLUME 􀁾􀁃􀁒􀁅􀀭􀁆􀁅􀁅􀁔􀀠 SURFACE 􀁾􀀠 􀁾􀁃􀁒􀁅􀁓􀀠
TEMPERATURE DEGREES FAHRENHEIT w*_ w*_ w*_ *** *k* *** *** *** *** *** *** *** **_ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 
• • • • *.*****"'''' "''''.'''''' SKI< • DEV • **"''''*.'''*'•••••• COMPUTE RUNOFF HYDROGRAPH FOR DEVELOPED WATERSHED SUBBASIN RUNOFF DhTA 7SA SUBBASIN CHARACTERISTICS TAREA O. 00 SUBBAsIN
MEA PRECIPITATION DATA 8 PH DEPTHS FOR lOO-PERCENT HYPOTHETICAL STORM HYDRO-35 •.............. TP-'O •.••.•...•..••. • •......... TP-'9 ..........• 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR
12-HR 2<-HR 2-DAY 4-DAY 7-DAY lO-DAY o.ao 1.80 3.60 S.10 5.30 7.00 8.20 9.20 0.00 0.00 0.00 0.00 sTORM MEA 􀁾􀀠 0.00 9LU UNIFORM LOSS RATE STRTL 0.80 INITIAL LOSS CNSTL 0.06 UNIFORM
LOSS RATE RTIMP 0.00 PERCENT IMPERVIOUS AAE:A 10 us SNYDER UNITGRAPH TP 0.70 LA.G CP 0.72 PEAKING COEFFICIENT SYNTHETIC ACCUMULATED-AREA VS. TIME CURVE WILL BE USED ... APPROXIMATE CLARK
COEFFICIENTS FROM GIVEN SNYDER cp AND TP ARE Tc.. 0.90 AND 􀁒􀁾􀀠0.42 INTERVALS UNIT HYDROOAAPH PARAMETERS CLARK 􀁔􀁾􀀠 0.90 HR, R-0.42 HR SNYDER TPa 0.69 HR, Cl'-0.71 UNIT HYDROGRAPH
11 END-OF-PERIOD ORDINATES 1. 2. 3. 2. 2. 1. O. ..... O. o. O. O • ••* ••• *•••• *•••••••••••••• * •• *••••• *••••• *•••••• *•• **••••••• *••**********.**•• **' •• *' •• *' •• *' ••••••••••
*•••••••• *'*.*' •••••••••********** HYDROGRAPH AT STATION DEV **.*••••••• -*-**********.*.*.**.********.*****.***.* •• *'.******.*.*****.*******.** •••••••** •••••••••••••••••• *••••••••••**********
** • Dl\ MON HRMN ORD RAIN LOSS EXCESS COMP Q • DA MON HRMN ORO RAIN LOSS EXCESS COMP Q • 1 0150 1 0.00 0.00 0.00 o. • 1 1<35 52 0.,3 0.01 0.41 9. 1 0205 2 0.02 0.02 0.00 O. • 1 1450
53 0.36 0.01 0.34 a. 
10 20 30 40 50 1 0220 3 0.02 0.02 0.00 O. • 1 1505 5' 0.06 0.02 0.0' 7. 1 0235 4 0.02 0.02 0.00 O. • 1 1520 55 0.05 0.02 0.03 5. 1 0250 5 0.02 0.02 0.00 O. • 1 1535 56 0.17 0.02 0.16
3. 1 0305 6 0.02 0.02 0.00 O. • 1 1550 57 0.16 0.02 0.1' 2. 1 0320 7 0.02 0.02 0.00 O. • 1 1605 58 0.15 0.02 0.13 2. 1 0335 9 0.02 0.02 0.00 O. • 1 1620 59 0.1' 0.02 0.12 2. 1 0350 9
0.02 0.02 0.00 O. • 1 1635 60 0.13 0.02 0.11 l. 1 0405 0.02 0.02 0.00 O. • 1 1650 61 0.12 0.02 0.11 l. 1 0420 11 0.02 0.02 0.00 O. • 1 1705 62 0.07 0.02 0.05 l. 1 0435 12 0.02 0.02 0.00
O. • 1 1720 63 0.06 0.02 0.05 l. 1 0450 13 0.02 0.02 0.00 O. • 1 1735 6' 0.06 0.02 O. O. l. 1 0505 14 0.02 0.02 0.00 O. • 1 1750 65 0.06 0.02 0.0' l. 1 0520 15 0.02 0.02 0.00 O. • 1
1805 66 0.05 0.02 0.0' l. 1 0535 16 0.02 0.02 0.00 O. • 1 1820 67 0.05 0.02 0.0' l. 1 0550 17 0.02 0.02 0.00 O. • 1 1835 68 0.05 0.02 0.03 O. 1 0605 18 0.02 0.02 0.00 O. • 1 1850 69
0.05 0.02 0.03 O. 1 0620 19 0.02 0.02 0.00 O. • 1 1905 70 0.0' 0.02 0.03 O. 1 0635 0.02 0.02 0.00 O. • 1 1920 71 0.0' 0.02 0.03 O. 1 0650 21 0.02 0.02 0.00 O. • 1 1935 72 0.0' 0.02 0.03
O. 1 0705 22 0.03 0.03 0.00 O. • 1 1950 73 0.0' 0.02 0.02 O. 1 0720 23. 0.03 0.03 0.00 O. • 1 2005 14 0.03 0.01 0.01 O. 1 0735 2' 0.03 0.03 0.00 O. • 1 2020 75 0.03 0.01 0.01 O. 1 0750
25 0.03 0.03 0.00 O. • 1 2035 76 0.03 0.01 0.01 O. 1 0805 26 0.04 0.0' 0.00 O. • 1 2050 77 0.03 0.01 0.01 O. ·1 0820 27 0.04 0.0' 0.00 O. • 1 2105 78 0.02 0.01 0.01 O. 1 0835 2a 0.04
0.0' 0.00 o. • 1 2120 79 0.02 0.01 0.01 O. 1 0850 29 0.04 0.0' 0.00 o. • 1 2135 80 0.02 0.01 0.01 O. 1 0905 0.05 0.05 0.00 O. • 1 2150 81 0.02 0.01 0.01 O. 1 0920 31 0.05 0.05 0.00 O.
• 1 2205 82 0.02 0.01 0.01 O. 1 0935 32 0.05 0.05 0.00 O. * 1 2220 83 0.02 0.01 0.01 O. 1 0950 33 0.05 0.02 0.04 O. • 1 2235 a, 0.02 0.01 0.01 O. 1 1005 3, 0.05 0.02 0.0' O. • 1 2250
a5 0.02 0.01 0.01 O. 1 1020 35 0.06 0.02 0.04 O. • 1 2305 a6 0.02 0.01 0.01 O. 1 1035 36 0.06 0.02 0.04 O. • 1 2320 a7 0.02 0.01 0.00 O. 1 1050 37 0.06 0.02 0.05 O. • 1 2335 aa 0.02
0.01 0.00 O. 1 1105 38 0.12 0.02 0.10 O. • 1 2350 a9 0.02 0.01 0.00 O. 1 1120 39 0.13 0.02 0.11 l. • 2 0005 90 0.02 0.01 0.00 O. 1 1135 0.13 0.02 0.12 1. • 2 0020 91 0.02 0.01 0.00 O.
1 1150 41 0.14 0.02 0.13 1. • 2 0035 92 0.02 0.01 0.00 O. 1 1205 42 0.15 0.02 0.14 1. • 2 0050 93 0.02 0.01 0.00 O. 1 1220 43 0.17 0.02 0.15 1. • 2 0105 9' 0.02 0.01 0.00 O. 1 1235 44
0.04 0.02 0.03 1. • 2 0120.,.. 95 0.02 0.01 0.00 O. 1 1250 '5 0.05 0.02 0.04 1. • 2 0135 96 0.02 0.01 0.00 O. 1 1305 46 0.33 0.01 0.32 1. • 2 0150 97 0.02 0.01 0.00 O. 1 1320 47 0.39
0.01 0.37 1. • 2 0205 99 0.00 0.00 0.00 O. 1 1335 49 0.41 0.01 0.40 2. • 2 0220 99 0.00 0.00 0.00 O. 1 1350 49 0.88 0.01 0.97 3. • 2 0235 100 0.00 0.00 0.00 O. 1 1405 1.80 0.01 1. 78
5. • 2 0250 101 0.00 0.00 0.00 O. 1 1420 51 0.50 0.01 O. '9 7. • • + •••••••••••••••••••••••••••••••••••••••••••• ******** •• -••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••
••• TOTAL RAINFALL -9.20, TOTAL LOSS 􀁾􀀠 l.78, TOTAL EXCESS Q 7.'2
• • • • PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 25.00-HR + (ers) (HR) (CFS) + 9. 12.75 3. 1. 1. 1. (INCHES) 6.519 7.391 7.391 7.391 (AC-IT) 1. 2. 2. 2. CUMULATIVE 􀁾 -0.00
SQ MI *** *** w** w** W* ••*. *** w** w*. wk_ w** w*. *** 􀀪􀁾􀀪􀀠 wk. *** w** w*. w** w** w** *** *** **. w** *** *** *** *** *** *** *** *** ***********.*,... 1l1<K • RES .. *"'ir***"'*******
ROUTE OEVELOPED RUNOFF THROUGH RESERVOIR 13 KO OUTPUT CONTROL VARIABLES IPRNT 1 PRINT CONTROL I PLOT 2 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE HYDROGilAPH ROUTING DATA 14 RS STORJ\GE
ROUTING NSTPS 1 NUMBER OF SUB REACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 633.78 INITIAL CONDITION X 0.00 WORKING R AND D COEFFICIENT 15 SA AREA 0.0 7000.1 1000.2 7000.3 0.5 16
SE ELEVATION 634.00 635.00 636.00 637.00 638.00 17 SL LOW-LEVEL OUTLET ELEVL 633.78 ELEVATION AT CENTER OF OUTLET ... CAREA 0.79 CROSS-SECTIONAL AREA COQL 0.60 COEFFICIENT EKPL 0.50
EKPONENT OF HEAD 16 SS SPILLWAY CREL 637.00 SPILLWAY CREST ELEVATION SPWID 0.35 SPILLWAY WIDTH COQN 3.00 WEIR COEFFICIENT EXPW 1.50 EXPONENT OF HEAD ... 
COMPUTED STORAGE-ELEVATION DATA STORAGE 0.00 2334.23 5882.97 9431. 82 11184.44 􀁅􀁌􀁅􀁖􀀮􀁾􀁔􀁉􀁏􀁎􀀠 634.00 635.00 636.00 637.00 63B.OO COMPUTED OUTFLOW-ELEVATION DATA OUTFLOW 0.00
1. 93 2.12 2.35 2.64 3.01 3.49 4.17 5.16 6.78 ELEVATION 634.00 634.04 634.09 634.17 634.27 634.41 634. 63 634.99 635.64 631.00 OUTFLOW 7.64 7.74 7.85 7.97 B.09 8.22 8.35 B.50 8.65 B.Bl
ELEVATION 637.49 637.54 637.59 637.64 631.10 63'1.15 631.81 637.87 637.93 63B.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE 0.00 0.11 2.01 10.97 44.B3 164.37 594.82 2298.95 5280.00
5882.91 OUTFLOW 1.77 1. 93 2.12 2.35 2.64 3.01 3.49 4.17 5.16 5.63 ELEVATION 634.00 634.04 634. 09 634.17 634.21 634.41 634. 63 634. 99 635.64 636.00 STORAGE 9431. 82 11469.34 11548.78
11616.26 11671.49 11714.56 11146.00 11766.84 11116.61 11783.53 OUTFLOW 6.78 7.64 7.74 7. 65 7.97 6.09 8.22 8.35 8.50 8.65 ELEVATION 637.00 637.49 637.54 637.59 637.64 637.70 637.75 637.81
63'1.87 637.93 STORAGE 11784.44 OUTFLOW 8.81 ELEVATION 638.00 *********y**y****w**w***********Y***************w**********************************************************************y***********
HYOROGRAPH AT STATION RES *******************************************y***************y**********************************y***************y******************** • • M MON HRMN ORD OUTFLOW
STORAGE STAGE * DA MOO • HRMN ORO OUTFLOW STORAGE STAGE * DA MOO • HfUofN ORO OUTFLOW STORAGE STAGE 1 0150 1 O. 0.0 634.0 * 1 1020 35 2. 0.0 634.0: * 1 1850 69 2. 0 .• 634.0 1 0205 2
2. 0.0 634.0 '" 1 1035 36 2 . 0.0 634 􀁾􀁏􀀠* 1 1905 70 2. 0 .• 634.0 1 1 1 0220 0235 0250 3•5 2. 2. 2. 0.0 0.0 0.0 634.0 634.0 634.0 '" '" '" 1 1 1 1050 1105 1120 37 38 39 2 . 2 . 2
. 0.0 0.0 0.0 634.0 634. 0: 634.0 * '" '" 1 1 1 1920 1935 1950 71 72 73 2. 2. 2. 0.' 0.3 0.3 634.0 634.0 634.0 1 0305 6 2. 0.0 634.0 '" 1 1135 40 2 . 0.0 634"", • 1 2005 74 2. 0.3 634.0
1 0320 7 2. 0.0 634.0 '" 1 1150 41 2 . 0.0 634,0 * 1 2020 75 2. 0.2 634.0 1 0335 8 2. 0.0 634.0 '" 1 1205 .2 2 . 0.0 634.0 * 1 2035 76 2. 0.2 634.0 1 0350 9 2. 0.0 634.0 '" 1 1220 43
2 . 0.0 634.0 * 1 2050 77 2. 0.2 634.0 1 0405 10 2. 0.0 634.0 '" 1 1235 44 2. 0.0 634.0 * 1 2105 78 2. 0.1 634.0 1 0420 11 2. 0.0 634.0 * 1 1250 45 2. 0.0 634.0 * 1 2120 79 2. 0.1 634.0
1 0435 12 2. 0.0 634.0 * 1 1305 46 2. 0.0 634.0 '" 1 2135 80 2. 0.0 634.0 1 0450 13 2. 0.0 634.0 * 1 1320 47 2. 0.0 634.0: * 1 2150 81 2. 0.0 634.0 1 0505 1. 2. 0.0 634.0 '" 1 1335 48
2. 0.0 634.0 '" 1 2205 82 2. 0.0 634.0 1 0520 15 2. 0.0 634.0 '" 1 1350 49 2. 0.0 634.0: '" 1 2220 83 2. 0.0 634.0 1 0535 16 2. 0.0 634.0 '" 1 1405 50 2 . 0.0 634.0 '" 1 2235 84 2. 0.0
634.0 1 0550 17 2. 0.0 634.0 * 1 1420 51 2 . 0.1 634.0 '" 1 2250 85 2. 0.0 634.0 1 0605 18 2. 0.0 634.0 * 1 1435 52 2 . 0.3 634.0 .. 1 2305 86 2. 0.0 634.0 
•• 1 0620 19 2. 0.0 634.0 '" 1 1450 53 2. 0.' 634.0 '" 1 2320 B7 2. 0.0 634.0 1 0635 20 2. 0.0 634.0 '" 1 1505 54 2. 0.5 634.1 • 1 2335 88 2 . 0.0 634.0 1 0650 21 2. 0.0 634.0 '" 1 1520
55 2. 0.6 634.1 '" 12350 89 2 . 0.0 634.0 1 0705 22 2. 0.0 634.0 .. 1 1535 56 2. 0.6 634.1 '" 2 0005 90 2 . 0.0 634.0 1 0720 23 2. 0.0 634.0 • 1 1550 57 2. 0.6 634.1 '" 2 0020 91 2 . 0.0 634.0 1 0735 24
2. 0.0 634.0 '" 1 1605 58 2. 0.6 634.1 iI 2 0035 92 2. 0.0 634.0 1 0750 25 2. 0.0 634.0 '" 1 1620 59 2. 0.6 634.1 ... 2 0050 93 2. 0.0 634.0 1 0805 26 2. 0.0 1534.0 Y 1 1635 60 2. 0.6
634.1 ... 2 0105 94 2. 0.0 634.0 1 0620 27 2. 0.0 634.0 Y 1 1650 61 2. 0.6 634.1 '" 2 0120 95 2 . 0.0 634.0 1 0835 28 2. 0.0 634.0 '" 1 1705 62 2. 0.6 634.1 '" 2 0135 96 2 . 0.0 634.0
1 0850 29 2. 0.0 634.0 '" 1 1720 63 2. 0.6 634.1 ,.. 2 01SO 97 2. 0.0 634.0 1 0905 30 2. 0.0 634.0 '" 1 1735 64 2. 0.6 634.1 '" 2 0205 98 2. 0.0 634.0 1 0920 31 2 . 0.0 634.0 '" 1 1750
65 2 . 0.5 634.1 '" 2 0220 99 2 . 0.0 63'.0 1 0935 32 2. 0.0 634.0 '" 1 1805 66 66 2. 0.5 634.1 '" 2 0235 100 2. 0.0 63'.0 1 0950 33 2. 0.0 634.0 '" 1 1820 67 2. 0.5 634.1 ,., 2 0250
101 2. 0.0 63•• 0 1 1005 34 2. 0.0 634.0 * 1 1835 66 2. 0.5 634.0 ,., • * •• **************.**.*******.******************************•••*********************************.*"'**.***********.***********
.****** PE!\!( FLO!< TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 12-HR 2S.00-HR + ICFSl IHRI (CrSI + 2. 14. 00 2. 2. 2. 2. (INCHESI 4.452 16.579 17.165 17 .165 IAC-FT I 1. 4. 4. PE!\!( STORAGE
TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 25.00-HR + (AC-FTI IHRl 1. 14.00 O. O. O. o. PE!\!( STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 2'-HR 72-HR 25.00-HR + I FEET) (HRI 634.06 14.25
634.05 63'.01 634. 01 63'.01 CUMUI.../l.TlVE AREA ::::: 0.00 SQ HI 1 STATION RES iI) INFLOW, (0) OUTFLOW ... o. 1. 2. 3. 4. 5. 6. 7. 8. g. O. o. o. lSI STORAGE 0.0 0.0 0.0 0.0 0.0 0.0
-0.2 0.0 0.2 0.4 0.6 O.B 0.0 DAIIRMN PER 10150 11---------.---------.---------.---------.---------.---------.---------.5--------.---------.---------.---------.---------. 10205 21 0 S
10220 31 0 s. 10235 4I 0 S. 10250 51 0 S. 10305 61 0 S. 10320 71 0 s. 10335 81 0 s. 
10350 91 0 S. 10405 101 0 s. 10420 111 0 .5. 10435 121 0 S. 10450 131 0 S. 10505 14 I 0 S. 10520 151 0 S. 10535 161 0 S. 10550 171 0 S. 10605 181 0 S. 10620 191 0 S. 10635 201 0 S. 10650
211 0 .S. 10705 221 0 S. 10720 231 0 S. 10735 241 0 S. 10750 251 0 5. 10805 261 0 5. 10820 271 0 S. 10835 281 0 5. 10850 291 0 S. 10905 301 0 S. 10920 311 0 ... .S. 10935 321 0 S. 10950
331 0 S. 11005 34.1 0 S. 11020 35. I 0 S. 11035 36. I 0 S. 11050 37. I 0 S. 11105 38. I 0 S. 11120 39. I 0 5. 11135 40. I 0 s. 11150 41. .1. 0 . . . . .5. 11205 42. · I 0 5. 11220 43.
· I 0 S. 11235 44. I 0 5. 11250 11305 11320 45. 46. 47. • I · I I 0 0 0 5. s. s. 11335 48. o I 5. 11350 49. O. .1 S 11405 50. o. I. S ..... 11420 51. .0. . I .5. 11435 52. O. 5 I. 11450
53. 0 I 5 11505 54. 0 I S 11520 55. 0 I s 11535 56. 0 I 5 11550 57. o I 5 11605 58. 1 0 5 11620 59. I 0 5 11635 60. I 0 5 11650 61. I . 0 .5. 11705 62. I 0 S 
11120 63. .1 0 s 11135 64. I. 0 $ 11750 65.! 0 S U805 66. I 0 $ 11820 67. I 0 S 11835 68. I 0 S 11850 69. I 0 • S 11905 70. I 0 $ 11920 71. I 0 ... 􀁾􀀠 $ 11935 72. I O. $ 11950 73.
I O. S 12005 14. I O. $ 12020 '15. I O. .$ 12035 '16. I O. $ 12050 17. I O. S 12105 19.1 O. S 12120 79. I O. $ 12135 90. I 0 • S 12150 91.1. 0 .S. 12205 82.1 0 s. 12220 83.1 0 s. 12235
84.1 0 S. 12250 85.1 0 S. 12305 86.1 0 S. 12320 87.1 0 $. 12335 89.1 0 S. 12350 89.1 0 S. 20005 901 0 S. 20020 91I 0 .S. 20035 921 0 S. 20050 931 0 S. 20105 941 0 S. 20120 951 0 S. 20135
961 0 S. 20150 971 0 S. 20205 991 0 S. 20220 99I 0 S. 20235 1001 0 S. 20250 1011---------.-------0-.---------.---------.---------.---------.--------S.---------.---------.---------.---------.---------
. 1 1 RUNO!'!' SUMMJ\RY !'LOW IN CUBIC !'EET PER $ECOND "!> TIME IN HOURS, MEA IN SQUME MILES PEAK TIME: or AVERAGE !'LOW !'OR MAXIMUM PERIOD BASIN MAXIMLIM TIME OF OPERATION STATION
fLOW PEAK MEA STAGE MAX STAGE + 6-HOUR 24-HOUR '72-HOUR HYDROClRAPH AT + DEV 9. 12.75 3. 1. 1. 0.00 ROUTED TO + RES 2. 14 .00 2. 2. 2. 0.00 
•• • "N ' , " U OJ '" 'o" t'"i •, + • 
APPENDIX 3 Drainage Area Map OF DRAINAGE BASIN CONTRIBUTING TO 8' X 5' REINFORCED CONCRETE BOX '-----------BURy&. Plr 
APPENDIX 4 Drainage Area Map OF Proposed Site '--------------BURy&. PITTMAN, INC.------------
DRAINAGE REPORT FOR EXCEL SERVICE CENTER ADDISON, TEXAS PREPARED FOR WILCOX REALTY GROUP c/o CONSTRUCTION MANAGEMENT CORPORATION 15303 DALLAS PARKWAY, SUITE 640, LB 80 DALLAS, TEXAS
Bury+Pittman Consulting Engineers and Surveyors 
Bury & PUlman-DFW, Inc Cousullinp: Enginecfs!Sul'\'L"Yors SSW IInrvcs! Hill Uoad/Suit'; 100 Bury+Pittman Dallas, T('x<ls 75230 Tt'12t"t/991-UO! 1 1";-1"\ 􀀲􀁈􀀬􀀧􀁾􀀹􀀡􀀭􀀨􀁽􀀲􀀷􀀸􀀠
December 3, 1995 John Baumgartner, P.E. Town of Addison 16801 Westgrove Drive Addison, Texas 75001-0144 Re: Drainage Report for Excel Service Center -Commercial Addison, Texas Dear Mr.
Baumgartner: \ Please accept the following drainage report for the development of the 18 acre office and warehouse facility at the southwest comer of Addison Road and Bent Tree Plaza
Drive. The project is going to be constructed by Construction Management Corporation. Your expeditious review of this submittal is greatly appreciated. Please do not hesitate to call
Paul Lee at (214) 991-0011 if you have any questions. OLV/nh cc: file c;\PAUL\excetdr.ain\nh 
Drainage Report Existing Conditions: The project is a 18 acre tract at the southwest corner of Addison Road and Bent Tree Plaza. The site accepts flows from a 4' wide concrete flume
from Addison Road. This is from a drainage area of 11.5 acres. This flows through an open natural channel to a 60" RCP at the southwest corner of the site. This 6O"RCP flows to a channel
North of Sunbelt Drive where it enters a 8' X 5' box which slows to Addison Airport. This box has a peak capacity of 593 CFS. Detention Requirement: Since the drainage area contributing
to the box produces a peak flow of 625, (see Appendix 1 HEC-l Report) and the box is only able to handle 593 CFS. The peak must be reduced by 32 CFS. This project and the upstream contributing
area are only 20% of the area contributing to the box. Therefore our site is required to reduce the peak Q by 7 CFS which is 20% of the total reduction required. Proposed Condition:
A 1 acre foot detention pond has been provided at the east end of the site this pond accepts accepts all of the flows contributing to this site from off-site. These flows enter through
a 14' wide recessed inlet on Addison Road additional flow will be accepted over the top of the curb during large storm flows. The water surface elevation of the pond will be 639.72 at
the peak. The pond discharges trough a 18" RCP which discharges from the site through the site Storm drain system to an existing 60" RCP. The peak discharge is reduced by 11 CFS (approximately
30%). (See Appendix 2 for HEC I study showing the detention routing) ---------------BURy & PITTMAN, 􀁉􀁎􀁏􀀮􀀭􀀭􀀭􀀭􀁾􀂷􀂷􀂷􀂷􀁾􀀭􀁾􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀮􀁊􀀠
APPENDIX I HECI-HYDROGRAPH FOR DRAINAGE BASIN CONTRIBUTING TO 8' X 5' REINFORCED CONCRETE BOX '-----------SURy&. PITTMAN, INC.-------------' 
1*++*+**************+**+++**+****+*****+*+ *+***********+****************+******** * • • * * FLOOD HYDROGRl\1?H PlICKAGE (HEC-1) * * V. S. ARMY CORPS OF ENGINEERS • *• MAY 1991 • * HYDROLOGIC
eNGINEERING CENTER • VERSION 4. O.lE • * 609 SECOND STREET * • Lahey FiiL-EM/32 version 5.01 • * DAVIS, CALIFoRNIA 95616 * * Dodson & Associates, Inc. • * (916) 551-1 HB * • RUN DhTE
10/20/95 TIME 09:32:51 • * * ***************************************** *************************************** x X ltl<XXl<XX XXlOO( X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X
X X X X X X X X X X X X XXXXXXX = XXX THIS PROGRAM UPLACES ALL PRtVIOUS VERSIONS OF HEC-l KNOWN AS HECl (JAN i3),. HEclGS, HEClDB, AND HEC1KN. THE DEFINITIONS OF VARIABLES -RTIMP-AND
-RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 19i3-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CttANGED WITH REVISIONS DATED 28 SEP S1. THIS IS THE FORTR1\Nii VERSION
NSW OPTIONS! OAMBREAK OUTFLOW SUBMERGENCE f SINGLE EVENT DAMAGE CALCULATIONt OSS;NRITE STAGE FUQUENCY, OSS:READ TIME 􀁓􀁅􀁾􀁉􀁅􀁓􀀠AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND
AMPT 􀁉􀁎􀁆􀁉􀁌􀁔􀁾􀁔􀁉􀁏􀁎􀀠 KINEMATIC WlIVE: NEW FINITE DIFFERENCE l\LGORITHM 1 HEC-1 IN PUT PAGE 1 LINE ID•...... 1. •••••• 2 ••••••• 3 ••••••• 4 ....... 5 ....... 6....... 7 .......
B....... 9...... 10 1 ID HYDROGRAPH FOR THE ENTIRE DRIANAGE BASIN CONTRIBUTING TO THE BOX 2 ID liT 3 IT 15 o 150 4 IO 1 􀁾􀀠 5 KK DEY 6 KM COMPUTE RUNOFF HYDROGRAPH FOR DEVELOPED WlITERSHED
7 Bl\ .1952 B PH 100 .B7 1.SB 3.B 5.2 5.5 7 B.S 9.5 9 LV .S .06 * Lca=.29, Sst = .5,L=.61 10 US .24 .719 11 ZZ 1-******+**********+*+******+************* ***************************************
* • • • • FLOOD HYDROGRAPH PlICKl\GE (HEC-l) • * U.S. ARMY CORPS OF ENGINEERS * 
• • MAY 1991 HYDROLOGIC ENGINEERING CENTER VERSION 4.0.1E 609 SEcoND STREtT * * * * * * * * * Lahey FI7L-EM/32 Version 5.01 * * DAVIS, 􀁃􀁁􀁌􀁬􀁆􀁏􀁒􀁎􀁉􀁾􀀠95616 * • Dodson & Associates,
Inc. • • (9161 551-1146 * • RUN DATE 10/20/95 TIME 09:32:51 • • • *.*••••*•• _**.*-_.* ...•••....**.**•• *.*.* .**.*••*••*.*•••*.*••*.*••**.* ••• *••• _HYDROGRAPH FOR THE ENTIRE DRIANAGE
BASIN CONTRIBUTING TO THE BOX 􀁾􀁔􀀠 4 10 OUTPUT CONTROL VARIABLES IPRNT 1 I PLOT 0 􀁑􀁓􀁃􀁾􀀠 O. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME NMIN IDI\TE ITIME
NQ NDDATE NDTIME ICENT DI\TI\ 15 1 0 0150 101 2 0 0250 19 MINUTES IN COMPUTATION INTERVAL STAATING DATE STARTING TIME NUMBER OF 􀁈􀁙􀁏􀁒􀁏􀁇􀁾􀁐􀁈􀀠ORDINATES ENDING DATE ENDING TIME
CENTURY MARK COMPUTATION INTERVAL TOTAt. TIME BASE 0.25 HOURS 25.00 HOURS ENGLISH UNITS 􀁄􀁒􀁁􀁉􀁎􀁾􀁇􀁅􀀠AAEA 􀁐􀁒􀁅􀁃􀁉􀁐􀁉􀁔􀁾􀁔􀁉􀁏􀁎􀀠 DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME
SURFACE AREA TEMPERATURE SQUAAE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET 􀁾􀁃􀁒􀁅􀁓􀀠 DEGREES FAHRENHEIT **. **. **. **. *** *** *** *** **••*. **. *** **. *** *** *** 􀀮􀀪􀁾􀀪􀀪􀀪􀀠***
*** *** *** *** *** *** *** *** *** .*. **••*. **. w+. ************** • * 5KK • DEV * ************* .. COMPUTE RUNOFF HYDROGRAPH FOR DEVELOPED WATERSHED 􀁓􀁕􀁂􀁂􀁾􀁓􀁉􀁎􀀠 RUNOFF 􀁄􀁬􀁜􀁔􀁾􀀠
7SA SUBBASIN CHARACTERISTICS TAREA 0.20 SUBBASIN AREA PRECIPITATION DATA 8 PH DEPTHS FOR 100-PERCENT HYPOTHETICAL STORM HYDRO-35 • • . • .• .•.•• •. •• TP-40 .••••.•.....••• ..••.••••.•
TP-49 ••••..•.•.. 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR l2-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 0.87 1.86 3.80 5.20 5.50 7.00 8.50 9.50 0.00 0.00 0.00 0.00 STORM AREA 􀁾􀀠 O. 20 SLU UNIFORM
LOSS RATE STRTL 0.80 INITIAL LOSS CNSTL 0.06 UNIFORM LOSS RATE RTIMP 0.00 PERCENT IMPERVIOUS AREA 10 US SNYDER UNITGRAPH TP 0.24 􀁾􀀠 CP 0.72 􀁐􀁾􀁉􀁎􀁇􀀠COEFFICIENT sYNTHETIC ACCUMULATED-AREA
VS. TIME CURVE WILL BE USED ... TC INCREASED TO DELTA T OF 0.25 HR CLARK OlD NOT CONVERGE TO GIVEN SNYDER COEFFICIENTS APPROXIMATE CLARK COEFFICIENTS FROM GIVEN SNYDER CP AND TP ARE
Te= 0.36 AND R= 0.13 INTERVALS UNIT NYDROGRAPH PAR1\METERS CLARK TC= 0.36 HR, R-0.13 HR SNYDER Tpa 0.24 HR, cp-0.58 UNIT HYDROGRAPH 3 END-OF-PERIOD ORDINATES 191. 252. 61. *.***-*********************
*******************************************************************************••********************** 􀁈􀁙􀁄􀁒􀁏􀁇􀁾􀁐􀁈􀀠AT STATION DEV ************************************************************
****************************************************.***************** • "I" DA MON HRMN ORD RAIN LOSS EXCESS COMP Q • DA MON HRMN ORD RAIN LOSS EXCESS COM' Q • 1 0150 1 0.00 0.00 0.00
O. • 1 1435 52 0.40 0.01 0.39 320. 1 0205 2 0.02 0.02 0.00 O. • 1 1450 53 0.33 0.01 0.31 190. 1 0220 3 0.02 0.02 0.00 O. • 1 1505 54 0.09 0.02 0.07 111. 1 0235 4 0.02 0.02 0.00 O. •
1 1520 55 0.07 0.02 0.0. 48. 1 0250 5 0.02 0.02 0.00 O. • 1 1535 56 0.16 0.02 0.14 45. 1 0305 6 0.02 0.02 0.00 O. • 1 1550 57 0.14 0.02 0.13 63. 1 0320 7 0.02 0.02 0.00 O. • 1 1605 58
0.13 0.02 0.11 62. 1 0335 8 0.02 0.02 0.00 O. • 1 1620 59 0.12 0.02 0.11 57. 1 0350 9 0.02 0.02 0.00 O. • 1 1635 60 0.11 0.02 0.10 52. 
1 0405 10 0.02 0.02 0.00 O. 0 1 1650 61 0.11 0.02 0.09 48. 1 0420 11 0.02 0.02 0.00 O. 0 1 1705 62 0.08 0.02 0.07 41. 1 0435 12 0.02 0.02 0.00 O. 0 1 1720 63 0.08 0.02 0.06 34. 1 0450
13 0.02 0.02 0.00 O. 0 1 1735 64 0.07 0.02 0.06 30. 1 0505 14 0.02 0.02 0.00 O. 0 1 1750 65 0.07 0.02 0.05 28. 1 0520 15 0.02 0.02 0.00 O. 0 1 1805 66 0.07 0.02 0.05 27. 1 0535 16 0.02
0.02 0.00 O. 0 1 1820 67 0.06 0.02 0.05 25. 1 0550 17 0.02 0.02 0.00 O. 0 1 1835 68 0.06 0.02 0.05 24. 1 0605 18 0.02 0.02 0.00 O. 0 1 1850 69 0.06 0.02 0.04 23. 1 0620 19 0.02 0.02
0.00 O. 0 1 1905 70 0.06 0.02 0.04 21. 1 0635 20 0.02 0.02 0.00 O. 0 1 1920 71 0.05 0.02 0.04 20. 1 0650 21 0.02 0.02 0.00 O. 0 1 1935 72 0.05 0.02 0.04 20. 1 0705 22 0.03 0.03 0.00
O. 0 1 1950 73 0.05 0.02 0.04 19. 1 0720 23 0.03 0.03 0.00 O. 0 1 2005 74 0.03 0.01 0.01 14. 1 0735 24 0.03 0.03 0.00 O. 0 1 2020 75 0.Q3 0.01 0.01 8. 1 0750 25 0.03 0.03 0.00 O. 0 1
2035 76 0.03 0.01 0.01 6. 1 0805 26 0.05 0.05 0.00 O. 0 1 2050 77 0.03 0.01 0.01 6. 1 0820 27 0.05 0.05 0.00 O. 0 1 2105 78 0.02 0.01 0.01 5. 1 0835 28 0.05 0.05 0.00 O. 0 1 2120 79
0.02 0.01 0.01 5. 1 0850 29 0.06 0.06 0.00 O. 0 1 2135 80 0.02 0.01 0.01 4. 1 0905 30 0.06 0.06 0.00 O. 0 1 2150 81 0.02 0.01 0.01 4. 1 0920 31 0.06 0.04 0.02 3. 0 1 2205 82 0.02 0.01
0.01 4. 1 0935 32 0.06 0.02 0.05 13. 0 1 2220 83 0.02 0.01 0.01 4. 1 0950 33 0.06 0.02 0.05 22. 0 1 2236 84 0.02 0.01 0.01 3. 1 1005 34 0.07 0.02 0.05 25. 0 1 2250 85 0.02 0.01 0.01
3. 1 1020 35 0.07 0.02 0.06 27. 0 1 2305 86 0.02 0.01 0.01 3. 1 1035 36 0.07 0.02 0.06 28. • 1 2320 87 0.02 0.01 0.00 3. 1 1050 37 0.08 0.02 0.06 30. • 1 2336 88 0.02 0.01 0.00 2. 1
1106 38 0.10 0.02 0.09 36. • 1 2350 89 0.02 0.01 0.00 2. 1 1120 39 0.11 0.02 0.09 ... • 2 0006 90 0.02 0.01 0.00 2. 1 1135 40 0.12 0.02 0.10 48. • 2 0020 91 0.02 0.01 0.00 2. 1 1150
41 0.12 0.02 0.11 52. • 2 0035 92 0.02 0.01 0.00 11 1205 42 0.13 0.02 0.12 57. • 2 0050 93 0.02 0.01 0.00 11 1220 43 0.15 0.02 0.13 62. • 2 0105 94 0.02 0.01 0.00 11 1235 44 0.07 0.02
0.05 50. • 2 0120 95 0.02 0.01 0.00 1. 1 1260 45 0.08 0.02 0.06 33. • 2 0135 96 0.02 0.01 0.00 11 1305 46 0.30 0.01 0.29 74. • 2 0150 97 0.02 0.01 0.00 1. 1 1320 47 0.36 0.01 0.35 143.
• 2 0205 98 0.00 0.00 0.00 O. 1 1335 48 0.44 0.01 0.43 187. • 2 0220 99 0.00 0.00 0.00 O. 1 1350 49 0.94 0.01 0.92 305. • 2 0235 100 0.00 0.00 0.00 O. 1 1405 60 1.88 0.01 1.86 614. •
2 0250 101 0.00 0.00 0.00 O. 1 1420 61 0.54 0.01 0.52 625. • • JI> +•• 􀀪􀀪􀀮􀀪􀀪􀀮􀀪􀀪􀁾􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀮􀀪􀀪􀀮􀀪 ••*.**•• 􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀮􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀮􀀪􀀪􀀪􀀪􀀮􀀪􀀪􀀮􀀪
􀀪􀁾􀀪􀀪􀁾􀀪􀀪􀀪􀀪􀀪􀀪􀀮􀀪􀀪􀀮􀀪􀀮􀁾􀀪􀀮􀀪􀀪􀀮􀀪􀀪􀀮􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀪􀀮􀀪􀀪􀀪􀀪􀀪􀀪􀀮􀀪􀀪􀀮􀀪􀀮􀀪􀀪􀁾􀀪􀁾􀁾􀀪􀀪􀀮􀀪•• TOTAL RAINFALL 􀁾􀀠 9.50, TOTAL LOSS = 1.90, TOTAL EXCESS: 7.70
PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 2S.00-HR + (ers) (HR) (crs) + 625. 12.50 139. 40. 39. 39. (INCHES) 6.620 7.702 7.702 7.702 (AC-FT) 69. 80. 80. aD. 
CUMULATIVE AAEJ\ '" 0.20 SQ MI 1 RUNO,? SUMMARY FLOW IN CUSIC F'ET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES + OPERATION ST1\TION PEAK FLOW TIME OF PEAK AVERAGE 6-HOUR FLOW FOR
MAXIMUM PERIOD 24-HOUR 72-HOUR BI\:SIN AAE1\ MAXIMUM ST1\GE TIM. OF MAX STJlGE + HYDROGRAPH AT DEV 625. 12.50 139. 40. 39. 0.20 *** 􀁎􀁏􀁾􀀠END OF HEC-l *** 􀁾􀀠
APPENDIX 2 HEC1 -STUDY FOR DETENTION POND ROUTING OF 11.5 ACRE OFFSITE DRAINAGE AREA L-----------SURy & PITTMAN, JNC.-------------.J 
• • • • 1 1***************************************** • 11.000 HYDROGRAPH PACKAGE (HEC-l) • • MlI¥ 1991 • • VERSICII 4.0."E • • Lahey F71L-EM/32 version 5.01 • • Dodson & Associates,
Inc. • • RUN DlITE 11129/95 TIME 00:42:S9 • ***************************************** x X XXXXXXX X X X )( X X )(XXXXXX XXXX X X X X X X X X XXXXXXX THIS PROGAAM REI?Ll\CES ALL PREVIOUS
VERSICIIS OF HEC-l THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-Hl\VE THE DEFINITION OF -J\MSKK-ON RM-Cl\RD WAS CHlINGED WITH *************************************** • U.S. l\RMY CORPS
0, ENGINEERS • • HYDROLOGIC ENGINEERING CENTER • • 609 SECOND STREET • • 􀁾􀁖􀁉􀁓􀀬􀀠CALIFORNIA 95616 • * (916) 551-1748 • * * *************************************** XXXXX X )( X XX
)( )( )( XXXXX )( X X X X X XXXXX XXX KNO'iIN AS HECl (JAN 73), HEC1GS, HEC1DB, lIND MECUm. CHlINGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. REVISIONS DATED 28 SEP 81. THIS
IS THE FORTRAN77 VERSION NEW OPTIONS: OAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, D$S:WRITE 􀁓􀁔􀁁􀁇􀁾􀀠FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL
LOSS RATE:GREEN AND AMPT INFILTRATION KINEMlITIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 HEC-1 INPUT PAGE " !D••••... 1. ......2 ••••••. 3 ..••••• 4.
•••••• 5 ....... 6 ....... 7 ....... 8 ....... 9...... 10 ID Addison pond analysis ID PAUL LEE IT lS 0 lS0 IO 1 􀁾􀀠 l<K DEV !i:M COMJ?UTE RUNOFF H'fDROGRAPH FOR DEVELOPED WATERSHED
llA .0117 PH 100 LV .8 US .699 * KK RES !i:M ROUTE xo 1 .8 l.8 3.6 S.l 5.3 7 8.2 9.2 .06 .719 DEVELOPED RUNOFF THROUGH RESERVOIR 2 
14 RS 1 ELEV 634.43 15 Sh .039 .106 .184 .238 .283 .375 1.58 16 SE 634 636 637 638 639 640 644.5 17 SL 634.25 2.4053 .6 .5 18 S5 644 25 3.0 1.5 • 19 ZZ 1********************************·*****·*·
•••••••••••••••••••••••••••••* •••••• *•• • • * • • FLOOD HYDROGRhPH PhCi<hGE iHEe-l} • • U. S. lIl<MY CORPS OF ENGINEERS • • WlY 1991 • • HYDROLOGIC ENGINEERING CENTER • • VERSION 4.0.1E
• • 609 SECOND STREET • • Lahey F17L-EM/32 􀁶􀁥􀁲􀁳􀁾􀁡􀁮􀀠5.01 * • DAVIS, CALIFORNlh 95616 • • Dodson & Associates, Inc. • • i 916} 551-1748 • * RUN DATE 11/28/95 TIME 00:42:59 * •
• ••**** ••* •• ***.**.*.**.**.**••• **.** ••••* •• ***** •••***.*** •• **.* •••*.**,******** 􀁁􀁤􀁤􀁾􀁳􀁯􀁮􀀠pond analysis PhUL LEE 4 IO OUTPUT CONTROL VARIABLES !PRNT 1 PRINT CONTROL
!PLOT 0 PLOT CONTROL QSC!\L O. HYDROGRhPH PLOT SCI\LE IT llYDROGRhPH TIME DATh NMIN 15 MINUTES IN COMPUThTION INTERVAL I DATE 1 0 STARTING DATE ITIME 0150 STARTING TIME NQ 101 NUMBER
OF.HYDROGRhPH ORDINhTES NDDATE 2 0 ENDING DhTE NDTlME 0250 ENDING TlliE ICENT 19 CENTURY MARK COMPUThTION INTERVAL 0.25 HOURS TOTAL TIME SME 25.00 HOURS ENGLISH 'UNITS DRhINhGE AREP.
SQUI\RE MILES 􀁾􀀠 PRECIPITATION DEPTH INCHES LENGTH, ELEVATION rEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME hCRE-FEET' SURFhCE AREI\ hCRES TEMPERhTURE DEGREES FhHRENHEIT *t. *t* ***
*** .** *** *** *** ••• *t. *T* *** .t* *** *** ••• *t. *** *** *.* *t. *** *** *** *** *** *** *** *** •••••• *** *** 
*****.******-* * 5KK * DEV * * • *******.**.**. COMPUTE RUNOFF HYDROGRRPH FOR DEVELOPED WATERSHED SUBBASIN RUNOFF DATA 7 BA SUBBASIN CNARRCT8RISTICS TAREA 0.02 SUBBASIN AREA PRECIPITATION
DATA 8 PH DEPTHS FOR 100-PERCENT HYPOTHETICAL STORM HYDRO-oS ............... TP-40 ........... TP-49 ......... .. 5-MIN 15-MIN GO-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 􀀲􀀭􀁾􀁙􀀠 4-DAY 7-DAY
􀀱􀀰􀀭􀁾􀁙􀀠 0.80 1.80 3.60 5.10 5.30 7.00 8.20 9.20 0.00 0.00 0.00 0.00 STORM AREA -O. 02 9LU UNIFORM LOSS RATE STRTL 0.80 INITIAL LOSS CNSTL 0.06 UNIFORM LOSS RATE RTIMl? 0.00 PERCENT
IMl?£RVlOUS MEA 10 us SNYDER UNITGRRPH TP 0.70 LAG CP 0.72 PEAKING COEFFICIENT SYNTHETIC ACCUMULATED-MEA VS. TIME CURVE WILL BE USED *.. APPROXIMATE CLARK C08FFICIENTS FROM GIVEN SNYDER
CP ANn TP ARE TO-0.90 AND R-0.42 INTERVALS UNIT HYDROGRAPH P1\.RAMETERS CLARK TC.. 0.90 HR, R-0.42 HR SNYDER T)?"" 0.G9 HR, CP'" 0.11 UNIT HYOROGRRPH 11 END-OF-PERIOD ORDINATES 2. 7.
11. 10. 7. 4. 2. 1. 1. o. O. J>*********************************************************************************************************************.************ HYDROGRA'PH AT STATION
DEV ***************************-*****************************************************************************************************. * DA HOO HRMN ORD RAIN LOSS EXCESS COMP Q * DA
HOO HRMN ORO RAIN LOSS EXCESS COMP Q • 1 0150 1 0.00 0.00 0.00 O. * 1 1435 52 0.43 0.01 0.41 38. 1 0205 2 0.02 0.02 0.00 O. • 1 1450 53 0.36 0.01 0.3' 36 . 
5 10 15 20 25 30 35 40 45 50 1 1 1 1 1 0220 0235 0250 0305 0320 3 4 6 7 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.00 0.00 0.00 0.00 0.00 o. o. o. o. o. * * * * * 1 1 1 1 1
1505 1520 1535 1550 1605 54 55 56 57 58 0.06 0.05 0.17 0.16 0.15 0.02 0.02 0.02 0.02 0.02 0.04 0.03 0.16 0.14 0.13 29. 21. 14. 10. 8. 1 0335 8 0.02 0.02 0.00 O. * 1 1620 59 0.14 0.02
0.12 7. 1 1 1 0350 0405 0420 9 11 0.02 0.02 0.02 0.02 0.02 0.02 0.00 0.00 0.00 O. O. O. * * * 1 1 1 1635 1650 1705 60 61 62 0.13 0.12 0.07 0.02 0.02 0.02 0.11 0.11 0.05 6. 6. 5. 1 0435
12 0.02 0.02 0.00 O. * 1 1720 63 0.06 0.02 0.05 5. 1 1 1 1 1 1 1 1 1 1 1 1 1 0450 0505 0520 0535 0550 0605 0620 0635 0650 0705 0720 0735 0750 13 14 16 17 18 19 21 22 23 24 0.02 0.02
0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
O. O. O. O. O. O. O. O. O. O. O. O. O. * * * * * * * * * * * * * 1 1 1 1 1 1 1 1 1 1 1 1 1 1735 1750 1805 1805 1820 1835 1850 1905 1920 1935 1950 2005 2020 2035 64 65 66 67 68 69 70
71 72 73 74 75 76 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.04 0.04 0.04 0.04 0.03 0.03 0.03
0.03 0.03 0.02 0.01 0.01 0.01 4. 3. 3. 2. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1 0805 26 0.04 0.04 0.00 O. * 1 2050 77 0.03 0.01 0.01 1. 1 1 0820 0835 27 28 0.04 0.04 0.04 0.04 0.00 0.00 O. O.
* * 1 1 2105 2120 78 79 0.02 0.02 0.01 0.01 0.01 0.01 1. 1. 1 0850 29 0.04 0.04 0.00 O. * 1 2135 80 0.02 0.01 0.01 1. 1 0905 0.05 0.05 0.00 O. * 1 2150 81 0.02 0.01 0.01 O. 1 0920 31
0.05 0.05 0.·00 O. * 1 2205 82 0.02 0.01 0.01 O. 1 0935 32 0.05 0.05 0.00 O. * 1 2220 83 0.02 0.01 0.01 O. 1 0950 33 0.05 0.02 0.04 O. * 1 2235 84 0.02 0.01 0.01 O. 1 1005 34 0.05 0.02
0.04 O. * 1 2250 85 0.02 0.01 0.01 O. 1 1020 0.06 0.02 0.04 1. * 1 2305 86 0.02 0.01 0.01 O. 1 1035 36 0.06 0.02 0.04 1. * 1 2320 87 0.02 0.01 0.00 O. 1 1050 37 0.06 0.02 0.05 2. * 1
2335 88 0.02 0.01 0.00 O. 1 1105 38 0.12 0.02 0.10 2. * 1 2350 89 0.02 0.01 0.00 O. 1 1120 39 0.13 0.02 0.11 3. * 2 0005 90 0.02 0.01 0.00 O. 1 1135 0.13 0.02 0.12 3. * 2 0020 91 0.02
0.01 0.00 O. 1 1150 41 0.14 0.02 0.13 4. * 2 0035 92 0.02 0.01 0.00 O. 1 1205 42 0.15 0.02 0.14 5. * 2 0050 93 0.02 0.01 0.00 O. 1 1220 43 0.17 0.02 0.15 5. * 2 0105 94 0.02 0.01 0.00
O. 1 1235 44 0.04 0.02 0.03 5. * 2 0120 95 0.02 0.01 0.00 O. 1 1250 0.05 0.02 0.04 5. * 2 0135 􀁾􀀠 0.02 0.01 0.00 O. 1 1305 46 0.33 0.01 0.32 5. * 2 0150 97 0.02 0.01 0.00 O. 1 1320
47 0.39 0.01 0.37 6. * 2 0205 98 0.00 0.00 0.00 O. 1 1335 48 0.41 0.01 0.40 9. * 2 0220 99 0.00 0.00 0.00 O. 1 1350 49 0.88 0.01 0.87 13. * 2 0235 100 0.00 0.00 0.00 O. 1 1405 1. 80
0.01 1. 78 21. * 2 0250 101 0.00 0.00 0.00 O. 1 1420 51 0.50 0.01 0.49 32. * * ************************************************************************************************************************
********** TOTAL RAINFALL = 9.20, TOTAL LOSS 􀁾􀀠 1.78, TOTAL EXCESS = 7.42 
••• PEAK FLOW TIMe MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 25.00-HR + (CFS) (HR) ICrS) + 38. 12.75 12. 4. 3. 3. !INCHES) 6.519 7.390 7.390 7.390 IAC-f'I') 6. 7. 7. 7. CUMUlATIVE MEA -0.02
SQ MI *** *** .*. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** +*. *** *** *** *** +*+ .*.**....... *.** 11 KK • •• RES • * • • ********••*.*
ROUTE OEVELOPED RUNOFF THROUGH RESERVOIR 13 KO 􀁏􀁕􀁔􀁾􀁕􀁔􀀠CONTROL VARIABLES IPRNT 1 PRINT CONTROL I PLOT 2 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA 14 RS
STORAGE ROUTING NSTPS 1 NUMBER OF SUBR£ACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 634.43 INITIAL CONDITION x 􀁏􀁾􀁏􀁏􀀠WORKING R AND D COEFFICIENT 15 SA MEA 0.0 0.1 0.2 0.2 0.3
0.4 1.6 16 SE ELEVATION 634.00 636.00 631.00 639.00 639.00 640.00 644.50 11 3L LOW-LEVEL OUTLET ELEVL 634.25 ELEVATION AT CENTER OF OUTLET CAAEA 2.41 CROSS-SECTIONAL AREA . 􀁾􀀠 COQL
0.60 COEFFICIENT EXPL 0.50 EXl'ONENT OF HEAD 18 SS SPILLWAY CREL 644.00 SPILLWAY CREST ELEVATION spmD 25.00 SPILLWAY WIDTH COQ>! 3.00 WEIR COEFFICIENT EXPW 1.50 EXPONENT OF HEAD 
COMPUTED STORAGE-ELEVATION DATA STORAGE 0.00 0.14 0.28 0.49 􀁯􀁾 15 1.08 5.17 ELEVATION 63'.00 636.00 637.00 638.00 639.00 640.00 644.50 COMPUTED OUTFLOW-ELEVATION DATA OUTFLOW 0.00
0.00 10.95 12.16 13.67 15.61 18.19 21.80 27.20 36.14 ELEVATION 63•• 00 634.25 635.14 635.35 635.64 636.07 636.72 637.80 639.77 644.00 OUTFLOW 36.20 36.46 37.07 38.18 39.93 42.48 45.97
50.55 56.37 63.57 ELEVATION 6.4.01 6".02 64'.05 644. 09 644.13 644 .19 644.25 644 .32 644.41 644 .50 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE 0.00 0.01 0.06 0.06 0.10 0.14 0.15
0.23 0.28 0.45 OUTFLOW 0.00 0.00 10.95 12.16 13.67 15.31 15.61 18.19 19.19 21.80 ELEVATION 63'.00 63'.25 635.14 635.35 635.64 636.00 636.07 636.72 637.00 637.80 STORAGE 0.49 0.75 1.
00 l.06 4.42 4.46 4.' 9 •. 54 4.61 4.69 OUTFLOW 22.41 25.23 27.20 27.75 36.i4 36.46 37.07 36.16 39.94 42.48 ELEVATION 636.00 639.00 639.77 640.00 644 .00 644.02 644.05 644.09 644 .13
644 .19 STORAGE 4.18 4.90 5.02 5.17 OUTFLOW 45.97 50.55 56.37 63.57 ELEVATION 644 .25 64,.32 644.41 6'4.50 *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS
BETWEEN O. TO 11. THE ROOTED HYDROGRAPH SHOULD BE EXlIMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN pEJ\K INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING
STORAGE lOSE A LONGER REACH.l *************************************************.******************************************************************************** HYDROGRAPH AT STATION
RES ************.********************************************************************************************************************* • • DA MON HRMN ORD oUTFLOW STORAGE STAGE * OA
MeN • HRMN ORO OUTFLOW STORAGE STAGE * OA MON HRMN • ORD OUTFLOW STORAGE STAGE 1 0150 1 5. 0.0 634.4 • 1 1020 35 1. 0.0 634.3 * 1 1650 69 2. 0.0 634.4 1 0205 2 O. 0.0 634.0 * 1 1035
36 1. 0.0 634.3 * 1 1905 70 2. 0.0 634.4 1 0220 3 O. 0.0 634.0 * 1 1050 37 1. 0.0 634.4"':: 1 1920 71 2. 0.0 634.4 1 0235 4 O. 0.0 634.0 * 1 1105 36 2. 0.0 63'.4' 1 1935 72 1. 0.0 634
•• 1 0250 5 O. 0.0 634.0 ... ... 1 1120 39 2. 0.0 634.4 * 1 1950 73 1. 0.0 634.4 1 0305 6 O. 0.0 634.0 ... 1 1135 40 3. 0.0 634.5 ... 1 2005 74 1. 0.0 634.4 1 0320 7 O. 0.0 634.0 ...
1 1150 41 4. 0.0 634.6 * 1 2020 75 l0.0 634.3 1 0335 6 O. 0.0 634.0 ... 1 1205 42 5. 0.0 634. 6 * 1 2035 76 1. 0.0 634. 3 1 0350 9 O. 0.0 634.0 ... 1 1220 43 5. 0.0 634.7 * 1 2050 77
1. 0.0 634.3 1 0405 10 O. 0.0 634.0 ... 1 1235 44 5. 0.0 634. i * 1 2105 78 1. 0.0 634.3 1 0420 11 O. 0.0 634.0 .. 1 1250 45 5. 0.0 634. i ... 1 2120 79 1. 0.0 634.3 1 0435 12 o. 0.0
634.0 .. 1 1305 46 5. 0.0 634.6 * 1 2135 SO 1. 0.0 634.3 1 0450 13 o. 0.0 634.0 .. 1 1320 47 5. 0.0 634.7 * 1 2150 Sl O. 0.0 634.3 1 0505 14 O. 0.0 634.0 '" 1 1335 46 S. 0.0 634.9 *
1 2205 S2 O. 0.0 634.3 
1 0520 15 O. 0.0 634.0 .. 1 1350 49 12. 0.1 635.3 ., 1 2220 83 O. 0.0 634.3 1 0535 16 O. 0.0 634.0 .. 1 1405 50 16. 0.1 636.1 ., 1 2235 84 O. 0.0 634.3 1 0550 17 O. 0.0 634.0 .. 1 H2O
51 20. 0.3 637.2 .. 1 2250 85 O. 0.0 634.3 1 0605 . 18 O. 0.0 634.0 .. 1 1435 52 24. 0.6 638.4 .. 1 2305 85 O. 0.0 534.3 1 0620 19 O. 0.0 634.0 .. 1 1450 53 26. 0.9 639.3 .. 1 2320 87
O. 0.0 634.3 1 1 1 1 0635 0650 0705 0720 20 21 22 23 O. O. O. O. 0.0 0.0 0.0 0.0 634.0 .. 634.0 * 634.0 * 634.0 * 1 1 1 1 1505 1520 1535 1550 54 55 56 57 27. 27. 25. 23. 1.0 0.9 0.8
0.5 639.'" .. 639.6 .. 639.0 .;, 63fLO .. 1 1 2 2 2335 2350 0005 0020 88 89 90 91 O. O. O. O. 0.0 0.0 0.0 0.0 634.3 634.3 634.3 634.3 1 1 0735 0750 24 z5 O. O. 0.0 0.0 6.34.0 634.0 ..
.. 1 1 1605 1620 58 59 19. 13. 0.3 0.1 􀀱􀀵􀀳􀀶􀁾􀁡􀀠 635.4 .. .. 2 Z 0035 0050 92 93 O. O. 0.0 0.0 634.3 634.3 1 0805 26 O. 0.0 634.0 .. 1 1635 60 5. 0.0 634.7 .. 2 0105 94 O. 0.0 634.3
1 0820 27 O. 0.0 634.0 .. 1 1650 61 6. 0.0 634.9 .. 2 0120 95 O. 0.0 634.3 1 0835 28 O. 0.0 634.0 .. 1 1705 62 5. 0.0 634.7 .. 2 0135 96 O. 0.0 634.3 1 0850 29 O. 0.0 634.0 .. 1 1720
63 5. 0.0 634.'" .. 2 0150 97 O. 0.0 634.3 1 0905 30 O. 0.0 634.0 .. 1 1735 64 4. 0.0 634.6 .., 2 0205 98 O. 0.0 634.3 1 0920 31 o. 0.0 634.0 .. 1 1750 65 3. 0.0 634.5 .. 2 0220 99 O.
0.0 634.3 1 1 0935 0950 32 33 O. O. 0.0 0.0 􀀶􀀳􀀴􀁾􀁏􀀠.. 634.0 * 1 1 1805 1820 66 67 3. z. 0.0 0.0 634.5 634.4 .. .. 2 2 0235 1,00 0250 101 O. O. 0.0 0.0 634.3 634.3 1 1005 34 O. 0.0
634.1 .. 1 1835 68 2. 0.0 634.4 * * * **************************************************************************************************************._**_••****** ••_••_•• PEAK FLOW TIME
MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 25.00-HR + ICFSI IHR) ICFS) + 27. 13.25 12. 4-3. 3. IINCHES) 6.517 7.428 7.(33 7. (33 (AC-FT) 6. 7. 7. 7. PEAK STORAGE 􀁔􀁉􀁍􀁾􀀠 MAXIMUM AVERAGE
STORAGE 6-HR 2(-HR 72-HR 25.00-HR + IAC-FT) IHR) 1. 13.25 O. O. O. O. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR Z4-HR 72-HR 2S.00-HR + (FEET) IHRi 639.72 13.25 636.07 634.66634.64 634.64 CUMULATIVE AREA = 0.02 SQ MI • 1 STATION RES II) INFLOW, (01 OUTFLOW O. 5. 10. 15. 20. 25. 30. 35. 40. O. O. O. O. (S) STORAGE 0.0 0.0 0.0 0.0 0.0 0.0 -0.4 0.0 0.4 0.8
1.2 0.0 0.0 DAHRMN PER 10150 1I---------O---------.---------.---------.-,-------.---------.---------S---------.---------.---------.---------.---------. 10205 2I S 10220 3I S 10235 4I
S 
10250 10305 10320 10335 10350 10405 10420 10435 10450 10505 10520 10535 10550 10605 10620 10635 10650 10705 10720 10735 10750 10605 10620 10635 10650 10905 10920 10935 10950 11005 11020
11035 11050 11105 11120 11135 11150 11205 11220 11235 11250 11305 11320 11335 11350 11405 11420 11435 11450 11505 11520 11535 11550 11605 51 61 7I 61 91 101 1ll 121 131 141 151 161 171
161 191 201 2ll 221 231 241 251 261 271 261 291 301 3ll 321 331 340I 35.0I 36. I 37. I 36. I 39. I 40. 01 4l. I 42. I. 43. 01 44. .1 45. I 46. I. 47. .01 46. o I 49. 0 I 50. .0 I 5l.
0 . I . 52. 0 53. 0 54. 0 I 55. .1 0 56. I 0 57. I. 0 56. I 0 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 .5 .5 .5. .5 .5 .5 .5 .5 .5 􀁾􀀠 .5 5 5 . 5 I 5 I 5
5 5 5. 5 5 
11620 59. I 0 . S 11635 60. .0 I .S 11650 61. • 10. .S. 11705 62. .1 • S 11720 63. 10 .S 11735 64. I • S 11750 65. 10 .S 11805 66. I .S 11820 57. 10 .S ll835 68. I .S 11850 69. I S 11905
70. I S 11920 71. . 1:. 􀁾􀀠 . . • s 11935 72. I S 11950 13. I S 12005 74:. 10 S 12020 75. I S 12035 76. I S 12050 77. I S 12105 78. I S 12120 79.1 S 12135 80.1 S 12150 Bl.I. S 12205
82.1 S 12220 83.I S 12235 84.1 S 12250 85.1 S 12305 86.1 S 12320 87.1 S 12335 88.1 S 12350 891 S 20005 901 S 20020 911 . . . . S 20035 921 S 20050 931 S 20105 941 S 20120 951 S 20135
96I S 20150 97I S 20205 981 S 20220 991 S 20235 1001 S 20250 1011---------.---------.---------.---------.---------.---------.---------S-----.---.---------.---------.---------.---------.
1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES + OPERATION STATION PEAK FLOW TIME OF PEAK AVERAGE 􀀵􀀭􀁾􀁏􀁕􀁒􀀠FLow FOR MAXIMUM PERIOD 24-HOUR
72-HOUR Il!\SIN AREA MAXIMUM STAGE TIME OF MAX STAGE HYDROGRAPH AT 
•• • •• • '" .; o ., '" :> !'l o'" .; .'.", '" .0. ..Q.., '􀁾" 􀀠 + + + 􀁾􀀠 u• !;l 0 Cl '" ! '" % 
APPENDIX 3 MANNINGS SOLUTION FOR SIZING CONCRETE FLUME FROM ADDISON ROAD TO DETENTION POND '-----------SURy&. PITTMAN, INC.-------------'